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BALFOUR SENIOR LIVING - PDP220001 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE REPORT
PRELIMINARY DRAINAGE REPORT FOR THE OVERLANDER BY BALFOUR EAST HARMONY ROAD AT CINQUEFOIL LANE FORT COLLINS, COLORADO Prepared for: BALFOUR SENIOR LIVING 183 S. Taylor Avenue, Suite 155 Louisville, Colorado 80027 Prepared by: BOWMAN CONSULTING GROUP 1526 Cole Boulevard, Suite 100 Lakewood, Colorado 80401 Contact: Adrian Todsen, P.E. Phone: 303.801.2910 May 31, 2022 Bowman Project No. 020452-02-001 Preliminary Drainage Report The Overlander by Balfour May 31, 2022 City of Fort Collins Planning and Development Services 281 N. College Ave. Fort Collins, Colorado 80524 RE: Preliminary Drainage Report for The Overlander by Balfour Dear Staff: Bowman is pleased to submit this Preliminary Drainage Report (PDR) for your review. This report accompanies the Project Development Plan (PDP) submittal for the subject development. This report has been prepared in accordance with the Fort Collins Stormwater Criteria Manual (FCSCM) and serves to document the stormwater impacts associated with the proposed project. We understand that review by City is to assure general compliance with standardized criteria included in the FCSCM. If you have any questions or require additional information, please feel free to reach me by phone at (303) 801-2910 or by email at atodsen@bowman.com. Thank you, Adrian Todsen, P.E. Assistant Project Manager Bowman Consulting Preliminary Drainage Report The Overlander by Balfour Table of Contents I. GENERAL LOCATION AND DESCRIPTION ....................................................... 1 A. Location ................................................................................................... 1 B. Description of Property ............................................................................. 2 C. Floodplain Designation ............................................................................. 2 II. DRAINAGE BASINS AND SUB-BASINS ............................................................. 3 A. Major Basin Description ........................................................................... 3 B. Sub-Basin Description .............................................................................. 3 III. DRAINAGE DESIGN CRITERIA .......................................................................... 4 A. Regulations .............................................................................................. 4 B. Four Step Process ................................................................................... 4 C. Development Criteria and Constraints ...................................................... 5 D. Hydrologic Criteria .................................................................................... 5 E. Hydraulic Criteria ...................................................................................... 6 F. Floodplain Regulation Compliance ........................................................... 6 G. Modifications of Criteria ............................................................................ 6 IV. DRAINAGE FACILITY DESIGN ........................................................................... 6 A. General Concept ...................................................................................... 6 B. Master Drainage Concepts ....................................................................... 6 C. Specific Details ........................................................................................ 7 V. CONCLUSION ..................................................................................................... 8 A. Compliance with Standards ...................................................................... 8 B. Drainage Concept .................................................................................... 9 VI. REFERENCES .................................................................................................... 9 APPENDICES A. Proposed Site Plan and Drainage Area Map B. Hydrology Calculations C. FAA Detention Storage Calculations D. Contech Filterra Details and Sizing E. ADS StormTech Chamber Details and Sizing Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 1 I. GENERAL LOCATION AND DESCRIPTION A. Location The Overlander by Balfour (the Project) is located within the City of Fort Collins, Colorado at the southeast corner of East Harmony Road and Cinquefoil Lane, as shown in Figure 1 below. Figure 1: Vicinity Map The project site is located in the northeast quarter of Section 4, Township 6 North, Range 68 West of the 6th Principal Meridian, City of Fort Collins, County of Larimer, State of Colorado. The tract is bordered by East Harmony Road to the North, Cinquefoil Lane to the West, Fossil Creek Reservoir Inlet Ditch to the East, and undeveloped land to the South. Surrounding developments include the Banner Fort Collins Medical Center to the west across Cinquefoil Lane, a Hewlett-Packard corporate campus to the north across East Harmony Lane, and a multifamily residential development to the east across the Fossil Creek Reservoir Inlet Ditch. This site lies within the McClellands Creek Master Drainage Basin. Per the “East Harmony Portion of the McClellands Creek Master Drainage Plan Update”, by Icon Engineering, August 1999 (Ref. 3), onsite detention is required with a release rate of 0.5 cfs per acre in the 100-year storm event. Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 2 B. Description of Property The subject property is approximately 5.0 acres and is presently zoned Harmony Corridor District (H-C). The site consists of primarily undeveloped land with some abandoned agricultural buildings and driveways. Existing slopes on the site vary from 1 to 10%. General topography on the site falls from west to east and drains toward the Fossil Creek Reservoir Inlet Ditch. Figure 2: Soil Map According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (NRCS) Soil Survey (see Figure 2 above), the site consists of a combination of Larimer-Stoneham complex with 3 to 10 percent slopes (Hydrologic Soil Group B) and Nunn clay loam with 0 to 3 percent slopes (Hydrologic Soil Group C). See Appendix A for the complete Web Soil Survey. The Project will develop the entirety of the site and consists of a senior care community. Parking areas, associated utilities, and detention/water quality structures will be included in the construction. The Fossil Creek Reservoir Inlet Ditch is an irrigation canal that feeds into the Fossil Creek Reservoir and runs along the east side of the site. C. Floodplain Designation The site is located within Zone “X” as shown on the FEMA Flood Insurance Rate Map (FIRM) Map No. 08069C0994F (see Figure 3 below and Appendix A), dated December 19, 2006, and revised by Case No. 14-08-0580P, effective December 15, 2014. Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 3 Figure 3: FEMA Floodplain Map The Cache La Poudre River 100-year floodplain lies approximately 800 feet offsite to the east. No portion of the project location is encroached by any City or FEMA jurisdictional floodplain. The vertical benchmark used for site survey data is NGS Benchmark Y401 (Elevation = 4971.96, NAVD 88). II. DRAINAGE BASINS AND SUB-BASINS A. Major Basin Description The Project falls within the East Harmony portion of the McClellands Creek Master Drainage Basin. The McClellands basin encompasses approximately 3.4 square miles in southeast Fort Collins and conveys flows from the upper end of the basin to the downstream discharge point along the Fossil Creek Reservoir Inlet Ditch, located along the east side of the project site. A majority of the basin is developed or currently being developed with residential and commercial land uses. B. Sub-Basin Description The site historically drains toward the Fossil Creek Reservoir Inlet Ditch located directly east of the site. Each proposed sub-basin within the site boundary will be retained before being released into the Fossil Creek Reservoir Inlet Ditch. Drainage from East Harmony Road to the North of the site is currently conveyed Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 4 via a roadside ditch along the south side of the road to an existing outfall into the Fossil Creek Reservoir Inlet Ditch. Drainage on Cinquefoil Lane follows the curb and gutter down to East Harmony Road. The undeveloped area to the south generally flows from west to east to the existing detention pond constructed south of the site, which also outfalls to the Fossil Creek Reservoir Inlet Ditch. No offsite flows are anticipated for this site. III. DRAINAGE DESIGN CRITERIA A. Regulations This report is being prepared based on the regulations and guidelines set forth by the Fort Collins Stormwater Criteria Manual (FCSCM). No modifications to the criteria are being proposed at this time. B. Four Step Process This site was evaluated using the “Four Step Process” in order to minimize adverse impacts of urbanization to receiving waters. Chapter 1, Section 2.3.7 of the FCSCM requires that at least 75% of all newly added or impervious area shall be treated by low-impact development (LID) techniques. As shown in the proposed drainage areas, we are currently proposing to treat 100% of the new impervious areas through LID systems. A summary of the Four Step Process for this project is outlined below: Step 1 – Employ runoff reduction practices Several methods have been implemented with this project in order to reduce runoff peaks and volumes and utilize LID techniques including: - Providing significant landscaping and vegetated areas along the East Harmony Road corridor and throughout the site to reduce impervious cover - Installing several bioretention filters for the northern portion of the site for stormwater capture to provide initial water quality control - Installing underground detention with isolation chambers for drainage of the southern portion of the site prior to outfall for water quality control Step 2 – Implement best management practices (BMPs) that provide a water quality capture volume with slow release and/or infiltration All stormwater runoff from the site will ultimately be routed to one of three detention methods depending on the drainage area that all include outlet control structures: - Oversized storm sewer pipes to provide detention storage up to and including the 100-year, 2-hour storm event for areas that drain through bioretention filters - Above-ground filtration ponds on the north side of the site to capture and treat sheet flow prior to being detained in the oversized storm sewer - Underground detention storage with isolation chambers for drainage areas on the south side of the site Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 5 Step 3 – Stabilize drainageways During construction, temporary erosion control measures will be continually maintained to minimize erosion along the Fossil Creek Reservoir Inlet Ditch. Outlet structures into the ditch will incorporate permanent erosion control measures as required. The development of this site will also provide water quality where none was previously provided and will reduce the amount of direct drainage area, and therefore erosion potential, into the Fossil Creek Reservoir Inlet Ditch. Step 4 – Implement site specific and other source control BMPs: Maintenance of the bioretention filters, detention ponds, and outlet structures will be provided to ensure drainage capability and reduce pollution into the stormwater runoff system. The site will also include a trash enclosure for the disposal of waste products from the development. C. Development Criteria and Site Constraints The subject tract is bounded by existing public roadways to the north and west and by the Fossil Creek Reservoir Inlet Ditch to the east. Certain considerations have been taken based on these constraints: - Existing elevations along the perimeter of the site will generally be maintained. - Existing drainage patterns on the site will be maintained by draining east to the Fossil Creek Reservoir Inlet Ditch. - The peak outfall release rate from the site into the Fossil Creek Reservoir Inlet Ditch during a 100-year storm is limited to 0.5 cfs/acre in accordance with the “East Harmony Portion of the McClellands Creek Master Drainage Plan Update” by Icon Engineering, August 1999, and confirmed with the North Poudre Irrigation Company, the owner of the irrigation ditch. D. Hydrological Criteria Since the size of the subject tract is exactly 5 acres, the Rational Method was chosen as the basis for all hydrologic calculations in this report, in accordance with Chapter 5, Section 3.0 of the FCSCM. Composite runoff coefficients were calculated for each drainage area based on the surface type in accordance with Chapter 5, Section 3.2 of the FCSCM. The two-hour Fort Collins Intensity-Duration-Frequency (IDF) Curves as presented in Table 3.4-1 of the FCSCM serve as the basis for all hydrologic calculations. The 2-year, 10-year and 100-year design storms were analyzed to examine various drainage scenarios depending on the intensity of the rain event. The 2- year storm event is considered the “Minor” storm and has a 50th percentile probability of occurring in any given year. The 10-year storm event has a probability of occurring in the 90th percentile in any given year and was analyzed for reference purposes. Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 6 E. Hydraulic Criteria As previously mentioned, existing drainage patterns on the site will be maintained. Drainage facilities are designed in accordance with criteria outlined in the FCSCM. The subject tract is not located within a FEMA regulatory floodplain. The proposed improvements do not propose to alter any natural drainageways. F. Floodplain Regulation Compliance All structures are located outside of any FEMA 100-year floodplain. Therefore, the structures are not subject to any floodplain regulations. G. Modifications of Criteria We are not proposing to request any modifications to the criteria at this time. IV. DRAINAGE FACILITY DESIGN A. General Concept The project is divided into several sub-basins. The proposed drainage will generally follow the existing drainage patterns and flows from west to east. These are generally grouped into a northern and southern basin, with each basin having an outfall into Fossil Creek Reservoir Inlet Ditch. Calculations associated with the sub-basins are included in the Appendices. B. Master Drainage Concepts The intent of the overall detention concept is to provide all detention on-site for the 100-year, 2-hour storm event through various methods of underground storage. Sizing of these detention areas was completed using the Modified FAA Method in accordance with Chapter 6, Section 2.3 of the FCSCM. Tabular data for detention storage is included in the Appendix of this report. Table 1 below summarizes the results. Table 1: Detention Summary Detention Method Outfall Location Drainage Area Detention Required Detention Provided 100-Year Peak Release Rate Oversized Pipe “A” N 1.18 AC 5,922 cf 6,676 cf 0.40 cfs Oversized Pipe “B” N 0.89 AC 4,703 cf 4,712 cf 1.00 cfs Underground Chambers (1) S 2.72 AC 24,243 cf 25,055 cf 1.10 cfs TOTAL 4.79 AC 34,868 cf 36,443 cf 2.50 cfs (2) Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 7 Notes: (1) Preliminary design and layout by ADS included in Appendix E. Final design and layout will be provided for review with Final Drainage Report submittal. (2) Total tract area is 5.00 acres. Approximately 0.22 acres on the east side of the site will be largely pervious/landscaped area and shall maintain existing drainage patterns and grade down to the maintenance berm along the Fossil Creek Reservoir Inlet Ditch. Runoff from this area was not included in the allowable release rate for the site for the two proposed outfalls. C. Specific Details A summary of the surface types and drainage patterns for each of the sub-basins within the site is listed below: Sub-Basin N-1A (0.25 AC) This sub-basin consists of some historical structures that will remain on-site, sidewalks, a pickleball court, and landscaping/lawn area. This area drains through a bioretention filter and into proposed Oversized Pipe A. Sub-Basin N-2A (0.15 AC) This sub-basin consists of a portion of a historical structure that will remain on-site, sidewalks, and landscaping/lawn area and drains through a bioretention filter to proposed Oversized Pipe A. Sub-Basin N-3A (0.11 AC) This sub-basin consists of a portion of a historical structure that will remain on-site, sidewalks, and landscaping/lawn area and drains through a bioretention filter to proposed Oversized Pipe A. Sub-Basin N-4A (0.68 AC) This sub-basin consists of landscaping/lawn area, sidewalks, and rooftop along East Harmony Road and will drain through a filtration pond and into proposed Oversized Pipe A. Sub-Basin N-1B (0.25 AC) This sub-basin consists of landscaping/lawn area, sidewalks, and rooftop and will drain through a filtration pond and into Oversized Pipe B. Sub-Basin N-2B (0.63 AC) This sub-basin consists of rooftop, a courtyard area and landscaping and drains into landscape inlets, through a bioretention filter and into Oversized Pipe B. Sub-Basin S-1 (0.83 AC) This sub-basin consists of paved parking areas, sidewalks, rooftop and landscaping and drains through a curb inlet into the proposed Underground Chamber Storage. Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 8 Sub-Basin S-2 (0.24 AC) This sub-basin consists of paved parking areas, sidewalks, rooftop and landscaping and drains through a grate inlet and into the proposed Underground Chamber Storage. Sub-Basin S-3 (0.52 AC) This sub-basin consists of paved parking areas, sidewalks, rooftop and landscaping and drains through a grate inlet and into the proposed Underground Chamber Storage. Sub-Basin S-4 (0.68 AC) This sub-basin consists of paved parking areas, sidewalks, rooftop and landscaping and drains through a grate inlet and into the proposed Underground Chamber Storage. Sub-Basin S-5 (0.46 AC) This sub-basin consists of rooftop and landscaping/lawn area and drains through an area landscape inlet directly into the proposed Underground Chamber Storage. A copy of the drainage area map is included at the end of the report. Water quality treatment is being provided exclusively through the various LID features on the site, including bioretention filters, filtration ponds, and isolation chambers. Preliminary sizing is included with this report and final design will be provided prior to FP approval. A separate grading and erosion control report and plans will be provided in a future submittal. This project shall be in compliance will all erosion control measures and details as required and included in the final plans. Sub-Basin UD-1 (0.22 AC) This sub-basin consists of the un-detained area on the east side of the site within the property that will be largely pervious/landscaped area and shall maintain existing drainage patterns by grading down to the ditch maintenance berm. V. CONCLUSION A. Compliance with Standards This preliminary drainage report has established that the proposed development is in compliance with City of Fort Collins design criteria through the FCSCM. The drainage design is in compliance with the “East Harmony Portion of the McClellands Creek Master Drainage Plan Update”, by Icon Engineering, August 1999 (Ref. 6). There are no regulatory floodplains within the proposed development. The stormwater management measures proposed shall be in compliance with all Preliminary Drainage Report The Overlander by Balfour Preliminary Drainage Report Page 9 applicable State and Federal regulations regarding stormwater discharge. B. Drainage Concept The drainage design proposed within this report has been shown to provide sufficient detention storage and water quality treatment in order to limit adverse effects of the proposed development up to and including the 100-year, 2-hour storm event in accordance with the FCSCM. VI. REFERENCES 1. Fort Collins Stormwater Criteria Manual, City of Fort Collins, Colorado, as adopted by Ordinance No. 159, 2018, and referenced in City Code Section 26-500. 2. Soils Resource Report for Larimer County Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture. 3. East Harmony Portion of the McClellands Creek Master Drainage Plan Update, Icon Engineering, August 1999. Preliminary Drainage Report The Overlander by Balfour APPENDIX A PROPOSED SITE PLAN AND DRAINAGE AREA MAP SUBJECT PROPERTY 217,802 S.F. 5.00 AC. KATHRYN JOY ANDERSON AND BILL RAY WINCHESTER II AND SHERI W. LUCAS AND B N HARMONY LLC, A FLORIDA CORPORATION PRELIMINARY DRAINAGE AREA MAP ANDDETENTION STORAGE LOCATIONSTHE OVERLANDER BY BALFOUREX FORT COLLINSCOLORADO020452-01-001 5/31/2022 1" = 50'Phone: (303) 801-2900www.bowman.com1526 Cole Blvd, Suite 100Lakewood, CO 80401REVISIONS© 2021 Bowman Consulting Group Ltd Preliminary Drainage Report The Overlander by Balfour APPENDIX B HYDROLOGY CALCULATIONS Sub-Basin Area (acres) 2-yr (cfs) 10-yr (cfs) 100-yr (cfs) Design Point Contributing Basins Area (acres) 2-yr (cfs) 10-yr (cfs) 100-yr (cfs) N-1A 0.25 0.39 0.67 1.70 1 N-1A 0.25 0.39 0.67 1.70 N-2A 0.15 0.25 0.43 1.10 2 N-2A 0.15 0.25 0.43 1.10 N-3A 0.11 0.12 0.20 0.52 3 N-3A 0.11 0.12 0.20 0.52 N-4A 0.68 0.74 1.27 3.25 4 N-4A 0.68 0.74 1.27 3.25 N-1B 0.25 0.38 0.65 1.67 5 N-1B 0.25 0.38 0.65 1.67 N-2B 0.63 1.42 2.43 6.21 6 N-2B 0.63 1.42 2.43 6.21 S-1 0.83 1.88 3.22 8.22 7 S-1 0.83 1.88 3.22 8.22 S-2 0.24 0.53 0.90 2.30 8 S-1 - S-2 1.06 2.41 4.12 10.53 S-3 0.52 1.07 1.84 4.69 9 S-1 - S-3 1.58 3.49 5.96 15.21 S-4 0.68 1.54 2.63 6.71 10 S-1 - S-4 2.26 5.02 8.58 21.92 S-5 0.46 0.56 0.95 2.43 11 S-1 - S-5 2.72 5.58 9.53 24.35 UD-1 0.22 0.15 0.25 0.64 SUMMARY OF SITE HYDROLOGY DESIGN POINT SUMMARY TABLEBASIN SUMMARY TABLE Designer:ART Company:Bowman Runoff Coeff Total Area (ac) 5.00 Date:5/31/2022 0.20 Composite C 0.62 Project:Balfour 0.95 Location:Fort Collins, CO 0.95 1 From Table 3.2-2 in FCSCM Area (ac) % Area (ac) % Area (ac) % N-1A 0.248 0.132 53.2%0.056 22.6%0.060 24.2% 0.55 N-2A 0.151 0.073 48.3%0.043 28.5%0.035 23.2% 0.59 N-3A 0.105 0.077 73.3%0.003 2.9%0.025 23.8% 0.40 N-4A 0.677 0.509 75.2%0.082 12.1%0.086 12.7% 0.39 N-1B 0.254 0.143 56.3%0.048 18.9%0.063 24.8% 0.53 N-2B 0.631 0.134 21.2%0.074 11.7%0.423 67.0% 0.79 S-1 0.827 0.166 20.1%0.329 39.8%0.332 40.1% 0.80 S-2 0.236 0.052 22.0%0.166 70.3%0.018 7.6% 0.78 S-3 0.516 0.151 29.3%0.269 52.1%0.096 18.6% 0.73 S-4 0.678 0.140 20.6%0.336 49.6%0.202 29.8% 0.80 S-5 0.460 0.322 70.0%0.125 27.2%0.013 2.8% 0.43 UD-1 0.218 0.208 95.4%0.010 4.6%0.000 0.0% 0.23 Lawns, Sandy Soil Summary POST-DEVELOPMENT C VALUES Sub-Basin Name Area (ac) Composite Runoff Coefficient (C) Lawns Asphalt, Concrete Roof Global Parameters1 Land Use Roof Asphalt, Concrete Designer:ART Company:Bowman Date:5/31/2022 Project:Balfour Location:Fort Collins, CO Basin Area Coeff Tc C*A I Cf Q Tc Sum Area Sum C*A I Cf Q Design (ac) C (min) (ac)(in/hr)(cfs)(min) (ca) (ac)(in/hr) (cfs) N-1A 0.248 0.55 5.00 0.14 2.85 1.00 0.39 1 N-1A 5.00 0.25 0.14 2.85 1.00 0.39 N-2A 0.151 0.59 5.00 0.09 2.85 1.00 0.25 2 N-2A 5.00 0.15 0.09 2.85 1.00 0.25 N-3A 0.105 0.40 5.00 0.04 2.85 1.00 0.12 3 N-3A 5.00 0.11 0.04 2.85 1.00 0.12 N-4A 0.677 0.39 5.00 0.26 2.85 1.00 0.74 4 N-4A 5.00 0.68 0.26 2.85 1.00 0.74 N-1B 0.254 0.53 5.00 0.13 2.85 1.00 0.38 5 N-1B 5.00 0.25 0.13 2.85 1.00 0.38 N-2B 0.631 0.79 5.00 0.50 2.85 1.00 1.42 6 N-2B 5.00 0.63 0.50 2.85 1.00 1.42 S-1 0.827 0.80 5.00 0.66 2.85 1.00 1.88 7 S-1 5.00 0.83 0.66 2.85 1.00 1.88 S-2 0.236 0.78 5.00 0.19 2.85 1.00 0.53 8 S-1 - S-2 6.12 1.06 0.85 2.85 1.00 2.41 S-3 0.516 0.73 5.00 0.38 2.85 1.00 1.07 9 S-1 - S-3 7.81 1.58 1.22 2.85 1.00 3.49 S-4 0.678 0.80 5.00 0.54 2.85 1.00 1.54 10 S-1 - S-4 8.98 2.26 1.76 2.85 1.00 5.02 S-5 0.46 0.43 5.00 0.20 2.85 1.00 0.56 11 S-1 - S-5 8.98 2.72 1.96 2.85 1.00 5.58 UD-1 0.218 0.23 5.00 0.05 2.85 1.00 0.15 STORM DRAINAGE SYSTEM DESIGN - 2-YEAR DESIGN STORM DESIGN POINT STREET/ CONTRIBUTING BASINS DIRECT RUNOFF TOTAL RUNOFF Designer:ART Company:Bowman Date:5/31/2022 Project:Balfour Location:Fort Collins, CO Basin Area Coeff Tc C*A I Cf Q Tc Sum Area Sum C*A I Cf Q Design (ac) C (min) (ac)(in/hr)(cfs)(min) (ca) (ac)(in/hr)(cfs) N-1A 0.248 0.55 5.00 0.14 4.87 1.00 0.67 1 N-1A 5.00 0.25 0.14 4.87 1.00 0.67 N-2A 0.151 0.59 5.00 0.09 4.87 1.00 0.43 2 N-2A 5.00 0.15 0.09 4.87 1.00 0.43 N-3A 0.105 0.40 5.00 0.04 4.87 1.00 0.20 3 N-3A 5.00 0.11 0.04 4.87 1.00 0.20 N-4A 0.677 0.39 5.00 0.26 4.87 1.00 1.27 4 N-4A 5.00 0.68 0.26 4.87 1.00 1.27 N-1B 0.254 0.53 5.00 0.13 4.87 1.00 0.65 5 N-1B 5.00 0.25 0.13 4.87 1.00 0.65 N-2B 0.631 0.79 5.00 0.50 4.87 1.00 2.43 6 N-2B 5.00 0.63 0.50 4.87 1.00 2.43 S-1 0.827 0.80 5.00 0.66 4.87 1.00 3.22 7 S-1 5.00 0.83 0.66 4.87 1.00 3.22 S-2 0.236 0.78 5.00 0.19 4.87 1.00 0.90 8 S-1 - S-2 6.12 1.06 0.85 4.87 1.00 4.12 S-3 0.516 0.73 5.00 0.38 4.87 1.00 1.84 9 S-1 - S-3 7.81 1.58 1.22 4.87 1.00 5.96 S-4 0.678 0.80 5.00 0.54 4.87 1.00 2.63 10 S-1 - S-4 8.98 2.26 1.76 4.87 1.00 8.58 S-5 0.46 0.43 5.00 0.20 4.87 1.00 0.95 11 S-1 - S-5 8.98 2.72 1.96 4.87 1.00 9.53 UD-1 0.218 0.23 5.00 0.05 4.87 1.00 0.25 STORM DRAINAGE SYSTEM DESIGN - 10-YEAR DESIGN STORM DESIGN POINT STREET/ CONTRIBUTING BASINS DIRECT RUNOFF TOTAL RUNOFF Designer:ART Company:Bowman Date:5/31/2022 Project:Balfour Location:Fort Collins, CO Basin Area Coeff Tc C*A I Cf Q Tc Sum Area Sum C*A I Cf Q Design (ac) C (min) (ac)(in/hr)(cfs)(min) (ac) (ac)(in/hr)(cfs) N-1A 0.248 0.55 5.00 0.14 9.95 1.25 1.70 1 N-1A 5.00 0.25 0.14 9.95 1.25 1.70 N-2A 0.151 0.59 5.00 0.09 9.95 1.25 1.10 2 N-2A 5.00 0.15 0.09 9.95 1.25 1.10 N-3A 0.105 0.40 5.00 0.04 9.95 1.25 0.52 3 N-3A 5.00 0.11 0.04 9.95 1.25 0.52 N-4A 0.677 0.39 5.00 0.26 9.95 1.25 3.25 4 N-4A 5.00 0.68 0.26 9.95 1.25 3.25 N-1B 0.254 0.53 5.00 0.13 9.95 1.25 1.67 5 N-1B 5.00 0.25 0.13 9.95 1.25 1.67 N-2B 0.631 0.79 5.00 0.50 9.95 1.25 6.21 6 N-2B 5.00 0.63 0.50 9.95 1.25 6.21 S-1 0.827 0.80 5.00 0.66 9.95 1.25 8.22 7 S-1 5.00 0.83 0.66 9.95 1.25 8.22 S-2 0.236 0.78 5.00 0.19 9.95 1.25 2.30 8 S-1 - S-2 6.12 1.06 0.85 9.95 1.25 10.53 S-3 0.516 0.73 5.00 0.38 9.95 1.25 4.69 9 S-1 - S-3 7.81 1.58 1.22 9.95 1.25 15.21 S-4 0.678 0.80 5.00 0.54 9.95 1.25 6.71 10 S-1 - S-4 8.98 2.26 1.76 9.95 1.25 21.92 S-5 0.46 0.43 5.00 0.20 9.95 1.25 2.43 11 S-1 - S-5 8.98 2.72 1.96 9.95 1.25 24.35 UD-1 0.218 0.23 5.00 0.05 9.95 1.25 0.64 STORM DRAINAGE SYSTEM DESIGN - 100-YEAR DESIGN STORM DESIGN POINT STREET/ CONTRIBUTING BASINS DIRECT RUNOFF TOTAL RUNOFF Recurrence Interval (yrs)1-hr Rainfall Depth (in) 2 0.82 10 1.40 100 2.86 Rainfall Data Balfour Fort Collins, CO Preliminary Drainage Report The Overlander by Balfour APPENDIX C FAA DETENTION STORAGE CALCULATIONS Preliminary Detention Calculations Oversized Storm Sewer Pipe "A" Contributing Sub-Basins: N-1A, N-2A, N-3A and N-4A Designer:ART Company:BOWMAN Vi = C*I*A(60T)SUB-BASIN AREA (AC) C VALUE Date:5/31/2022 Vo = Qout(60T)N-1A 0.248 0.55 Project:Balfour Vs = Vi - Vo N-2A 0.151 0.59 Location:Ft Collins, CO N-3A 0.105 0.40 N-4A 0.677 0.39 BASIN AREA (AC) 1.181 COMPOSITE C 0.45 FREQ FACTOR (Cf)1.25 C VALUE USED 0.56 100-YR RUNOFF AREA INFLOW ALLOWABLE OUTFLOW REQUIRED DURATION (T) INTENSITY (I) COEFF (C) (A) VOLUME (Vi) DISCHARGE (Qout) VOLUME (Vo) STORAGE (Vs) MIN IN/HR AC CF CFS CF CF 5 9.95 0.56 1.181 1,983 0.40 120 1,863 10 7.72 0.56 1.181 3,078 0.40 240 2,838 15 6.52 0.56 1.181 3,899 0.40 360 3,539 20 5.60 0.56 1.181 4,465 0.40 480 3,985 25 4.98 0.56 1.181 4,963 0.40 600 4,363 30 4.52 0.56 1.181 5,406 0.40 720 4,686 35 4.08 0.56 1.181 5,693 0.40 840 4,853 40 3.74 0.56 1.181 5,964 0.40 960 5,004 45 3.46 0.56 1.181 6,207 0.40 1,080 5,127 50 3.23 0.56 1.181 6,438 0.40 1,200 5,238 55 3.03 0.56 1.181 6,643 0.40 1,320 5,323 60 2.86 0.56 1.181 6,841 0.40 1,440 5,401 65 2.71 0.56 1.181 7,022 0.40 1,560 5,462 70 2.59 0.56 1.181 7,227 0.40 1,680 5,547 75 2.48 0.56 1.181 7,415 0.40 1,800 5,615 80 2.38 0.56 1.181 7,590 0.40 1,920 5,670 85 2.29 0.56 1.181 7,760 0.40 2,040 5,720 90 2.21 0.56 1.181 7,929 0.40 2,160 5,769 95 2.13 0.56 1.181 8,066 0.40 2,280 5,786 100 2.06 0.56 1.181 8,212 0.40 2,400 5,812 105 2.00 0.56 1.181 8,371 0.40 2,520 5,851 110 1.94 0.56 1.181 8,507 0.40 2,640 5,867 115 1.88 0.56 1.181 8,619 0.40 2,760 5,859 120 1.84 0.56 1.181 8,802 0.40 2,880 5,922 5,922 0.136 340 56.51 60 6,676 0.153 REQUIRED PIPE DIAMETER (IN): SELECTED PIPE DIAMETER (IN): PROVIDED STORAGE (CF): PROVIDED STORAGE (AC-FT): COMPOSITE RUNOFF COEFFICIENT REQUIRED STORAGE (CF): REQUIRED STORAGE (AC-FT): TOTAL PIPE LENGTH (LF): Preliminary Detention Calculations Oversized Storm Sewer Pipe "B" Contributing Sub-Basins: N-1B and N-2B Designer:ART Company:BOWMAN Vi = C*I*A(60T)SUB-BASIN AREA (AC) C VALUE Date:5/31/2022 Vo = Qout(60T)N-1B 0.254 0.53 Project:Balfour Vs = Vi - Vo N-2B 0.631 0.79 Location:Ft Collins, CO BASIN AREA (AC) 0.885 COMPOSITE C 0.72 FREQ FACTOR (Cf)1.25 C VALUE USED 0.89 100-YR RUNOFF AREA INFLOW ALLOWABLE OUTFLOW REQUIRED DURATION (T) INTENSITY (I) COEFF (C) (A) VOLUME (Vi) DISCHARGE (Qout) VOLUME (Vo) STORAGE (Vs) MIN IN/HR AC CF CFS CF CF 5 9.95 0.89 0.885 2,362 1.00 300 2,062 10 7.72 0.89 0.885 3,666 1.00 600 3,066 15 6.52 0.89 0.885 4,644 1.00 900 3,744 20 5.60 0.89 0.885 5,318 1.00 1,200 4,118 25 4.98 0.89 0.885 5,912 1.00 1,500 4,412 30 4.52 0.89 0.885 6,439 1.00 1,800 4,639 35 4.08 0.89 0.885 6,781 1.00 2,100 4,681 40 3.74 0.89 0.885 7,103 1.00 2,400 4,703 45 3.46 0.89 0.885 7,393 1.00 2,700 4,693 50 3.23 0.89 0.885 7,669 1.00 3,000 4,669 55 3.03 0.89 0.885 7,913 1.00 3,300 4,613 60 2.86 0.89 0.885 8,148 1.00 3,600 4,548 65 2.71 0.89 0.885 8,364 1.00 3,900 4,464 70 2.59 0.89 0.885 8,609 1.00 4,200 4,409 75 2.48 0.89 0.885 8,832 1.00 4,500 4,332 80 2.38 0.89 0.885 9,041 1.00 4,800 4,241 85 2.29 0.89 0.885 9,243 1.00 5,100 4,143 90 2.21 0.89 0.885 9,444 1.00 5,400 4,044 95 2.13 0.89 0.885 9,608 1.00 5,700 3,908 100 2.06 0.89 0.885 9,782 1.00 6,000 3,782 105 2.00 0.89 0.885 9,971 1.00 6,300 3,671 110 1.94 0.89 0.885 10,133 1.00 6,600 3,533 115 1.88 0.89 0.885 10,266 1.00 6,900 3,366 120 1.84 0.89 0.885 10,484 1.00 7,200 3,284 4,703 0.108 240 59.94 60 4,712 0.108PROVIDED STORAGE (AC-FT): COMPOSITE RUNOFF COEFFICIENT PROVIDED STORAGE (CF): SELECTED PIPE DIAMETER (IN): REQUIRED PIPE DIAMETER (IN): TOTAL PIPE LENGTH (3-BARREL) (LF): REQUIRED STORAGE (CF): REQUIRED STORAGE (AC-FT): Preliminary Detention Calculations Underground Storage - ADS Stormtech with Isolation Chambers Contributing Sub-Basins: S-1, S-2, S-3, S-4 and S-5 Designer:ART Company:BOWMAN Vi = C*I*A(60T)SUB-BASIN AREA (AC) C VALUE Date:5/31/2022 Vo = Qout(60T)S-1 0.827 0.80 Project:Balfour Vs = Vi - Vo S-2 0.236 0.78 Location:Ft Collins, CO S-3 0.516 0.73 S-4 0.678 0.77 BASIN AREA (AC)2.717 S-5 0.460 0.43 COMPOSITE C 0.71 FREQ FACTOR (Cf)1.25 C VALUE USED 0.89 100-YR RUNOFF AREA INFLOW ALLOWABLE OUTFLOW REQUIRED DURATION (T) INTENSITY (I) COEFF (C) (A) VOLUME (Vi) DISCHARGE (Qout) VOLUME (Vo) STORAGE (Vs) MIN IN/HR AC CF CFS CF CF 5 9.95 0.89 2.72 7,247 1.10 330 6,917 10 7.72 0.89 2.717 11,245 1.10 660 10,585 15 6.52 0.89 2.717 14,246 1.10 990 13,256 20 5.60 0.89 2.717 16,315 1.10 1,320 14,995 25 4.98 0.89 2.717 18,135 1.10 1,650 16,485 30 4.52 0.89 2.717 19,752 1.10 1,980 17,772 35 4.08 0.89 2.717 20,801 1.10 2,310 18,491 40 3.74 0.89 2.717 21,792 1.10 2,640 19,152 45 3.46 0.89 2.717 22,680 1.10 2,970 19,710 50 3.23 0.89 2.717 23,525 1.10 3,300 20,225 55 3.03 0.89 2.717 24,275 1.10 3,630 20,645 60 2.86 0.89 2.717 24,996 1.10 3,960 21,036 65 2.71 0.89 2.717 25,659 1.10 4,290 21,369 70 2.59 0.89 2.717 26,409 1.10 4,620 21,789 75 2.48 0.89 2.717 27,094 1.10 4,950 22,144 80 2.38 0.89 2.717 27,735 1.10 5,280 22,455 85 2.29 0.89 2.717 28,354 1.10 5,610 22,744 90 2.21 0.89 2.717 28,973 1.10 5,940 23,033 95 2.13 0.89 2.717 29,476 1.10 6,270 23,206 100 2.06 0.89 2.717 30,007 1.10 6,600 23,407 105 2.00 0.89 2.717 30,590 1.10 6,930 23,660 110 1.94 0.89 2.717 31,085 1.10 7,260 23,825 115 1.88 0.89 2.717 31,493 1.10 7,590 23,903 120 1.84 0.89 2.717 32,163 1.10 7,920 24,243 24,243 0.557 25,055 0.575 COMPOSITE RUNOFF COEFFICIENT REQUIRED STORAGE (CF): REQUIRED STORAGE (AC-FT): EST. PROVIDED STORAGE (CF) EST. PROVIDED STORAGE (AC-FT): Preliminary Drainage Report The Overlander by Balfour APPENDIX D CONTECH FILTERRA DETAILS AND SIZING INLET SHAPING(NOT BY CONTECH)CURB(NOT BY CONTECH)AAVAULT WIDTHPLAN VIEWSECTION A-A(SLOTTED THROAT INLET - TOP EXTENDS 4"ABOVE CURB FOR ADJACENT SIDEWALKS)VAULT LENGTH6"Ø - 10"Ø SDR 35OUTLET COUPLINGCAST INTOPRECAST VAULTWALL (OUTLET PIPELOCATION MAYVARY)ENERGY DISSIPATIONROCKSCURB AND GUTTER (NOT BY CONTECH)SEE FILTERRA BIOSCAPE VAULT CURBINLET DETAIL SHEET4"Ø - 6"Ø UNDERDRAINFLOWKIT (VARIES BY SIZE)PROVIDED BY CONTECH21" FILTERRA MEDIA, TYP.PROVIDED BY CONTECH6" UNDERDRAINSTONE LAYER, TYP.PROVIDED BY CONTECH3" MULCH LAYER, TYP.PROVIDED BY CONTECH6"Ø - 10"Ø BYPASSINLET GRATE4' CURB INLET (MAX.)REFER TO OTHER DETAILS FORALTERNATE INLET OPTIONS4'-2"STREETPLANT PROVIDED BY CONTECH2"Ø IRRIGATION PORT,TYP. 3 PLACESGALVANIZED ANGLE NOSING*4" 3'-10" *1'-0"*1'-5"*1'-9"SIDEWALK/CURB ELEVATION(IF APPLICABLE)1" 3'-10" (3.83') INV TO TOP *8" *2" 8" MIN. 1" *1'-5" 2'-5" (2.42') INV. TO TOP 1"1" *1'-5"1'-5" MIN. BASIN DEPTH ENERGY DISSIPATION ROCKSAT EACH INLET6"Ø MAX. SDR 35INLET COUPLER(CAST-IN)1" TYP. 2'-6" (2.5')ENERGY DISSIPATIONROCKS AT ALL INLETS ORPERIMETER, AS APPLICABLECURB AND GUTTER(NOT BY CONTECH)SEE FILTERRA BIOSCAPE VAULTCURB INLET DETAIL SHEET18" WIDE GI INLET (CAST-IN)STREETENERGY DISSIPATION ROCKSPLANT PROVIDED BY CONTECHPLANT PROVIDED BY CONTECHPLANT PROVIDED BY CONTECHSECTION A-AGREEN INFRASTRUCTURE INLET - TOP FLUSH WITH TOP OFCURB, NOT INTENDED FOR SIDEWALK APPLICATIONSSECTION A-ABASIN - CURB INLET OR PIPE INLETS OPTIONALSECTION A-APIPE INLETFTBSVIB CONFIGURATION(OPTIONS: BASIN "-B", GREEN INFRASTRUCTURE INLET "-I", PIPE INLET "-P", SLOTTED THROAT INLET "-T")MEDIABAY SIZEVAULTSIZE(L x W)LONG SIDEINLETDESIGNATIONSHORT SIDEINLETDESIGNATIONAVAILABILITYMAX.OUTLET /BYPASSPIPE DIA.MAX.BYPASSFLOW(CFS)UNDERDRAINPIPE DIA.(PERF)MIN. NO.OF INLETPIPES (-PONLY)4 x 44 x 4FTBSVIB0404FTBSVIB0404ALL6" SDR 351.424" SDR 3516 x 46 x 4FTBSVIB0604FTBSVIB0406N/A CA8" SDR 351.894" SDR 3516.5 x 46.5 x 4FTBSVIB06504FTBSVIB04065CA ONLY8" SDR 351.894" SDR 3517.83 x 4.57.83 x 4.5FTBSVIB078045FTBSVIB045078DE,MD,NJ,PA,VA.WVONLY8" SDR 351.894" SDR 3518 x 48 x 4FTBSVIB0804FTBSVIB0408N/ADE,MD,NJ,PA,VA,WV8" SDR 351.894" SDR 3516 x 66 x 6FTBSVIB0606FTBSVIB0606ALL8" SDR 351.894" SDR 3518 x 68 x 6FTBSVIB0806FTBSVIB0608ALL10" SDR 352.374" SDR 35110 x 610 x 6FTBSVIB1006FTBSVIB0610ALL10" SDR 352.376" SDR 35212 x 612 x 6FTBSVIB1206FTBSVIB0612ALL10" SDR 352.376" SDR 35213 x 713 x 7FTBSVIB1307FTBSVIB0713ALL10" SDR 352.376" SDR 35214 x 814 x 8FTBSVIB1408†N/AALL10" SDR 352.376" SDR 35316 x 816 x 8FTBSVIB1608†N/AN/A OR, WA10" SDR 352.376" SDR 35315 x 915 x 9FTBSVIB1509†N/AOR, WA ONLY10" SDR 352.376" SDR 35318 x 818 x 8FTBSVIB1808†N/ACALL CONTECH10" SDR 352.376" SDR 35320 x 820 x 8FTBSVIB2008†N/ACALL CONTECH10" SDR 352.376" SDR 35422 x 822 x 8FTBSVIB2208†N/ACALL CONTECH10" SDR 352.376" SDR 354†UTILIZES (2) CURB OPENINGS WITH MIN 1' SPACINGN/A = NOT AVAILABLEI:\STORMWATER\COMMOPS\54 FILTERRA\40 STANDARD DRAWINGS\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS\LAYOUT DETAILS\DWG\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS CONFIG DTL UPD.DWG 12/22/2020 2:45PM FILTERRA BIOSCAPE VAULT INTERNAL BYPASS(FTBSVIB)CONFIGURATION DETAILThe design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.INTERNAL PIPE CONFIGURATION MAYVARY DEPENDING ON VAULT SIZE.800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069www.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6,569,321;7,625,485; 7,425,261; 7,833,412; RELATED FOREIGN PATENTS.®DIMENSIONS PRECEDED BY " * " ARE CRITICAL AND MAY NOT BE MODIFIED WITHOUT CONSULTING CONTECHAS WITH ALL OPEN TOP BIORETENTION SYSTEMS, FILTERRA BIOSCAPE IS OPEN TO THEATMOSPHERE WITH A MEDIA SURFACE RECESSED BELOW FINISHED GRADE. CONTRACTOR OROWNER IS RESPONSIBLE FOR PROVIDING ANY REQUIRED SAFETY MEASURES AROUND SYSTEMPERIMETER. TO MAINTAIN AESTHETICS, REMOVAL OF HEAVY STORMWATER DEBRIS MAY BENECESSARY BETWEEN REGULAR FILTERRA SYSTEM MAINTENANCE EVENTS. FTBSVIB - IGREEN INFRASTRUCTURE INLET - TOPFLUSH WITH TOP OF CURB, NOT INTENDEDFOR SIDEWALK APPLICATIONSFTBSVIBSLOTTED THROAT INLET - TOP EXTENDS 4"ABOVE CURB FOR ADJACENT SIDEWALKSFTBSVIB - BBASIN - CURB INLET OR PIPE INLET OPTIONALFTBSVIB - PPIPE INLETALTERNATE PIPEINLET OPENINGI:\COMMON\CAD\TREATMENT\54 FILTERRA\40 STANDARD DRAWINGS\IN PROCESS FTBSVIB - BIOSCAPE VAULT INTERNAL BYPASS\LAYOUT DETAILS\DWG\FTBSVIB - FILTERRA BIOSCAPE VAULT INTERNAL BYPASS CONFIG DTL.DWG 11/3/2020 10:41 AM FILTERRA BIOSCAPE VAULT INTERNAL BYPASS(FTBSVIB)SITE LAYOUTSThe design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by Contech Engineered Solutions LLC or one of its affiliated companies ("Contech"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any mannerwithout the prior written consent of Contech. Failure to comply is done at the user's own risk and Contech expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as sitework progresses, these discrepancies must be reported to Contech immediately for re-evaluation of the design. Contech accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.800-338-1122 513-645-7000 513-645-7993 FAX9025 Centre Pointe Dr., Suite 400, West Chester, OH 45069www.ContechES.comTHIS PRODUCT MAY BE PROTECTED BY ONE OR MORE OFTHE FOLLOWING U.S. PATENTS: 6,277,274; 6,569,321;7,625,485; 7,425,261; 7,833,412; RELATED FOREIGN PATENTS.® Filterra Sizing - Ft. Collins, CO Sizing Basis: Design Parameters: Design Storm = 0.5"(1.2x WQCV, per FCSCM) Filterra Media Flow Rate = 175"/hr Site Drainage Area =0.660 ac Percent Impervious =100%(CN = 100) Required Treatment Volume (Tv) = 1150 cf (Per FCSWM equation 7-2) Time of Concentration =6 min Allowable Ponding in Filterra = 9" Filterra Model Size Analyzed =13' x 7'(Treats 0.37 cfs at 175"/hr) Design Summary: Table 1. Filterra Sizing based on the FCSWM 0.4" Water Quality Capture Volume (WQCV). System Size Treatment Flow Rate at 175"/hr Impervious Drainage Area Volume (V) Treated Outlet Pipe Size (ft) (cfs) (ac) (cf) 4x4 0.06 0.116 211 4" PVC 4x6 / 6x4 0.10 0.174 316 4" PVC 4x8 / 8x4 0.13 0.232 421 4" PVC 6x6 0.15 0.261 474 4" PVC 6x8 / 8x6 / 4x12 / 12x4 0.19 0.348 632 4" PVC 6x10 / 10x6 0.24 0.435 790 6" PVC 6x12 / 12x6 0.29 0.522 947 6" PVC 7x13 / 13x7 0.37 0.660 1198 6" PVC Notes: 3. Dimensions shown are internal. 4. Contact Contech for site specific sizing. The sizing for the Filterra system under the City of Ft. Collins regulations is based on designing the system to provide treatment of the 0.4" Water Quality Capture Volume (WQCV) rainfall depth, per the Ft. Collins Stormwater Criteria Manual (FCSCM) and 12-hour drawdown time for LID systems (FCSCM, Figure 5-4-1). In order to justify this treatment requirement has been met, a Type II 12-hour 0.5" design storm was modeled. The 0.5" rainfall depth was used to account for FCSCM design guidance which includes a 1.2 multiplier to the WQCV depth, in order to account for sediment accumulation, and determine the total required Volume (FCSCM, Equation 7-2). To validate the sizing, the following parameters were assumed: This storm can then be routed through an appropriately sized Filterra unit, in this case a 13x7. Because the Filterra system can provide up to 9" of ponding, some flow attentuation is possible and the Filterra system is able to accommodate a portion of the water quality volume in the head space and release it at the system's design flow rate. The hydrograph in Figure 2 illustrates this concept. In this example, the 68 cf stored represents the upper portion of the hydrograph between 0.37 cfs and 0.55 cfs. 2. A standard PVC pipe coupling is cast into the wall for easy connection to discharge piping This approach is scalable and can be completed for all Filterra sizes. Table 1 identifies the maximum impervious drainage area to each Filterra unit based on this methodology. Addtionally, for drainage areas that are larger, or not fully impervious, Contech can prepare a custom sizing on a project specific basis to provide the most economical system design. Figure 1. Inflow during the 0.5" WQ Storm event.Figure 2. Inflow during the WQ Storm Event compared with the Filterra outflow, accounting for 9" ponding within the unit. 1. Boxes are standard depth from rim to outlet: 3.5' for Standard Offline, 4.0' for Internal Bypass Curb. Contact Contech for information on Internal Bypass - Pipe or Peak Diversion systems. The Filterra system is a LID bioretention system, therefore treatment of the required Volume (V) is required per the Ft. Collins Stormwater Criteria Manual, within a 12-hour draindown time. Due to the high media flow rates provided by the Filterra system, modeling the system within a routing program provides justification that the entire required Volume (V) has been treated through the system, while also considering the high filtration rate of the media when compared to traditional bioretention systems as designed per the FCSCM. Utilizing the HydroCAD Software, a hydrograph can be derived to represent the design storm (Figure 1). Based on Figure 1, equating to 1,198 cf (which is greater than the required 1150 cf), the maximum inflow for the drainage area is 0.55 cfs. Runoff Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.58 0.56 0.54 0.52 0.5 0.48 0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 12-hr WQ Depth 0.5in Rainfall=0.50" Runoff Area=0.660 ac Runoff Volume=1,198 cf Runoff Depth=0.50" Tc=6.0 min CN=100 0.55 cfs Inflow Outflow Primary Secondary Hydrograph Time (hours) 2423222120191817161514131211109876543210Flow (cfs)0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=28,750 sf Peak Elev=0.75' Storage=68 cf 0.55 cfs 0.37 cfs 0.37 cfs 0.00 cfs 1S N-1A 3S N-1B 5S N-1C 7S N-2B 2P Filterra #1 4P Filterra #2 6P Filterra #3 8P Filterra #4 Routing Diagram for Balfour Filterra 052722 Prepared by quikrete, Printed 5/27/2022 HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Subcat Reach Pond Link Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 2HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 1S: N-1A Runoff =0.10 cfs @ 5.97 hrs, Volume=211 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Type II 12-hr Rainfall=0.50" Area (ac) CN Description *0.116 100 0.116 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 1S: N-1A Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 12-hr Rainfall=0.50" Runoff Area=0.116 ac Runoff Volume=211 cf Runoff Depth=0.50" Tc=6.0 min CN=100 0.10 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 3HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: N-1B Runoff =0.07 cfs @ 5.97 hrs, Volume=142 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Type II 12-hr Rainfall=0.50" Area (ac) CN Description *0.078 100 0.078 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 3S: N-1B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Type II 12-hr Rainfall=0.50" Runoff Area=0.078 ac Runoff Volume=142 cf Runoff Depth=0.50" Tc=6.0 min CN=100 0.07 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 4HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: N-1C Runoff =0.02 cfs @ 5.97 hrs, Volume=51 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Type II 12-hr Rainfall=0.50" Area (ac) CN Description *0.028 100 0.028 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 5S: N-1C Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Type II 12-hr Rainfall=0.50" Runoff Area=0.028 ac Runoff Volume=51 cf Runoff Depth=0.50" Tc=6.0 min CN=100 0.02 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 5HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: N-2B Runoff =0.42 cfs @ 5.97 hrs, Volume=911 cf, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Type II 12-hr Rainfall=0.50" Area (ac) CN Description *0.502 100 0.502 100.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 6.0 Direct Entry, Subcatchment 7S: N-2B Runoff Hydrograph Time (hours) 20191817161514131211109876543210Flow (cfs)0.46 0.44 0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Type II 12-hr Rainfall=0.50" Runoff Area=0.502 ac Runoff Volume=911 cf Runoff Depth=0.50" Tc=6.0 min CN=100 0.42 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 6HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Pond 2P: Filterra #1 Inflow Area =5,053 sf,100.00% Impervious, Inflow Depth = 0.50" Inflow =0.10 cfs @ 5.97 hrs, Volume=211 cf Outflow =0.06 cfs @ 5.88 hrs, Volume=211 cf, Atten= 34%, Lag= 0.0 min Primary =0.06 cfs @ 5.88 hrs, Volume=211 cf Routing by Stor-Ind method, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Peak Elev= 0.74' @ 6.04 hrs Surf.Area= 16 sf Storage= 12 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.6 min ( 361.1 - 360.6 ) Volume Invert Avail.Storage Storage Description #1 0.00'12 cf 4.00'W x 4.00'L x 0.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 0.00'175.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.06 cfs @ 5.88 hrs HW=0.02' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 2P: Filterra #1 Inflow Primary Hydrograph Time (hours) 20181614121086420Flow (cfs)0.105 0.1 0.095 0.09 0.085 0.08 0.075 0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=5,053 sf Peak Elev=0.74' Storage=12 cf 0.10 cfs 0.06 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 7HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Pond 4P: Filterra #2 Inflow Area =3,398 sf,100.00% Impervious, Inflow Depth = 0.50" Inflow =0.07 cfs @ 5.97 hrs, Volume=142 cf Outflow =0.06 cfs @ 5.97 hrs, Volume=142 cf, Atten= 2%, Lag= 0.2 min Primary =0.06 cfs @ 5.97 hrs, Volume=142 cf Routing by Stor-Ind method, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Peak Elev= 0.01' @ 5.97 hrs Surf.Area= 16 sf Storage= 0 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.0 min ( 360.6 - 360.6 ) Volume Invert Avail.Storage Storage Description #1 0.00'12 cf 4.00'W x 4.00'L x 0.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 0.00'175.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.06 cfs @ 5.97 hrs HW=0.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 4P: Filterra #2 Inflow Primary Hydrograph Time (hours) 20181614121086420Flow (cfs)0.07 0.065 0.06 0.055 0.05 0.045 0.04 0.035 0.03 0.025 0.02 0.015 0.01 0.005 0 Inflow Area=3,398 sf Peak Elev=0.01' Storage=0 cf 0.07 cfs 0.06 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 8HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Pond 6P: Filterra #3 Inflow Area =1,220 sf,100.00% Impervious, Inflow Depth = 0.50" Inflow =0.02 cfs @ 5.97 hrs, Volume=51 cf Outflow =0.02 cfs @ 5.97 hrs, Volume=51 cf, Atten= 0%, Lag= 0.0 min Primary =0.02 cfs @ 5.97 hrs, Volume=51 cf Routing by Stor-Ind method, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Peak Elev= 0.00' @ 5.97 hrs Surf.Area= 16 sf Storage= 0 cf Plug-Flow detention time= 0.0 min calculated for 51 cf (100% of inflow) Center-of-Mass det. time= 0.0 min ( 360.6 - 360.6 ) Volume Invert Avail.Storage Storage Description #1 0.00'12 cf 4.00'W x 4.00'L x 0.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 0.00'175.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.06 cfs @ 5.97 hrs HW=0.00' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.06 cfs) Pond 6P: Filterra #3 Inflow Primary Hydrograph Time (hours) 20181614121086420Flow (cfs)0.026 0.024 0.022 0.02 0.018 0.016 0.014 0.012 0.01 0.008 0.006 0.004 0.002 0 Inflow Area=1,220 sf Peak Elev=0.00' Storage=0 cf 0.02 cfs 0.02 cfs Type II 12-hr Rainfall=0.50"Balfour Filterra 052722 Printed 5/27/2022Prepared by quikrete Page 9HydroCAD® 10.10-5a s/n 05661 © 2020 HydroCAD Software Solutions LLC Summary for Pond 8P: Filterra #4 Inflow Area =21,867 sf,100.00% Impervious, Inflow Depth = 0.50" Inflow =0.42 cfs @ 5.97 hrs, Volume=911 cf Outflow =0.29 cfs @ 5.88 hrs, Volume=911 cf, Atten= 31%, Lag= 0.0 min Primary =0.29 cfs @ 5.88 hrs, Volume=911 cf Routing by Stor-Ind method, Time Span= 0.00-20.01 hrs, dt= 0.03 hrs Peak Elev= 0.62' @ 6.03 hrs Surf.Area= 72 sf Storage= 45 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 0.4 min ( 361.0 - 360.6 ) Volume Invert Avail.Storage Storage Description #1 0.00'54 cf 6.00'W x 12.00'L x 0.75'H Prismatoid Device Routing Invert Outlet Devices #1 Primary 0.00'175.000 in/hr Exfiltration over Surface area Primary OutFlow Max=0.29 cfs @ 5.88 hrs HW=0.01' (Free Discharge) 1=Exfiltration (Exfiltration Controls 0.29 cfs) Pond 8P: Filterra #4 Inflow Primary Hydrograph Time (hours) 20181614121086420Flow (cfs)0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=21,867 sf Peak Elev=0.62' Storage=45 cf 0.42 cfs 0.29 cfs Basin Area % Imp Imp. Area (ac) Filterra Model Max Q treat (cfs) Max WQCV Treated (cf) FCSWM WQCV (Eq. 7-1) (in) FCSWM Vol Req'd (Eq. 7-2) (cf) N-1A 0.248 46.8% 0.116 4x4 Bioscape Vault 0.06 211 0.16 80 N-1B 0.151 51.7% 0.078 4x4 Bioscape Vault 0.06 211 0.17 57 N-1C 0.105 26.7% 0.028 4x4 Bioscape Vault 0.06 211 0.11 14 N-2B 0.637 78.8% 0.502 6x12 Bioscape Vault 0.29 947 0.26 561 80th percentile/WQCV sizing Preliminary Drainage Report The Overlander by Balfour APPENDIX E ADS STORMTECH CHAMBER DETAILS AND SIZING Advanced Drainage Systems, Inc.FOR STORMTECHINSTALLATION INSTRUCTIONSVISIT OUR APPSiteAssistIMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF MC-7200 CHAMBER SYSTEM1.STORMTECH MC-7200 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED APRE-CONSTRUCTION MEETING WITH THE INSTALLERS.2.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".3.CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR EXCAVATOR SITUATED OVER THE CHAMBERS.STORMTECH RECOMMENDS 3 BACKFILL METHODS:·STONESHOOTER LOCATED OFF THE CHAMBER BED.·BACKFILL AS ROWS ARE BUILT USING AN EXCAVATOR ON THE FOUNDATION STONE OR SUBGRADE.·BACKFILL FROM OUTSIDE THE EXCAVATION USING A LONG BOOM HOE OR EXCAVATOR.4.THE FOUNDATION STONE SHALL BE LEVELED AND COMPACTED PRIOR TO PLACING CHAMBERS.5.JOINTS BETWEEN CHAMBERS SHALL BE PROPERLY SEATED PRIOR TO PLACING STONE.6.MAINTAIN MINIMUM - 9" (230 mm) SPACING BETWEEN THE CHAMBER ROWS.7.INLET AND OUTLET MANIFOLDS MUST BE INSERTED A MINIMUM OF 12" (300 mm) INTO CHAMBER END CAPS.8.EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE MEETING THE AASHTO M43 DESIGNATION OF #3OR #4.9.STONE SHALL BE BROUGHT UP EVENLY AROUND CHAMBERS SO AS NOT TO DISTORT THE CHAMBER SHAPE. STONE DEPTHS SHOULD NEVERDIFFER BY MORE THAN 12" (300 mm) BETWEEN ADJACENT CHAMBER ROWS.10.STONE MUST BE PLACED ON THE TOP CENTER OF THE CHAMBER TO ANCHOR THE CHAMBERS IN PLACE AND PRESERVE ROW SPACING.11.THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIAL BEARING CAPACITIES TO THE SITE DESIGNENGINEER.12.ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACESTORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF.NOTES FOR CONSTRUCTION EQUIPMENT1.STORMTECH MC-7200 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".2.THE USE OF EQUIPMENT OVER MC-7200 CHAMBERS IS LIMITED:·NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS.·NO RUBBER TIRED LOADER, DUMP TRUCK, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCEWITH THE "STORMTECH MC-3500/MC-7200 CONSTRUCTION GUIDE".·WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH MC-7200 CONSTRUCTION GUIDE".3.FULL 36" (900 mm) OF STABILIZED COVER MATERIALS OVER THE CHAMBERS IS REQUIRED FOR DUMP TRUCK TRAVEL OR DUMPING.USE OF A DOZER TO PUSH EMBEDMENT STONE BETWEEN THE ROWS OF CHAMBERS MAY CAUSE DAMAGE TO CHAMBERS AND IS NOT AN ACCEPTABLEBACKFILL METHOD. ANY CHAMBERS DAMAGED BY USING THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARDWARRANTY.CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT.MC-7200 STORMTECH CHAMBER SPECIFICATIONS1.CHAMBERS SHALL BE STORMTECH MC-7200.2.CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENECOPOLYMERS.3.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATEDWALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x101.4.CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULDIMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION.5.THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURETHAT 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 CONSIDERATIONFOR 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, INTERLOCKINGSTACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESSTHAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BEGREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OF ASTM F2418. AND b) TO RESIST CHAMBERDEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCEDFROM REFLECTIVE GOLD OR YELLOW COLORS.8.ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGNENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFOREDELIVERING CHAMBERS TO THE PROJECT SITE AS FOLLOWS:·THE STRUCTURAL EVALUATION SHALL BE SEALED BY A REGISTERED PROFESSIONAL ENGINEER.·THE STRUCTURAL EVALUATION SHALL DEMONSTRATE THAT THE SAFETY FACTORS ARE GREATER THAN OR EQUAL TO 1.95 FORDEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTOLRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE.·THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2418 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGNEXCEPT THAT IT SHALL BE THE 75-YEAR MODULUS USED FOR DESIGN.9.CHAMBERS AND END CAPS SHALL BE PRODUCED AT AN ISO 9001 CERTIFIED MANUFACTURING FACILITY.©2022 ADS, INC.PROJECT INFORMATIONADS SALES REPPROJECT NO.ENGINEERED PRODUCTMANAGERBALFOUR - MC7200FORT COLLINS, CO StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber System4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JMPROJECT #: CHECKED: N/ATHIS 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.DATEDRWCHKDESCRIPTIONBALFOUR - MC7200FORT COLLINS, COSHEETOF26NOTES•MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH NOTE #6.32 FOR MANIFOLD SIZING GUIDANCE.•DUE TO THE ADAPTATION OF THIS CHAMBER SYSTEM TO SPECIFIC SITE AND DESIGN CONSTRAINTS, IT MAY BE NECESSARY TO CUT AND COUPLE ADDITIONAL PIPE TO STANDARD MANIFOLDCOMPONENTS IN THE FIELD.•THE SITE DESIGN ENGINEER MUST REVIEW ELEVATIONS AND IF NECESSARY ADJUST GRADING TO ENSURE THE CHAMBER COVER REQUIREMENTS ARE MET.•THIS CHAMBER SYSTEM WAS DESIGNED WITHOUT SITE-SPECIFIC INFORMATION ON SOIL CONDITIONS OR BEARING CAPACITY. THE SITE DESIGN ENGINEER IS RESPONSIBLE FORDETERMININGTHE SUITABILITY OF THE SOIL AND PROVIDING THE BEARING CAPACITY OF THE INSITU SOILS. THE BASE STONE DEPTH MAY BE INCREASED OR DECREASED ONCE THIS INFORMATION ISPROVIDED.•NOT FOR CONSTRUCTION: THIS LAYOUT IS FOR DIMENSIONAL PURPOSES ONLY TO PROVE CONCEPT & THE REQUIRED STORAGE VOLUME CAN BE ACHIEVED ON SITE.CONCEPTUAL ELEVATIONSMAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED):12.75MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC):8.25MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC):7.75MINIMUM ALLOWABLE GRADE (TOP OF RIGID CONCRETE PAVEMENT):7.75MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT):7.75TOP OF STONE:6.75TOP OF MC-7200 CHAMBER:5.7524" x 24" TOP MANIFOLD INVERT:2.6724" x 24" BOTTOM MANIFOLD INVERT:0.9424" ISOLATOR ROW PLUS INVERT:0.9424" BOTTOM CONNECTION INVERT:0.94BOTTOM OF MC-7200 CHAMBER:0.75UNDERDRAIN INVERT:0.00BOTTOM OF STONE:0.00PROPOSED LAYOUT85STORMTECH MC-7200 CHAMBERS10STORMTECH MC-7200 END CAPS12STONE ABOVE (in)9STONE BELOW (in)40STONE VOID25055INSTALLED SYSTEM VOLUME (CF)(PERIMETER STONE INCLUDED)(COVER STONE INCLUDED)(BASE STONE INCLUDED)5869SYSTEM AREA (SF)342.9SYSTEM PERIMETER (ft)*INVERT ABOVE BASE OF CHAMBERMAX FLOWINVERT*DESCRIPTIONITEM ONLAYOUTPART TYPE23.05"24" TOP PARTIAL CUT END CAP, PART#: MC7200IEPP24T / TYP OF ALL 24" TOP CONNECTIONSAPREFABRICATED END CAP2.26"24" BOTTOM PARTIAL CUT END CAP, PART#: MC7200IEPP24B / TYP OF ALL 24" BOTTOMCONNECTIONS AND ISOLATOR PLUS ROWSBPREFABRICATED END CAPINSTALL FLAMP ON 24" ACCESS PIPE / PART#: MC720024RAMPCFLAMP23.05"24" x 24" TOP MANIFOLD, ADS N-12DMANIFOLD2.26"24" x 24" BOTTOM MANIFOLD, ADS N-12EMANIFOLD28.5 CFS IN30" DIAMETER (24.00" SUMP MIN)FNYLOPLAST (INLET W/ ISOPLUS ROW)14.0 CFS OUT30" DIAMETER (DESIGN BY ENGINEER)GNYLOPLAST (OUTLET)6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAINHUNDERDRAIN4" SEE DETAILIINSPECTION PORTISOLATOR ROW PLUS(SEE DETAIL)PLACE MINIMUM 17.50' OF ADSPLUS175 WOVEN GEOTEXTILE OVER BEDDINGSTONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALLCHAMBER INLET ROWSBED LIMITS20'10'0124.17'47.27'117.53'44.67'DAHCIBEGF StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemACCEPTABLE FILL MATERIALS: STORMTECH MC-7200 CHAMBER SYSTEMSPLEASE NOTE:1.THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE".2.STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR.3.WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FORCOMPACTION REQUIREMENTS.4.ONCE LAYER 'C' IS PLACED, ANY SOIL/MATERIAL CAN BE PLACED IN LAYER 'D' UP TO THE FINISHED GRADE. MOST PAVEMENT SUBBASE SOILS CAN BE USED TO REPLACE THE MATERIAL REQUIREMENTS OF LAYER 'C' OR 'D' AT THE SITE DESIGN ENGINEER'S DISCRETION.NOTES:1.CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418, "STANDARD SPECIFICATION FOR POLYPROPYLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS" CHAMBER CLASSIFICATION 60x1012.MC-7200 CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS".3.THE SITE DESIGN ENGINEER IS RESPONSIBLE FOR ASSESSING THE BEARING RESISTANCE (ALLOWABLE BEARING CAPACITY) OF THE SUBGRADE SOILS AND THE DEPTH OF FOUNDATION STONE WITH CONSIDERATIONFOR THE RANGE OF EXPECTED SOIL MOISTURE CONDITIONS.4.PERIMETER STONE MUST BE EXTENDED HORIZONTALLY TO THE EXCAVATION WALL FOR BOTH VERTICAL AND SLOPED EXCAVATION WALLS.5.REQUIREMENTS FOR HANDLING AND INSTALLATION:·TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS.·TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 3”.·TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT SHALL BE GREATER THAN OR EQUAL TO 450 LBS/FT/%. THE ASC IS DEFINED IN SECTION 6.2.8 OFASTM F2418. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOWCOLORS.MATERIAL LOCATIONDESCRIPTIONAASHTO MATERIALCLASSIFICATIONSCOMPACTION / DENSITY REQUIREMENTDFINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THETOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLEPAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THATPAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYERANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS.CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS.N/APREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVEDINSTALLATIONS MAY HAVE STRINGENT MATERIAL ANDPREPARATION REQUIREMENTS.CINITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THETOP OF THE EMBEDMENT STONE ('B' LAYER) TO 24" (600 mm)ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENTSUBBASE MAY BE A PART OF THE 'C' LAYER.GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES ORPROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THISLAYER.AASHTO M145¹A-1, A-2-4, A-3ORAASHTO M43¹3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10BEGIN COMPACTIONS AFTER 24" (600 mm) OF MATERIAL OVERTHE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FORWELL GRADED MATERIAL AND 95% RELATIVE DENSITY FORPROCESSED AGGREGATE MATERIALS.BEMBEDMENT STONE: FILL SURROUNDING THE CHAMBERSFROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYERABOVE.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4AFOUNDATION STONE: FILL BELOW CHAMBERS FROM THESUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER.CLEAN, CRUSHED, ANGULAR STONEAASHTO M43¹3, 4PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE.2,324"(600 mm) MIN*7.0'(2.1 m)MAX12" (300 mm) MIN100" (2540 mm)12" (300 mm) MIN12" (300 mm) MIN9"(230 mm) MINDCBA*TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVEDINSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,INCREASE COVER TO 30" (750 mm).60"(1525 mm)DEPTH OF STONE TO BE DETERMINEDBY SITE DESIGN ENGINEER 9" (230 mm) MINEXCAVATION WALL(CAN BE SLOPED OR VERTICAL)MC-7200END CAPPAVEMENT LAYER (DESIGNEDBY SITE DESIGN ENGINEER)PERIMETER STONE(SEE NOTE 4)SUBGRADE SOILS(SEE NOTE 3)NO COMPACTION REQUIRED.ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALLAROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JMPROJECT #: CHECKED: N/ATHIS 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.DATEDRWCHKDESCRIPTIONBALFOUR - MC7200FORT COLLINS, COSHEETOF36 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemINSPECTION & MAINTENANCESTEP 1)INSPECT ISOLATOR ROW PLUS FOR SEDIMENTA.INSPECTION PORTS (IF PRESENT)A.1.REMOVE/OPEN LID ON NYLOPLAST INLINE DRAINA.2.REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLEDA.3.USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOGA.4.LOWER A CAMERA INTO ISOLATOR ROW PLUS FOR VISUAL INSPECTION OF SEDIMENT LEVELS (OPTIONAL)A.5.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.B.ALL ISOLATOR PLUS ROWSB.1.REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW PLUSB.2.USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW PLUS THROUGH OUTLET PIPEi)MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRYii)FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLEB.3.IF SEDIMENT IS AT, OR ABOVE, 3" (80 mm) PROCEED TO STEP 2. IF NOT, PROCEED TO STEP 3.STEP 2)CLEAN OUT ISOLATOR ROW PLUS USING THE JETVAC PROCESSA.A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERREDB.APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEANC.VACUUM STRUCTURE SUMP AS REQUIREDSTEP 3)REPLACE ALL COVERS, GRATES, FILTERS, AND LIDS; RECORD OBSERVATIONS AND ACTIONS.STEP 4)INSPECT AND CLEAN BASINS AND MANHOLES UPSTREAM OF THE STORMTECH SYSTEM.NOTES1.INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUSOBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS.2.CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY.MC-7200 ISOLATOR ROW PLUS DETAILNTSOPTIONAL INSPECTION PORTMC-7200 END CAP24" (600 mm) HDPE ACCESS PIPE REQUIREDUSE FACTORY PARTIAL CUT END CAP PART #:MC7200IEPP24B OR MC7200IEPP24BWSTORMTECH HIGHLY RECOMMENDSFLEXSTORM INSERTS IN ANY UPSTREAMSTRUCTURES WITH OPEN GRATESCOVER PIPE CONNECTION TO END CAP WITH ADSGEOSYNTHETICS 601T NON-WOVEN GEOTEXTILEONE LAYER OF ADSPLUS175 WOVEN GEOTEXTILE BETWEENFOUNDATION STONE AND CHAMBERS10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMSELEVATED BYPASS MANIFOLDMC-7200 CHAMBERINSTALL FLAMP ON 24" (600 mm) ACCESS PIPEPART #: MC450024RAMPSUMP DEPTH TBD BYSITE DESIGN ENGINEER(24" [600 mm] MIN RECOMMENDED)NYLOPLASTNOTE:INSPECTION PORTS MAY BE CONNECTED THROUGH ANY CHAMBER CORRUGATION VALLEY.STORMTECH CHAMBER8" NYLOPLAST INSPECTION PORTBODY (PART# 2708AG4IPKIT) ORTRAFFIC RATED BOX W/SOLIDLOCKING COVERCONCRETE COLLARPAVEMENT12" (300 mm) MIN WIDTHCONCRETE SLAB6" (150 mm) MIN THICKNESS4" PVC INSPECTION PORT DETAIL(MC SERIES CHAMBER)NTSCONCRETE COLLAR NOT REQUIREDFOR UNPAVED APPLICATIONS4" (100 mm)SDR 35 PIPE4" (100 mm) INSERTA TEETO BE CENTERED ONCORRUGATION VALLEY4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JMPROJECT #: CHECKED: N/ATHIS 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.DATEDRWCHKDESCRIPTIONBALFOUR - MC7200FORT COLLINS, COSHEETOF46 StormTech888-892-2694 | WWW.STORMTECH.COM®Chamber SystemUNDERDRAIN DETAILNTSAABBSECTION A-ASECTION B-BDUAL WALLPERFORATEDHDPEUNDERDRAINADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECH END CAPADS GEOSYNTHETICS 601TNON-WOVEN GEOTEXTILESTORMTECHCHAMBEROUTLET MANIFOLDSTORMTECH END CAPSTORMTECHCHAMBERSNUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS6" (150 mm) TYP FOR SC-740, DC-780, MC-3500, MC-4500 & MC-7200 SYSTEMSFOUNDATION STONEBENEATH CHAMBERSFOUNDATION STONEBENEATH CHAMBERSMC-SERIES END CAP INSERTION DETAILNTSNOTE: MANIFOLD STUB MUST BE LAID HORIZONTALFOR A PROPER FIT IN END CAP OPENING.MANIFOLD HEADERMANIFOLD STUBSTORMTECH END CAPMANIFOLD HEADERMANIFOLD STUB12" (300 mm)MIN SEPARATION12" (300 mm) MIN INSERTION12" (300 mm)MIN SEPARATION12" (300 mm)MIN INSERTIONMC-7200 TECHNICAL SPECIFICATIONNTSPART #STUBBCMC7200IEPP06T6" (150 mm)42.54" (1081 mm)---MC7200IEPP06B---0.86" (22 mm)MC7200IEPP08T8" (200 mm)40.50" (1029 mm)---MC7200IEPP08B---1.01" (26 mm)MC7200IEPP10T10" (250 mm)38.37" (975 mm)---MC7200IEPP10B---1.33" (34 mm)MC7200IEPP12T12" (300 mm)35.69" (907 mm)---MC7200IEPP12B---1.55" (39 mm)MC7200IEPP15T15" (375 mm)32.72" (831 mm)---MC7200IEPP15B---1.70" (43 mm)MC7200IEPP18T18" (450 mm)29.36" (746 mm)---MC7200IEPP18TWMC7200IEPP18B---1.97" (50 mm)MC7200IEPP18BWMC7200IEPP24T24" (600 mm)23.05" (585 mm)---MC7200IEPP24TWMC7200IEPP24B---2.26" (57 mm)MC7200IEPP24BWMC7200IEPP30BW30" (750 mm)---2.95" (75 mm)MC7200IEPP36BW36" (900 mm)---3.25" (83 mm)MC7200IEPP42BW42" (1050 mm)---3.55" (90 mm)NOTE: ALL DIMENSIONS ARE NOMINALNOMINAL CHAMBER SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)100.0" X 60.0" X 79.1" (2540 mm X 1524 mm X 2010 mm)CHAMBER STORAGE175.9 CUBIC FEET (4.98 m³)MINIMUM INSTALLED STORAGE*267.3 CUBIC FEET (7.56 m³)WEIGHT (NOMINAL)205 lbs.(92.9 kg)NOMINAL END CAP SPECIFICATIONSSIZE (W X H X INSTALLED LENGTH)90.0" X 61.0" X 32.8" (2286 mm X 1549 mm X 833 mm)END CAP STORAGE39.5 CUBIC FEET (1.12 m³)MINIMUM INSTALLED STORAGE*115.3 CUBIC FEET (3.26 m³)WEIGHT (NOMINAL)90 lbs.(40.8 kg)*ASSUMES 12" (305 mm) STONE ABOVE, 9" (229 mm) STONE FOUNDATION AND BETWEEN CHAMBERS,12" (305 mm) STONE PERIMETER IN FRONT OF END CAPS AND 40% STONE POROSITY.PARTIAL CUT HOLES AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B"PARTIAL CUT HOLES AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T"END CAPS WITH A PREFABRICATED WELDED STUB END WITH "W"CUSTOM PREFABRICATED INVERTSARE AVAILABLE UPON REQUEST.INVENTORIED MANIFOLDS INCLUDE12-24" (300-600 mm) SIZE ON SIZEAND 15-48" (375-1200 mm)ECCENTRIC MANIFOLDS. CUSTOMINVERT LOCATIONS ON THE MC-7200END CAP CUT IN THE FIELD ARE NOTRECOMMENDED FOR PIPE SIZESGREATER THAN 10" (250 mm). THEINVERT LOCATION IN COLUMN 'B'ARE THE HIGHEST POSSIBLE FORTHE PIPE SIZE.UPPER JOINTCORRUGATIONWEBCRESTCRESTSTIFFENINGRIBVALLEYSTIFFENING RIBBUILD ROW IN THIS DIRECTIONLOWER JOINT CORRUGATIONFOOT83.4"(2120 mm)79.1"(2010 mm)INSTALLED60.0"(1524 mm)100.0" (2540 mm)90.0" (2286 mm)61.0"(1549 mm)32.8"(833 mm)INSTALLED38.0"(965 mm)BC4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JMPROJECT #: CHECKED: N/ATHIS 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.DATEDRWCHKDESCRIPTIONBALFOUR - MC7200FORT COLLINS, COSHEETOF56 NYLOPLAST DRAIN BASINNTSNOTES1.8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536GRADE 70-50-052.12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-053.DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS4.DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC5.FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM6.TO ORDER CALL: 800-821-6710APART #GRATE/SOLID COVER OPTIONS8"(200 mm)2808AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY10"(250 mm)2810AGPEDESTRIAN LIGHTDUTYSTANDARD LIGHTDUTYSOLID LIGHT DUTY12"(300 mm)2812AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2015"(375 mm)2815AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2018"(450 mm)2818AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2024"(600 mm)2824AGPEDESTRIANAASHTO H-10STANDARD AASHTOH-20SOLIDAASHTO H-2030"(750 mm)2830AGPEDESTRIANAASHTO H-20STANDARD AASHTOH-20SOLIDAASHTO H-20INTEGRATED DUCTILE IRONFRAME & GRATE/SOLID TOMATCH BASIN O.D.VARIOUS TYPES OF INLET ANDOUTLET ADAPTERS AVAILABLE:4-30" (100-750 mm) FORCORRUGATED HDPEWATERTIGHT JOINT(CORRUGATED HDPE SHOWN)BACKFILL MATERIAL BELOW AND TO SIDESOF STRUCTURE SHALL BE ASTM D2321CLASS I OR II CRUSHED STONE OR GRAVELAND BE PLACED UNIFORMLY IN 12" (305 mm)LIFTS AND COMPACTED TO MIN OF 90%TRAFFIC LOADS: CONCRETE DIMENSIONSARE FOR GUIDELINE PUPOSES ONLY.ACTUAL CONCRETE SLAB MUST BEDESIGNED GIVING CONSIDERATION FORLOCAL SOIL CONDITIONS, TRAFFIC LOADING& OTHER APPLICABLE DESIGN FACTORSADAPTER ANGLES VARIABLE 0°- 360°ACCORDING TO PLANS18" (457 mm)MIN WIDTHAAASHTO H-20 CONCRETE SLAB8" (203 mm) MIN THICKNESSVARIABLE SUMP DEPTHACCORDING TO PLANS[6" (152 mm) MIN ON 8-24" (200-600 mm),10" (254 mm) MIN ON 30" (750 mm)]4" (102 mm) MIN ON 8-24" (200-600 mm)6" (152 mm) MIN ON 30" (750 mm)12" (610 mm) MIN(FOR AASHTO H-20)INVERT ACCORDING TOPLANS/TAKE OFFNyloplast770-932-2443 | WWW.NYLOPLAST-US.COM®4640 TRUEMAN BLVDHILLIARD, OH 430261-800-733-7473DATE: DRAWN: JMPROJECT #: CHECKED: N/ATHIS 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.DATEDRWCHKDESCRIPTIONBALFOUR - MC7200FORT COLLINS, COSHEETOF66 A B C D E F G H I J K L M N VAULT ID TOTAL REQUIRED WQCV (CF) WQ FLOW (CFS) CHAMBER TYPE RELEASE RATE/ CHAMBER (CFS) CHAMBER VOLUME (CF) CHAMBER VOLUME + AGGREGATE (CF) NUMBER OF CHAMBERS COMBINED RELEASE RATE WQCV METHOD (CFS) FAA REQUIRED STORAGE VOLUME (CF) NUMBER OF CHAMBERS (FAA) TOTAL VOLUME (CHAMBERS ONLY) (CF) COMBINED RELEASE RATE FAA METHOD (CFS) TOTAL NUMBER OF CHAMBERS REQUIRED TOTAL SYSTEM VOLUME (CF) 2700 2.8 MC-7200 0.043 175.9 267.3 11 0.47 24721 141 24802 6.04 141 37689.3 CONFIRM CONFIRM A MHFD Extended Detention Basin Spreadsheet WQCV B 1/2 of the 2-year developed flow rate for the basin being sized C Chamber type based on site constraints D Flwo rate thru the bottom of the isolator row chamber which is equal to the area of the bottom of the chamber multiplied by the flow rate per unit area (see calculations below) E Volume within chamber only, not accounting for void spaces in surrounding aggregate (standard spec) F Volume includes chamber and void space (40%) in surrounding aggregate , per chamber unit. (standard spec) G Number of chambers required to provide full WQCV within total installed system, include aggregate = A / F H Release rate per chamber times number of chambers = D * G I FAA calc based on Flow, WQ and Total Release Rate J Number of chambers required to provide required FAA staorage volume stored within the chamber only (no aggregate stone) = I / E K Volume provided in chambers only (no aggregate storage). This must meet or excheed the required FAA storage volume. Greater of G or J * E L Release rate per chamber times number of chambers = D * J M Total number of chambers (Greater of J or G) N Total system volume. Includes number of chambers plus aggregate. This must meet or exceed required WQCV MC-7200 MC-4500 MC-3500 SC-740 SC-310 SC-160LP 60.0 60.0 45.0 30.0 16.0 12.0 100.0 100.0 77.0 51.0 34.0 25.0 79.1 48.3 86.0 85.4 85.4 85.4 54.9 33.5 46.0 30.2 20.2 14.8 175.9 106.5 109.9 45.9 14.7 6.9 267.3 162.6 175.0 74.9 31.0 15.0 CHAMBER FLOW RATE CONVERSION (GPM/SF TO CFS) 0.35 GPM/SF 1 CF =7.48052 GAL 1 GALLON =0.133681 CF 1 GPM =0.002228 CFS *FLOW RATE BASED ON 1/2 OF NOV 07 QMAX IN FIGURE 17 OF UNH TESTING REPORT MC-7200 MC-4500 MC-3500 SC-740 SC-310 SC-160LP 0.043 0.026 0.036 0.024 0.016 0.012FLOW RATE / CHAMBER (CFS) STORMTECH CHAMBER VOLUME AND RELEASE RATE CALCULATIONS FLOOR AREA (SF) CHAMBER VOLUME (CF) CHAMBER/AGGREGATE VOLUME (CF) FLOW RATE* CHAMBER FLOW RATE CHAMBER DIMENSIONS WIDTH (IN) INSTALLED LENGTH (IN) HEIGHT (IN) STORMTECH CHAMBER DATA