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HomeMy WebLinkAbout156 - Water Sewer Storm Design Report_Rev 2.7.23 JOB NO. B22-007 MONTANA | WASHINGTON | IDAHO | NORTH DAKOTA | PENNSYLVANIA REV. FEBRUARY 2023 406.586.0277 tdhengineering.com 234 East Babcock Street Suite 3 Bozeman, MT 59715 CLIENT ENGINEER SMA Architecture & Design 428 E Mendenhall Street Bozeman, MT 59715 TD&H Engineering 234 East Babcock Street, Suite 3 Bozeman, MT 59715 Engineer: Cody Croskey, PE 5TH & MAIN RESIDENCES BOZEMAN, MONTANA BASIS OF DESIGN REPORT Image courtesy of SMA Architecture 2/7/2023 5th & MAIN RESIDENCES ENGINEERING DESIGN REPORT REV. FEBRUARY 2023 Purpose and Introduction The purpose of this report is to explain how water, sanitary sewer, and storm drainage improvements will be designed to meet the City of Bozeman requirements and Montana Public Works Standard Specifications (MPWSS) to provide service to a new residential building in downtown Bozeman, Montana. The project is located at the NE corner of N. 5th Avenue and Main Street. The parcel is comprised of lots 14-21 in Block D of Tracy's Addition to the City of Bozeman totaling 0.724 acres in size. The property is within the Downtown zoning district B-3 and is currently completely developed and hardscaped with two existing restaurant businesses and a two-story office building. Proposed redevelopment includes the demolition of the existing buildings and new site improvements and construction of a new multi-story residential building with internal ground floor and basement parking garages and a small retail space. The lot will be 100% covered by the new building with rooftop landscaping features. The need for a sewer main upgrade has been identified through initial site plan review. A new 8” minimum diameter sewer main will likely be installed in N. 5th Avenue to serve this property as well as a proposed project directly to the west. This public infrastructure improvement is currently being coordinated with the project to the west. Design Report Water The property has multiple existing live water services connected to the existing businesses. These services are proposed to be abandoned at their connection points with the water mains in conjunction with demolition activities at the site. The estimated existing domestic water demands for these businesses are summarized in Table 1 below with supporting assumptions and calculations in accordance with the 2017 Water Facility Plan provided in Appendix A. Table 1: Estimated Existing Water Demands Average Day Max. Day Peak Hour Existing Businesses Demands 1,663 gpd 2.7 gpm 3.5 gpm A new 4-inch domestic water service and 6” fire service line will be extended to the new building from the existing 8-inch water main in N. 5th Ave. Final service sizing will be verified by the mechanical engineer in accordance with the Uniform Plumbing Code and actual fixture unit counts. The services will be Class 51 ductile iron and be installed per the City of Bozeman Design Standards and Modifications to Montana Public Works Standard Specifications (MPWSS). The estimated domestic water demands for the project are summarized in Table 2 below with supporting assumptions and calculations in accordance with C.O.B. DSSP Section V.A.4 provided in Appendix A. Table 2: Estimated New Water Demands Average Day Max. Day Peak Hour New Building Demand 44,637 gpd 71.4 gpm 93.1 gpm Irrigation at the site will be limited to roof-top planter & garden features that will also be supplied from the building’s public water supply. The fire flow requirement for the new building is 1,500 gpm based on building size and construction type as determined following International Fire Code Appendix B criteria. Fire hydrant flow reports were provided by the City Engineering Department for the nearest existing fire hydrants to confirm available fire flows. The hydrant flow data indicates available fire flows ranging from 3,600 to 9,200 gpm before dropping below a residual pressure of 20 psi. The project fire flow determination and fire hydrant flow reports are provided in appendix A. Sewer The property has multiple existing live sewer services connected to the existing businesses. These services are proposed to be abandoned in conjunction with demolition activities at the site. The estimated existing sewer demands for these businesses are summarized in Table 3 below with supporting assumptions and calculations in accordance with the 2015 Wastewater Facilities Plan provided in Appendix B. Table 3: Estimated Existing Sewer Demands Average Day (gpd) Peak Hour (gpm) Existing Business Demand 2,082 - Lot Infiltration 109 - Total Sewer Demand 2,190 6.69 A new 8-inch sewer service is proposed to extend from the new building to a new sewer main in N. 5th Avenue. Installation of the new sewer main is being coordinatied with another proposed project at the NW corner of 5th & Main. Final service sizing for this project will be verified by the mechanical engineer in accordance with the Uniform Plumbing Code and actual fixture unit counts. The new 8” sewer service line will be SDR-26 PVC and will be installed per the City of Bozeman Design Standards and Modifications to Montana Public Works Standard Specifications (MPWSS). It will likely require a manhole connection to the new sewer main due to its size. The estimated sewer demands for the project are calculated in accordance with C.O.B. DSSP Section V.B. and using information from the City’s 2015 Wastewater Facilities Plan. The estimated sewer demands are summarized in Table 4 below with assumptions and supporting calculations provided in Appendix B. Table 4: Estimated New Sewer Demands Average Day (gpd) Peak Hour (gpm) New Building Demand 17,033 - Lot Infiltration 109 - Total Sewer Demand 17,142 48.60 Storm Drainage The existing project site is currently completely developed and impervious with 3 buildings and a paved parking lot. The entire site slopes generally to the northeast with most of the runoff being directed to the alley on the north side of the property. No existing stormwater management controls are evident at the site. The site runoff ultimately enters the City’s storm sewer system via curb inlet at the intersection of N. 3rd Avenue and Mendenhall Street. The proposed site development includes a new multi-story building with a footprint and roof that will cover 100% of the site area. The 2-level parking garage will be internal to the building and covered. Sidewalks and drive aisles that are not under a roof overhang will be replacing hardscapes in the adjacent public right-of-way. Runoff flow rates and volumes will not be increased as a result of the proposed site redevelopment (see the stormwater runoff calculations provided in Appendix C). Therefore, no on-site stormwater detention or retention facilities are required to mitigate City’s runoff flow rate and volume drainage standards. However, the water quality section of the City’s drainage standards is still applicable to the new development. Upon inspection, this site will not feasibly accommodate the first 0.5 inch runoff reduction via on-site storage due to the 100% building lot coverage, the subgrade parking structure, very deep (15’-17’) clay soils, and lack of adequate storm drain infrastructure in the vicinity to tie into. Therefore, this project design proposes post- construction stormwater management controls to achieve 80% TSS removal from the site run-off to meet the water quality standard. Since 100% of the site will be covered by rooftop, roof drain filters are proposed to remove >80% TSS from the collected runoff prior to discharging off-site. A sidewalk drainage chase is proposed to direct the filtered primary roof drain runoff to the curb line in N. 5th Avenue, where it will make it’s way to the same inlet at N. 3rd and Mendenhall without flowing across vehicle or pedestrian travel surfaces. More information on the selected roof drain filter product and maintenance requirements is provided in Appendix C. Drainage chase and curb capacity calculations are also provided in Appendix C. The N. 5th Avenue and Mendenhall Street curbs should be able to convey 5.4 CFS and 6.3 CFS respectively before overtopping or exceeding the 9.5 foot spread width required by DSSP Section IV.C.2.a. Any moisture, snowmelt, etc. that collects in the parking garage will be directed via internal floor drains to a sand/oil separator for treatment prior to being discharged to the sanitary sewer system. No stormwater runoff is expected to be generated from the internal parking garage structure. The floor drains, sand/oil separator, and sewer ejector will be designed as part of the building pluming system in accordance with applicable plumbing codes. APPENDIX A Water Calculations 5th & Main Residences 421 W. Main Street Date: 09.22.22 Existing Water Demand Calculation Domestic Water Demand - Existing Businesses: Commercial Use: Restaurant =0.543 acres (Lots 16-21) Commercial Flow =1,428 GPD 2,630 gal/acre/day per Table 3.5, 2017 Water Facility Plan Office Building =0.181 acres (Lots 14-15) Commercial Flow =235 GPD 1,300 gal/acre/day per Table 3.5, 2017 Water Facility Plan Peak Hour Demand: Average Day Demand =1,663 GPD (All Uses) Average Day Demand =1.2 gpm (GPD / 1,440 minutes) Maximum Day Demand =2.7 gpm (Ave. Day x Peaking Factor = 2.3) Peak Hour Demand =3.5 gpm (Ave. Day x Peaking Factor = 3) 5th & Main Residences 421 W. Main Street Date: Rev 02.07.23 Water Demand Calculation Domestic Water Demand - New Building: Residential Use: Residential Units =121 units People =262.6 people (2.17 people/unit) Residential Flow =44,637 GPD (170 gpcd)(Per COB Design Standards) Commercial Use: Retail =1,795 sf 0.041 acres Commercial Flow =53 GPD 1,285 gal/acre/day per Table 3.9, 2017 Water Facility Plan Peak Hour Demand: Average Day Demand =44,690 GPD (All Uses) Average Day Demand =31.0 gpm (GPD / 1,440 minutes) Maximum Day Demand =71.4 gpm (Ave. Day x Peaking Factor = 2.3) Peak Hour Demand =93.1 gpm (Ave. Day x Peaking Factor = 3) Fire Flow Requirement - New Building: IBC Construction Type =IA & IIIA Fire Flow Calculation Area =172,989 sf (Largest Building) Automatic Fire Sprinkler System =Yes Fire Sprinkler System Type =NFPA 13R Required Fire Flow =1,500 gpm (per IFC Appendix B) (Per COB 2015 Wastewater Facilities Plan) CITY OF BOZEMAN Fire Flow Request Form PHONE (406) 582-3200 FAX (406) 582-3201 Date September 7, 2022 Location 5th and Main Pressure Zone HGL 5125 (S) GIS Hydrant ID# 104, 110,111 Adjacent Main Size 104 (6-inch CI), 110 (8-inch DI),111 (6-inch CI) Model Scenario Maximum Day Demand, Steady State, Fire Flow Reference 2017 Water Facility Plan Update1 Hydrant Curves An Excel Spreadsheet with hydrant curves has been provided for the requested location Requested Location via the Bozeman Infrastructure Viewer2 If you have questions or need further information feel free to email. Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or inequity. HOME OF MONTANA STATE UNIVERSITY GATEWAY TO YELLOWSTONE PARK 1 https://www.bozeman.net/home/showpublisheddocument/4977/636420174896170000 2 https://gisweb.bozeman.net/Html5Viewer/?viewer=infrastructure GIS Hydrant # Available Flow (gpm)Residual Pressure (psi)104 0 124.27 200 123.54 400 122.12 600 120.08 800 117.44 1,000.00 114.24 1,200.00 110.5 1,400.00 106.22 1,600.00 101.42 1,800.00 96.1 2,000.00 90.28 2,200.00 83.97 2,400.00 77.16 2,600.00 69.87 2,800.00 62.09 3,000.00 53.85 3,200.00 45.13 3,400.00 35.95 3,600.00 26.31 3,800.00 16.22 4,000.00 5.67 Hydrant Curve 0 20 40 60 80 100 120 140 0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm) Hydrant Curve 104 Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or inequity. GIS Hydrant # Available Flow (gpm)Residual Pressure (psi)110 0 124.15 200 123.75 400 123.25 600 122.7 800 122.07 1,000.00 121.34 1,200.00 120.51 1,400.00 119.6 1,600.00 118.59 1,800.00 117.49 2,000.00 116.31 2,200.00 115.04 2,400.00 113.68 2,600.00 112.24 2,800.00 110.71 3,000.00 109.1 3,200.00 107.41 3,400.00 105.63 3,600.00 103.78 3,800.00 101.84 4,000.00 99.83 4,200.00 97.74 4,400.00 95.57 4,600.00 93.32 4,800.00 90.99 5,000.00 88.59 5,200.00 86.12 5,400.00 83.56 5,600.00 80.94 5,800.00 78.24 6,000.00 75.46 6,200.00 72.62 6,400.00 69.67 6,600.00 66.64 6,800.00 63.54 7,000.00 60.37 7,200.00 57.13 7,400.00 53.81 7,600.00 50.42 7,800.00 46.95 8,000.00 43.41 8,200.00 39.81 8,400.00 36.13 8,600.00 32.38 8,800.00 28.56 9,000.00 24.66 9,200.00 20.7 9,400.00 16.67 9,600.00 12.56 9,800.00 8.39 10,000.00 4.15 10,192.39 0.01 Hydrant Curve 0 20 40 60 80 100 120 140 0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm) Hydrant Curve 104 Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or inequity. GIS Hydrant # Available Flow (gpm)Residual Pressure (psi)2385 0 122.64 200 122.18 400 121.54 600 120.71 800 119.71 1,000.00 118.54 1,200.00 117.18 1,400.00 115.65 1,600.00 113.95 1,800.00 112.08 2,000.00 110.05 2,200.00 107.86 2,400.00 105.51 2,600.00 103 2,800.00 100.34 3,000.00 97.52 3,200.00 94.54 3,400.00 91.42 3,600.00 88.15 3,800.00 84.73 4,000.00 81.16 4,200.00 77.44 4,400.00 73.58 4,600.00 69.57 4,800.00 65.42 5,000.00 61.13 5,200.00 56.7 5,400.00 52.13 5,600.00 47.41 5,800.00 42.56 6,000.00 37.58 6,200.00 32.45 6,400.00 27.19 6,600.00 21.75 6,800.00 16.18 7,000.00 10.49 7,200.00 4.65 7,354.97 0.03 Hydrant Curve 0 20 40 60 80 100 120 140 0 500 1000 1500 2000 2500 3000 3500 4000 4500Residual Pressure (psi)Available Flow (gpm) Hydrant Curve 104 Data Disclaimer: Water distribution information is calculated using hydraulic modeling software and is subject to variation. Actual field conditions may vary. This information is provided to the requestor for evaluation purposes only, without warranty of any kind, including, but not limited to any expressed or implied warranty arising by contract, stature, or law. In no event regardless of cause, shall the City be liable for any direct, indirect, special, punitive or consequential damages of any kind whether such damages arise under contract, tort, strict liability or inequity. APPENDIX B Sewer Calculations 5th & Main Residences 421 W. Main Street Date: 09.22.22 Existing Sewer Demand Calculation Average Day Sewer Demand -Existing Businesses: Commercial Use: Restaurant =0.543 acres (Lots 16-21) Commercial Flow =1,901 GPD 3,500 gal/acre/day per Table 2-12 2015 Wastewater Facilities Plan Office Building =0.181 acres (Lots 14-15) Commercial Flow =181 GPD 1,000 gal/acre/day per Table 2-12 2015 Wastewater Facilities Plan Infiltration: Property Size =0.72 acres Infiltration Flow =109 GPD (150 gpd/acre per COB Design Standards) Total Existing Average Day Demand: 2,190 GPD (residential + commercial + infiltration) Total Existing Peak Sewer Flow: Average Day Demand =2,190 GPD (residential + commercial) P =0.0340 (population/1,000) Peaking Factor =4.35 Peak Sewer Demand =9,518 GPD (avg. day demand)*(peaking factor) + Infiltration Flow =109 GPD (not peaked) Total Peak Flow =9,626 GPD (residential + commercial + infiltration) Peak Sewer Flow =6.69 GPM (peak flow)/(24 hrs/day)/(60 min/hr) 𝑄𝑚𝑎𝑥 𝑄𝑎𝑣𝑔 =18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 5th & Main Residences 421 W. Main Street Date: 09.22.22 Sewer Demand Calculation Average Day Sewer Demand : Residential Use: Residential Units =121 units Population =262.6 people (2.17 people/unit) Residential Flow =16,910 GPD (64.4 gpcd) Commercial Use: Retail =1,795 sf 0.041 acres Commercial Flow =124 GPD 3,000 gal/acre/day per Table 2-13, Zone B3, 2015 Wastewater Facilities Plan Infiltration: Property Size =0.72 acres Infiltration Flow =109 GPD (150 gpd/acre per COB Design Standards) Total Development Average Day Demand: 17,142 GPD (residential + commercial + infiltration) Total Development Peak Sewer Flow: Average Day Demand =17,033 GPD (residential + commercial) P =0.2626 (population/1,000) Peaking Factor =4.10 Peak Sewer Demand =69,879 GPD (avg. day demand)*(peaking factor) + Infiltration Flow =109 GPD (not peaked) Total Peak Flow =69,988 GPD (residential + commercial + infiltration) Peak Sewer Flow =48.60 GPM (peak flow)/(24 hrs/day)/(60 min/hr) Values per C.O.B. 2015 Wastewater Facilities Plan 𝑄𝑚𝑎𝑥 𝑄𝑎𝑣𝑔 =18 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 4 +𝑠ℎ𝑛𝑠𝑠𝑎𝑛𝑑𝑠𝑛𝑑𝑛𝑑𝑛𝑛𝑙𝑑1/2 5th & Main Residences 421 W. Main Street Date: 09.22.22 8" Sewer Service Pipe Capacity Input Values d =0.67 ft =8" y =0.500 ft =75% Calculated Values (Equations from Fluid Mechanics by Chow) Theta (Θ)4.19 rad 2*arccos(1-y/(d/2)) Area (A)0.28 ft2 (1/8)*(Θ-sinΘ)d2 Wetted Perimeter (P)1.40 ft 0.5Θd Hydraulic Radius (R )0.20 ft (.25)*(1-(sinΘ)/Θ)d Top Width (T)0.58 ft (sin 0.5Θ)d Mannings Equation (Equation from Fundamentals of Mechanics by Munson) n =0.013 (per COB Design Standards) S0 =0.0104 ft/ft (min. 1/8" per foot for 8" services) Q =1.13 cfs Q = 1.49/n*A*R2/3*S00.5 Q =506.10 gpm Q gpm = (Q cfs)(7.48 gal/ft3)(60 sec/min) V =4.02 ft/s V = Q/A Results An 8" diameter sewer service at the min. 1/8" per foot slope flowing 75% full has the capacity for 506.10 gpm. J:\2022\B22-007 Tracy Sub Block D\DOCUMENTS\REPORTS\Design Report\PARTS\B22-007 Water & Sewer Calcs.xls 1 OF 1 Appendix C Storm Water Calculations TD&H Stormwater Calculations Project: 5th & Main Residences Date: Rev 02.07.23 10-yr Runoff Calculations "C" 0.9 0.8 0.3 0.1 Pre vs. Post-Development Runoff Coefficient: Total Area (SF)Total Area (Acres) Hardscape Area (SF) Gravel Area (SF) Unimproved Area (SF) Landscape Area (SF) Composite "C" Pre 31,549 0.72 31,549 0 0 0 0.90 Post 31,549 0.72 31,549 0 0 0 0.90 Time of Concentration: Tc* Slope Distance t1 Slope Velocity Distance t2 Velocity Distance t 3 Total %ft min %fps ft min fps ft min min Pre 0.95 136 0.90 4.44 1.34 0.619 2.35 76 0.54 3.00 0.00 0.00 4.98 Post 5.00 * Tc minimum of 5 minutes FHWA HEC 22, Eqn 3-4 Estimate average flow of 3.0 fps K=0.457 Grassed Water Way (Roadside Ditch) K=0.619 Paved Area Cf = 1.0 for 10-year storm event K=0.491 Unpaved shallow concentrated flow Tc*Tc*10 yr Flow C Area Total Total i Q ac min hour in/hr cfs Pre 0.90 0.72 5.00 0.083 3.218 2.10 Post 0.90 0.72 5.00 0.083 3.218 2.10 * Tc minimum of 5 minutes Tc*Tc*25 yr Flow C(Cf)Area Total Total i Q ac min hour in/hr cfs Pre 0.99 0.72 5.00 0.083 3.826 2.74 Post 0.99 0.72 5.00 0.083 3.826 2.74 * Tc minimum of 5 minutes 10-Year Runoff Flow Rate: Overland Flow Shallow Flow/Gutter Flow Pipe Flow C k 25-Year Runoff Flow Rate: Rational Formula "C" Values Per MTDEQ 8: Hardscape Area Gravel Area Unimproved Area Lawn/landscape Description Existing Buildings and Parking/Hardscape New Building Roof Roof Drain Tc < 5 Minutes 31 11871 / f i S D)CC.(.T −= AiCQ= SkV=28.3 𝑖25 =0.78 ⋅𝑇𝑐−.64 𝑖10 =0.64 ⋅𝑇𝑐−.65 AiCQ= 𝐶𝑓=1.10 (25-yr) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Thursday, Feb 2 2023 5th & Main Drainage Chase Rectangular Bottom Width (ft) = 1.25 Total Depth (ft) = 0.50 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.013 Calculations Compute by: Known Q Known Q (cfs) = 2.74 Highlighted Depth (ft) = 0.41 Q (cfs) = 2.740 Area (sqft) = 0.51 Velocity (ft/s) = 5.35 Wetted Perim (ft) = 2.07 Crit Depth, Yc (ft) = 0.50 Top Width (ft) = 1.25 EGL (ft) = 0.85 0 .5 1 1.5 2 2.5 Elev (ft) Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Feb 7 2023 Mendenhall Street Curb (5th Ave to 3rd Ave) Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.047 Gutter Width (ft) = 1.51 Invert Elev (ft) = 100.00 Slope (%) = 1.12 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.31 Highlighted Depth (ft) = 0.31 Q (cfs) = 5.457 Area (sqft) = 1.37 Velocity (ft/s) = 3.99 Wetted Perim (ft) = 9.79 Crit Depth, Yc (ft) = 0.40 Spread Width (ft) = 9.48 EGL (ft) = 0.56 0 2 4 6 8 10 12 14 16 18 20 Elev (ft) Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Channel Report Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc. Tuesday, Feb 7 2023 Mendenhall Street Curb (5th Ave to 3rd Ave) Gutter Cross Sl, Sx (ft/ft) = 0.030 Cross Sl, Sw (ft/ft) = 0.047 Gutter Width (ft) = 1.51 Invert Elev (ft) = 100.00 Slope (%) = 1.50 N-Value = 0.013 Calculations Compute by: Known Depth Known Depth (ft) = 0.31 Highlighted Depth (ft) = 0.31 Q (cfs) = 6.315 Area (sqft) = 1.37 Velocity (ft/s) = 4.62 Wetted Perim (ft) = 9.79 Crit Depth, Yc (ft) = 0.42 Spread Width (ft) = 9.48 EGL (ft) = 0.64 0 2 4 6 8 10 12 14 16 18 20 Elev (ft) Depth (ft)Section 99.75 -0.25 100.00 0.00 100.25 0.25 100.50 0.50 100.75 0.75 101.00 1.00 Reach (ft) Advantages • 10 Year Warranty • No Nets or Geofabrics • Sleek Inline Design • High Treatment Flow Rate • High Bypass Flow Rate • Low Cost The Bio Clean Downspout Filter is the industry’s leading solution for treatment of roof runoff. This technology is used to treat commercial and industrial roof tops along with highrise buildings, parking structures and residential buildings. Available in 3 sizes, this filter can easily adapt to downspouts 2” to 12” in diameter. The filter comes standard with rubber boots that allow for easy installation to the downspout. Proven since 2003, the Bio Clean Downspout Filter has been used on hundreds of installations throughout the United States. All internal components are constructed of stainless steel. The sleek inline design allows the filter to be used in tight spaces. Approved by the IAPMO, this filter can meet all your needs. Overview www.BioCleanEnvironmental.com Performance • 93% Removal of TSS • 87% Removal of Hydrocarbons • Effective at Removing Metals, Nutrients and Bacteria (Media Type) Model # Inlet ID (dia., in.) Filter OD (dia., in.) Storage Cap. (cu. ft.) Filtered Flow (gpm) Bypass Flow (gpm) BC-DF4 4 6.625 0.9 249 566 BC-DF6 6 8.625 0.21 509 1006 BC-DF8 8 8.625 0.21 509 1006 BC-DF10 10 12.75 0.77 1145 2264 BC-DF12 12 12.75 0.77 1145 2264 Specifications Water Flow Path 2972 San Luis Rey Rd Oceanside, CA 92058 p 760.433.7640 f 760.433.3176 www.BioCleanEnvironmental.com Downspout Filter PROVEN STORMWATER TREATMENT TECHNOLOGY Operation Application Adapters BioSorb Hydro- Carbon Boom #40 Mesh Stainless Steel Screen (Wraps Around Cartridge) (Additional Filter Media Available) Powder Coated Filter Housing High Flow Bypass Stainless Steel Filter Cartridge Maintenance Handles (for easy removal) Bypass Flow Path Treatment Flow Path IAPMO Testing & Approval Listing See our Website for Installation & Maintenance Manuals at www.BioCleanEnvironmental.com Easily Adapts to Square or Rectangle Downspouts • Commercial • Residentail • Parking Structures • Mixed Use Fits Inline with Iron, Steel or Plastic Pipe Approvals Installation & Maintenance Stormwater Quality In-Line Downspout Filtration Device Page 1 of 6 Section [________] Stormwater Quality In-Line Downspout Filtration Device PART 1 – GENERAL 01.01.00 Purpose The purpose of this specification is to establish generally acceptable criteria for in-line devices used for filtration of stormwater runoff in structure downspouts. It is intended to serve as a guide to producers, distributors, architects, engineers, contractors, plumbers, installers, inspectors, agencies and users; to promote understanding regarding materials, manufacture and installation; and to provide for identification of devices complying with this specification. 01.02.00 Description Stormwater In-Line Downspout Filter (SWIDF) units are used for filtration of stormwater runoff in structure downspouts. The SWIDF is a cylindrical filter system composed of an external housing and internal cylindrical filter insert which is wrapped with various filter screens. The SWIDF is to be used for vertical flowing runoff only. Runoff enters the SWIDF from the top and flows into the area between the housing and internal cylinder. It then flows horizontally through the filter screen to the center bypass area and flow vertically down out of the housing. The SWIDF also utilizes a hydrocarbon boom wrapped around the bottom of the filter insert which absorbs hydrocarbons during low flows. The SWIDF has an internal bypass feature located in the center of the internal cylinder; when water flow exceeds the capacity of the filter screen or filter media it rises to a level where it enters large orifices at the top of the inner cylinder and bypasses directly out the bottom of the housing . 01.03.00 Manufacturer The manufacturer of the SWIDF device shall be one that is regularly engaged in the engineering, design and production of systems developed for the treatment of stormwater runoff for at least (5) years, and which have a history of successful production, acceptable to the engineer of work. In accordance with the drawings, the SWIDF(s) shall be a filter device manufactured by Bio Clean Environmental Services, Inc., or assigned distributors or licensees. Bio Clean Environmental Services Inc. can be reached at: Corporate Headquarters: 2972 San Luis Rey Road Oceanside, CA 92058 Phone: (760) 433-7640 Fax: (760) 433-3176 www.biocleanenvironmental.net 01.04.00 Submittals 01.04.01 Shop drawings are to be submitted with each order to the contractor and consulting engineer. 01.04.02 Shop drawings are to detail the SWIDF and all components required and the sequence for installation, including:  Filter configuration with primary dimensions  Interior components  Any accessory equipment called out on shop drawings 01.04.03 Inspection and maintenance documentation submitted upon request. Stormwater Quality In-Line Downspout Filtration Device Page 2 of 6 01.05.00 Work Included 01.05.01 Specification requirements for installation of SWIDF. 01.05.02 Manufacturer to supply completely assembled SWIDF(s):  Exterior filter housing  Interior filter cylinder insert  Filter screen  Hydrocarbon filter boom 01.05.03 Standard flexible adapters with clamps will be supplied with each filter unit, but it is the responsibility of the contractor to install the correct type of gaskets and couplings per local regulations. Note: standard adapters provided not acceptable in all jurisdictions. Please reference local regulations. 01.06.00 Reference Standards ASTM A 240 Chromium and Chromium-Nickel Stainless Steel Plate, Sheet, and Strip for Pressure Vessels and for General Applications ASTM D 3789 Hydraulic Bursting Strength of Textile Fabrics-Diaphragm Bursting Strength Tester Method ASTM D 4491 Water Permeability Geotextiles by Permittivity ASTM D 4632 Grab Breaking Load and Elongation of Geotextiles ASTM D 4833 Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products ASTM D 5919 Determination of Adsorptive Capacity of Activated Carbon by Micor-Isotherm Technique for Absorbents at ppb Concentrations ASTM F 716 Testing Sorbent Performance of Absorbents ASTM F 726 Sorbent Performance of Absorbents PART 2 – COMPONENTS 02.01.00 Internal Filter Components 02.01.01 Filter Cylinder shall be manufactured using only Stainless Steel components with a minimum type 304 complying with the requirements of ASTM A 240, with a top and bottom thickness of 14 gauge (0.078”) and a wall thickness of 20 gauge (0.038”). 02.01.02 Mesh Screen shall be manufactured using only Stainless Steel wire mesh with a minimum type 304 complying with the requirements of ASTM A 240, with a wire diameter of 0.01mm and with a number 40 sieve size (420µm). 02.01.03 Hydrocarbon Filter Boom  Filter media shall be made up of granulated oil absorbing polymers that have been tested in accordance with section 11.2 of ASTM F 716.07. Filter media must be proven to absorb 180% of its weight within a 300 second contact time, and at this absorption percentage the physical increase in the size of the granules is not more that 50%.  Filter netting shall be 100% Polyester with a number 16 sieve size, and strength tested per ASTM D 3787. 02.01.04 Stainless Steel - All metal components shall be Stainless Steel. No galvanized or other zinc or copper containing treatments or alloys should be used. Stormwater Quality In-Line Downspout Filtration Device Page 3 of 6 02.02.00 External Filter Components 02.02.01 Filter Housing shall be manufactured using only Stainless Steel components with a minimum type 304 complying with the requirements of ASTM A 240, with a wall thickness of 1/8” (0.125”) and a bottom ring of housing thickness of 10 gauge (0.134”) 02.02.02 Handles shall be manufactured using 1/2” round Stainless Steel components with a minimum type 304 complying with the requirements of ASTM A 240. 02.02.03 Adapters  Flexible Adapters/Couplings shall be made of an elastomeric compound that meets the requirements of ASTM D5926, C1173 and applicable portions of ASTM C443, C425, C564, CSA B602 and D1869, and must be leak-proof, root-proof and resistant to chemicals, ultraviolet rays and fungus growth. Specific jurisdictions may require a shielded or alternate type of adapter.  Stainless Steel clamps must be corrosion-resistant and rust- proof. 02.02.04 Finishes shall consist of thermoplastic coating powder that meets standards in Table 1; Table 1 Recommended Coating Thickness 300-750 µ Appearance Smooth/Glossy Gloss ISO 2813 70 Impact Strength Gardner (drop weight) ISO 6272 Direct 23°C (3mm plate) Indirect 0°C (3mm plate) Gardner (drop weight) ISO 6272 Direct 23°C (0.7mm plate) Indirect 0°C (0.7mm plate) 2.7 Joules 18.0 Joules > 27 Joules > 27 Joules Abrasion Taber ASTM D4060/84 H18, 500g load, 1000 cycles 60 mg weight loss Salt Spray ISO 7253 Steel - Scribed - Unscribed Aluminium - Scribed - Unscribed Results after 1000 hours Loss of adhesion less than 10mm from scribe. Under film corrosion 2-3mm No loss of adhesion No loss of adhesion No loss of adhesion Chemical Resistance* - Dilute Acids 60°C - Dilute Alkali 60°C - Salts (except peroxides) 60°C - Solvents 23°C Good Good Good Poor Adhesion PSL, TM 19 A-1 Weathering QUV ASTM G53-77 Florida 45° facing South 2000 hrs - No significant change in color or loss of gloss. 3 years - No significant change in color or loss of gloss. Burning Characteristics Ignitability Surface spread of flame Fire Propagation Flammability BS476: Pt5: 1979 500 micron coating BS476: Pt7: 1979 500 micron coating BS476: Pt6: 1989 500 micron coating UL94 P - not easily ignitable Class 1 I = 0.2 Vo (see also Properties of Material) Safe Working Temperature (Continuous in air) 60°C max Stormwater Quality In-Line Downspout Filtration Device Page 4 of 6 PART 3 – PERFORMANCE 03.01.00 General 03.01.01 Function - The SWIDF has no moving internal components and functions based on gravity flow, unless otherwise specified. The SWIDF is composed of an inner and outer cylinder. The outer cylinder is housing for the inner cylinder, which is perforated and wrapped with a filter screen. The bottom of the cylinder is wrapped with a hydrocarbon media boom to remove oils during low flows. The top of the inner cylinder is capped, which forces inflowing water towards the area between the inner and outer cylinders. Water entering this space is forced through the filer screens and /or hydrocarbon filter boom material. As water passes through the filter screens and/or hydrocarbon filter boom, particulate matter is captured and stored within the treatment area between the inner and outer cylinders. The upper part of the inner cylinder contains a plurality of multiple, larger openings which are not wrapped to allow water flows greater than the peak treatment flow rate to flow through the apparatus unimpeded, as a high flow bypass. Coverage of the SWIDF is to provide full treatment of influent stormwater, at rated flows. 03.01.02 Pollutants - The SWIDF will remove and retain debris, sediments, metals and hydrocarbons entering the filter during frequent storm events and specified flow rates. 03.01.03 Treatment Flow Rate and Bypass - The SWIDF operates in-line. The device has an internal bypass that is capable of directing flows in excess of the treatment flow rate. The SWIDF will treat 100% of the required water quality treatment flow based on Minimum Filtration Capacities listed in Table 2. The SWIDF will bypass any flow rate greater than the Filtration Capacity Requirements. The minimum bypass capacities are listed in Table 2. 03.01.04 Pollutant Load – The SWIDF must be designed to have minimum storage capacity of 0.23 cubic feet of solids and 1.62 pounds of hydrocarbons. 03.01.05 Performance Protocol and Results - The test setup and procedure shall be in accordance with IAMPO standards, except the bypass shall remain open and unplugged. A quantity of 20 mesh sand, equivalent in volume to the unit housing capacity, and randomly containing four halved 12 ounce paper cups shall be prepared. The mixture shall be gradually added to the system upstream of the filter at a rate resulting in the feed sand concentration approximately 150mg/L at a flow rate equivalent to 25% of the maximum Filtered Flow Capacity listed for the appropriate downspout model number in Table 2. The system shall be run at this flow rate for 20 minutes following the addition of the solids without having the water level backup as noted in the view port. The filter shall be capable of capturing a minimum of 60% of the sand. Stormwater Quality In-Line Downspout Filtration Device Page 5 of 6 03.02.00 Lab Test Performance At a minimum, the SWIDF shall meet the performance standards in Table 2. Table 2 INLET INSIDE DIAMETER FILTER OUTSIDE DIAMETER STORAGE CAPACITY FILTERED FLOW BYPASS FLOW MODEL NUMBER in. cm. in. cm. cf L gpm lps gpm lps BC-DF4 4 10.16 6.625 16.828 0.09 2.55 249 15.709 566 35.709 BC-DF6 6 15.24 8.625 21.908 0.21 5.95 509 32.113 1006 63.469 BC-DF8 8 20.32 8.625 21.908 0.21 5.95 509 32.113 1006 63.469 BC-DF10 10 25.40 12.750 32.385 0.77 21.80 1145 72.238 2264 142.84 BC-DF12 12 30.48 12.750 32.385 0.77 21.80 1145 72.238 2264 142.84 PART 4 - EXECUTION 04.01.00 General The installation of the SWIDF shall conform to all applicable national, state, state highway, municipal and local specifications. 04.02.00 Installation The Contractor or Plumber shall furnish all labor, equipment, materials and incidentals required to install the (SWIDF) device(s) and appurtenances in accordance with the drawings and these specifications. 04.02.01 The SWIDF will be securely installed inline with existing piping, with contact surfaces sufficiently joined together. The filter is connected to downspout piping with the use of 4”, 6”, or 8” approved couplers or adapters, secured with metal bands. The SWIDF shall be installed in a vertical position, pursuant to the manufacturer’s recommendations and the details, shop drawings, and these specifications. A. Remove couplers or adapters from both ends of the SWIDF. B. Measure the exact height of the SWIDF, approximately 18” C. Cut the existing piping ¼” longer than the exact height of the SWIDF. D. Place the couplers or adapters on the top and bottom of the existing pipe, sliding them all the way up and down, even with the pipe. E. Using the handles, place the filter in line with the existing pipe. Slide the couplers or adapters back in place over the filter and tighten the clamps securely. 04.03.00 Shipping, Storage and Handling 04.03.01 Shipping – SWIDF shall be shipped to the contractor’s address and is the responsibility of the contractor to transport the unit(s) to the exact site of installation. Stormwater Quality In-Line Downspout Filtration Device Page 6 of 6 04.03.02 Storage and Handling– The contractor shall exercise care in the storage and handling of the SWIDF components prior to and during installation. Any repair or replacement costs associated with events occurring after delivery is accepted and unloading has commenced shall be born by the contractor. The SWIDF(s) shall always be stored indoors and transported inside the original shipping container until the unit(s) are ready to be installed. The SWIDF shall always be handled with care and lifted according to OSHA and NIOSA lifting recommendations and/or contractor’s workplace safety professional recommendations. 04.04.00 Maintenance and Inspection 04.04.01 Inspection – After installation, the contractor or plumber shall demonstrate that the SWIDF has been properly installed at the correct location(s), elevations, and with appropriate seals and gaskets. All components associated with the SWIDF and its installation shall be subject to inspection by the engineer at the place of installation. In addition, the contractor shall demonstrate that the SWIDF has been installed per the manufacturer’s specifications and recommendations. 04.04.02 Maintenance – The manufacturer recommends cleaning and maintenance a minimum of twice a year and replacement of the Hydrocarbon Filter Boom one per year. The cleaning and maintenance shall be performed by a company engaged in stormwater filtration maintenance for a minimum of 5 years. A Maintenance Manual is available upon request from the manufacturer. The manual has detailed information regarding the maintenance of the SWIDF. A Maintenance/Inspection record shall be kept by the maintenance operator. The record shall include any maintenance activities preformed, amount and description of debris collected, and the condition of the filter. 04.04.03 Material Disposal - All debris, trash, organics, and sediments captured by the SWQIDF shall be transported and disposed of at an approved facility for disposal in accordance with local and state requirements. Please refer to state and local regulations for the proper disposal of toxic and non-toxic material. PART 5 – QUALITY ASSURANCE 05.01.00 Warranty The Manufacturer shall guarantee the SWIDF against all manufacturing defects in materials and workmanship for a period of (5) years from the date of delivery to the contractor or plumber. The manufacturer shall be notified of repair or replacement issues in writing within the warranty period. The SWQIDF is limited to recommended application for which it was designed. 05.02.00 Performance Certification The SWIDF manufacturer shall submit to the Engineer of Record a “Manufacturer’s Performance Certificate” certifying the SWIDF is capable of achieving the specified removal efficiency for suspended solids as set by the International Association of Plumbing and Mechanical Official (IAMPO) guide criteria for in-line devices for downspout filtration – IAMPO IGC 214-2008 as revised October, 2008. Devices without suspended solids testing done by an IAMPO approved company and/or approved by the IAMPO will not be accepted.