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HomeMy WebLinkAboutMASON PLACE - FDP190005 - SUBMITTAL DOCUMENTS - ROUND 2 - DRAINAGE RELATED DOCUMENTApril 02, 2019 Wes Lamarque, P.E. City of Fort Collins Utilities – Stormwater Engineering 700 Wood Street Fort Collins, CO 80521 RE: Mason Place, 3750 South Mason Street – Final Drainage and Erosion Control Letter JVA Job No. 2873c Dear Wes: This letter has been prepared to summarize the drainage concept, solutions and changes in impervious area associated with the site improvements for the Mason Place redevelopment project located at 3750 South Mason Street in the City of Fort Collins. Existing Drainage Patterns The existing site, platted as Lot 5A and adjoining Lot 6 (same owner), is predominantly paved asphalt and consists of the existing Midtown Arts Center building, drive aisles, and parking areas. The existing ground surface is relatively flat, generally sloping either northwest or southwest at grades ranging from 0.5% to 2.0%. The majority of stormwater runoff is conveyed via surface flow either to the northwest into an existing curb inlet in the north parking area (into a private storm system that serves the northern portion of the site and its eastern neighbors), or to the southwest across the Lot 6 parking lot, through a curb cut and over public sidewalk and into the public storm drainage system in South Mason Street via a curb inlet. See Figure 1: Historic Drainage Map. The site is located outside FEMA and City of Fort Collins mapped 100-year and 500-year floodplains, per FEMA Flood Risk Map Panel number 08069C0987G, effective date 05/02/2012. Proposed Drainage Patterns Proposed drainage patterns are to remain generally the same as the current, but will utilize landscaped areas, inlets, and underground storage to capture the majority of runoff before discharging into the public storm system without flowing over driveway approaches or sidewalks and into the street. The underground storage system will utilize StormTech technology for water quality and low impact development treatment. The site is graded as such to meet the City’s requirements of treating 75% of the sites modified or added impervious area. In general, the proposed redevelopment of the site consists of reusing the existing building, reconfiguring the north parking area, relocating the access driveway on Mason Street further to the south, and constructing a courtyard and greenspaces on the west side of the existing building along within new storm infrastructure to improve the drainage characteristics of the site. The site has been divided into two major hydrologic basins for analysis. Basin A represents the area of the site draining to the StormTech chambers and Basin B represents the portion of the site draining to the south, either collected in the sites private storm system or sheet flowing into the existing parking lot in Lot 6 and a into proposed combination inlet upstream of the private storm systems connection to the existing public storm system. The roof has four roof drain locations, two will be connected to the A-basin storm system and two will be connected to the B-basin Mason Place Final Drainage and Erosion Control Letter April 02, 2019 2 of 7 storm system. Both major basins utilize grassed swales to collect runoff and also include area inlets and storm pipe systems. The majority of the A-basin will be directed into a diversion manhole where water quality flows will be sent to the StormTech chambers and larger flows will bypass the chambers. Both storm systems connect into the existing public storm system in South Mason Street. There is a third major basin category, OS-basins, that include areas within the site boundary that drain offsite and do not enter the sites proposed storm system or areas that are not within the site property boundary but are collected in the sites proposed private storm system. All basins eventually convey stormwater to Fossil Creek. It follows that the proposed improvements will substantially decrease the total impervious area on the site, from 84.2% to 69.7%. See Figure 2: Developed Drainage Map for the drainage basin boundaries and a summary of the existing and proposed impervious areas. Hydrologic and Hydraulic calculations are attached. Chapter 2 of the Urban Drainage and Flood Control District’s Urban Storm Drainage Criteria Manual Volume 3 (USDCM) provides guidelines for the selection of appropriate structural BMPs for a site that is to be developed or redeveloped. Mason Place is best characterized as a “conventional redevelopment” with just over 1 acre of impervious area on the project site. The BMP decision tree for such sites is provided in Figure 2-2 of the USDCM. The site and surrounding vicinity is comprised of hydrologic soil group Type C & D soils, per the NRCS soil survey. Permeable pavement (with partial or no infiltration) and/or the use of a “green roof”, rain garden, or grass swale/buffer are the recommended runoff reduction practices for this scenario. However, with the proposed configuration of the site underground StormTech Chambers were chosen to perform the LID water quality treatment. The proposed StormTech storm underground chambers located on the private storm system will treat storm runoff for a minimum of 75% of the modified or added impervious area on the site for water quality prior to discharge into the public storm system, satisfying the City of Fort Collins Low Impact Development (LID) requirements. City staff allowed for the building to be excluded from the sites total impervious area since the overall footprint of the building will not be modified. Therefore, of the proposed 0.87 acres of impervious surface area, the buildings 0.43 acres does not need to be included in the impervious area calculations. Therefore, the required treated impervious area is 0.33 acres. The chambers treat 0.54 acres of the sites impervious area. The provided chamber sizing worksheet and directions from the City of Fort Collins staff was used to determine the water quality flow of 0.57 cfs would be directed to the chambers. A restrictor plate on the influent pipe to the chambers will restrict flows to direct the water quality capture volume to the chambers and divert the rest of the flows to the north. The northern diversion pipe invert will be set at the restrict plate invert elevation. All flows will combine downstream of the chambers before entering the public storm sewer system. The hydraulic capacity of the chambers was designed to capture and treat the water quality capture volume. The chamber design plans and sizing calculations are attached. These features will facilitate sedimentation and filtration while limiting erosion, providing both treatment and slowed release of the water quality capture volume. The proposed redevelopment of this site will serve to reduce water quality and quantity impacts to natural drainageways by decreasing the frequency, rate, duration, and volume of runoff. Mason Place Final Drainage and Erosion Control Letter April 02, 2019 3 of 7 Erosion and Sediment Control During construction, temporary erosion and sediment control practices will be used to limit soil erosion and sediment discharge off the site. Temporary Erosion Control A temporary erosion control plan is to be implemented for the site during construction. Temporary erosion control measures include, but are not limited to, slope and swale protection provided by the use of erosion control wattlers/sediment control logs, rock socks, etc. All temporary erosion control measures are to be removed after they are deemed unnecessary. A general erosion control plan has been provided in the civil construction documents and attached. Permanent Erosion Control Chapter 2 of the Urban Drainage and Flood Control District’s Urban Storm Drainage Criteria Manual Volume 3 (USDCM) provides guidelines for the selection of appropriate permanent structural BMPs for a site that is to be developed or redeveloped. The AVN Parking Lot Expansion is best characterized as a “conventional redevelopment” with over 1 acre of impervious area on the project site. The BMP decision tree for such sites is provided in Figure 2-2 of the USDCM. As previously stated, the site and surrounding vicinity is comprised of hydrologic soil group Type C/D soils, per the NRCS soil survey. The water quality capture volume (WQCV) for this site is accounted for in the StormTech chambers located in the northwest corner of the site. No detention is required on the site. Runoff will be collected in the private storm system before connecting to the public storm system. Stormwater Management Controls The Stormwater Management Plan (SWMP) administrator will be determined at the time the project is bid for construction. According to the CDPHE Stormwater Fact Sheet – Construction, construction activities produce many different kinds of pollutants which may cause stormwater contamination problems. The main pollutant of concern at construction sites is sediment. Grading activities remove grass, rocks, pavement, and other protective ground covers, resulting in the exposure of underlying soil to the elements. The soil is then easily picked up by wind and/or washed away by rain or snowmelt. In addition, construction activities often require the use of toxic or hazardous materials such as fuel, fertilizers, pesticides, and herbicides, and building materials such as asphalt, sealants, and concrete, which may also pollute stormwater. These materials can be harmful to humans, plants, and aquatic life. There are no other known potential pollution sources. However, this condition should be confirmed by the owner/operator or SWMP administrator. Other pollution sources that could be present include: runoff from vehicle washing, vehicle maintenance and/or fueling, There are no known existing non-stormwater components of discharge (i.e., springs, landscape irrigation return flow, and etc.), or any anticipated during construction. Mason Place Final Drainage and Erosion Control Letter April 02, 2019 4 of 7 1. All Disturbed and Stored Soil: The total disturbed area will be approximately 1.2 acres. Soil stockpiles should be kept below the locally mandated maximum height of 10 feet and surrounded with sediment control longs. If the storage of these soils occurs over a period greater than 30 days, then consider temporarily seeding the soil to minimize soil loss to wind and water erosion. 2. Vehicle Tracking of Sediments: The existing site is developed residential properties with a bisecting gravel/asphalt alley. A temporary stabilized stone pad and/or Trackout Plate (Vehicle Tracking Control pad, VTC) will be provided at points of ingress and egress onto the unpaved area when the parking lot asphalt is removed. The VTC is designed to reduce the amount of mud transported onto the public roads by construction traffic. If the site is extraordinarily muddy, then consider designating an area to wash construction vehicles before they leave the site and enter the public right-of-way. A BMP such as this is a good way to avoid the costs associated with street cleaning or accidentally discharging large amounts of sediment into other storm drain systems. When in doubt, choose methods that prevent pollution rather than ones that force clean-up at the downstream end just before the stormwater enters the receiving waters. In other words, the most efficient construction site BMPs are those that prevent erosion from happening. 3. Inlet Protection (IP): gravel inlet protection will be used on all existing downstream inlets to prevent sediment and debris from entering the storm drain system. 4. Street sweeping will be conducted as necessary to remove sediment tracked on to pavement and adjacent streets. 5. Management of Contaminated Soils: If contaminated soils are found, the contractor shall report to the SWMP administrator to be mitigated. 6. Loading and Unloading Operations: The existing entrance to the site is currently paved and loading/unloading activities will occur within the paved area of the site or a temporary gravel staging area will be provided. 7. Outdoor Storage Activities: Materials storage should be designated to a protected area of the site and surrounded by construction fencing and sediment control logs to reduce the potential for runoff to occur. 8. Vehicle and Equipment Maintenance and Fueling: Materials should be stored and handled in covered areas to prevent contact with stormwater, and chemicals should be stored within berms or secondary containment devices to prevent leaks and spills from entering stormwater runoff. Mason Place Final Drainage and Erosion Control Letter April 02, 2019 5 of 7 Spill Management In general, spill prevention and response should include the following: a) Notification procedures to be used in the event of an accident. At the very least, the SWMP Administrator should be notified. Depending on the nature of the spill and the material involved, the Colorado Department of Health, downstream water users, or other agencies may also need to be notified. b) Instructions for clean-up procedures. c) Provisions for absorbents are to be made available for use in fuel areas, and for containers to be available for used absorbents. d) Procedures for properly washing out concrete trucks and other equipment in a manner and location so that the materials and wash water cannot discharge from the site, and never into a storm drain system or stream. 9. Significant Dust or Particulate Generating Processes: Disturbed areas not yet ready to be seeded, landscaped, paved, or otherwise stabilized shall be watered, or ripped as necessary to preclude visible dust emissions. Contractor shall make every effort to minimize particulate emissions from vehicles performing the work, including but not limited to regular maintenance of construction equipment. Contractor shall control dust in accordance with the City Fugitive Dust Control Ordinance. 10. Routine Maintenance Activates Involving Fertilizer, Pesticides, Detergents, Fuels, Solvents, Oils, Etc: Materials should be stored and handled in covered areas to prevent contact with stormwater, and chemicals should be stored within berms or secondary containment devices to prevent leaks and spills from entering stormwater runoff. 11. On-site Waste management Practices (Waste Piles, Liquid Wastes, Dumpsters, etc): Waste management on the site shall be contained in dumpsters that are placed in an area that can be enclosed with temporary fencing and accessed through a gate with a lock. Additional measures such as sediment control logs shall be used to protect potential sediment from migrating our of the waste area. 12. Concrete Truck/Equipment Washing: A concrete washout facility will be provided onsite. Properly wash out concrete trucks and other equipment in a manner and location (a minimum of 50 feet away from any inlet structures) so that the materials and wash water cannot discharge from the site, and never into a storm drain system or stream. 13. Dedicated Asphalt and Concrete Batch Plants: There will be no dedicated batch plant on site. 14. Non-Industrial Waste Source Such as Workers Trash And Portable Toilets: Garbage cans shall be located at break areas and portable toilets shall be provided if onsite bathroom facilities cannot be used. Locate dumpsters and portable toilets away Mason Place Final Drainage and Erosion Control Letter April 02, 2019 6 of 7 from drainage courses (minimum 50 feet from any inlet structures) and stake down toilets to prevent tipping. 15. Other Areas or Procedures where Potential Spills can Occur: Records of spills, leaks, or overflows that result in the discharge of pollutants must be documented and maintained. Record all spills that are responded to, even if they do not result in a discharge of pollutants. Information that should be recorded for all occurrences includes the time and date, weather conditions, reasons for the spill, etc. Some spills may need to be reported to immediately. Specifically, a release of any chemical, oil, petroleum product, sewage, etc., which may enter waters of the State of Colorado (which include surface water, ground water and dry gullies or storm sewers leading to surface water) must be reported. More guidance is available on the web at www.colorado.gov. The Division’s toll-free 24-hour number for environmental hazards and chemical spills and releases is 1-877-518-5608. Sequence of Construction Activities Construction Start Date (This is the day you expect to begin disturbing soils, including grubbing, stockpiling, excavating, demolition, and grading activities): May, 2019 Final Stabilization Date (this is when the site is finally stabilized. This means that all disturbed areas have been either built on, paved, or a uniform vegetative cover reaching over 70% of the initial vegetative density has been established.) Even if you are doing one part of the project, the estimated completion date must be for the overall project: May, 2020. Construction Sequencing: (Detailed construction sequencing to be determined by the contractor) 1. Installation of temporary erosion and sediment control measures. This includes all sediment control logs, rock socks, erosion control blankets, and silt fence where all land disturbing activities will occur. 2. Sequence of all land disturbing activity. Demolition of existing features in preparation of construction of proposed site features. Installation of Stormtech chambers will occur after demolition. 3. Sod/Seed Disturbed areas will be sodded and/or seeded upon completing of finish grading. Refer to the landscape plans for detailed planting and seeding schedule. 4. Mulching. Spread straw mulch uniformly over seeded areas at a rate of 90 lbs per 1000 square feet of ground. No more than 25% of the ground should be visible. Crimp or pinch mulch into soil 2-4 inches by using either a mulch anchoring tool, a farm disk operating on the contour of the slope, or by cleating with bulldozer tracks operating up and down the slopes (to prevent tracks from forming gullies). 5. Required maintenance activities (e.g. after-storm checks of all BMPs, etc.). All temporary sediment control BMPs shall be inspected after each rain event to ensure proper protection and to determine if cleaning is necessary. Final cleaning of all storm facilities shall be provided upon final stabilization of site. Mason Place Final Drainage and Erosion Control Letter April 02, 2019 7 of 7 Please feel free to contact me to discuss any questions you may have. Sincerely, JVA, INCORPORATED By: ________________________________ Brian Campbell, P.E. . Regional office Manager Senior Associate Enclosures: Figure 1: Historic Drainage Map, Figure 2: Developed Drainage Map, Rational Calculations, StormTech Chamber Figures and Sizing Calculations, CD1.0 Grading & Drainage Details, CE1.0 Erosion Control Plan. CE1.1 SWMP and Erosion Control Details, CE1.2 Erosion Control Details CC: Kristin Fritz, Housing Catalyst HISTORIC DRAINAGE MAP FIG 1 NO. DATE DES'D D'WN REVISION DESCRIPTION DESIGNED BY: DRAWN BY: CHECKED BY: JOB #: DATE: © JVA, INC. HOUSING CATALYST MASON PLACE FORT COLLINS, CO SHEET NO. 2873c APRIL 2018 CRH EJK EJK JVA, Inc. 213 Linden Street, Suite 200 www.jvajva.com Fort Collins, CO 80524 970.225.9099 Boulder ● Fort Collins ● Winter Park Glenwood Springs ● Denver FIRE LANE KEEP CLEAR FIRE LANE KEEP CLEAR PROPOSED DRAINAGE MAP FIG 2 NO. DATE DES'D D'WN REVISION DESCRIPTION DESIGNED BY: DRAWN BY: CHECKED BY: JOB #: DATE: © JVA, INC. HOUSING CATALYST MASON PLACE FORT COLLINS, CO SHEET NO. 2873c APRIL 2019 CRH EJK EJK JVA, Inc. 213 Linden Street, Suite 200 www.jvajva.com Fort Collins, CO 80524 970.225.9099 Boulder ● Fort Collins ● Winter Park Glenwood Springs ● Denver JVA Incorporated JVA Office: 213 Linden St, Suite 200 Fort Collins Fort Collins, CO 80524 Ph: (970) 225 9099 Version 2016_XT: 9/2/2016 Project Information: Job Name: Mason Place Job Number: 2873c Date: 4/2/2019 Designed by: LAL Municipality : Fort_Collins Soil Type: C/D Runoff Calculations: Minor Design Storm: 2 year Major Design Storm: 100 year Detention Calculations: Minor Storm Detention: 5 year plus 100 % WQCV Major Storm Detention: 100 year plus 100 % WQCV Detention Volume by: ≤5ac FAA >5ac FAA+20% Enter WQCV : 0 cf (GB, PP, PLD, SFB, EDB,etc.) Allowable Release Rates (if applicable): Max release rate 1 cfs / acre? Yes Site Area: 0.00 acres Enter Offsite flows to bypass site (these will be added to the allowable release rates) Q5 = 0.00 cfs (bypass flows) Q5allow = 0.00 cfs Q100 = 0.00 cfs (bypass flows) Q100allow = 0.00 cfs Rainfall Data Information: Enter City, Town, or County: Fort_Collins Frequency of Design Event Do you need to Calc P1? No 2 yr 0.82 in 5 yr 1.14 in 10 yr 1.40 in 100 yr 2.86 in Runoff Coefficient Calculations: Use UDFCD Equations? No Intensity Duration Values: I-D-F FortCollinsIDF One Hour Point Rainfall P1 2873c - Rational Calculations INTRO Page 1 of 16 JVA Incorporated Job Name: Mason Place I% C2 C5 C10 C100 213 Linden St, Suite 200 Job Number: 2873c Streets Paved 100% 0.95 0.00 0.95 1.00 Fort Collins, CO 80524 Date: 4/2/19 Concrete Drives/Walks 90% 0.95 0.00 0.95 1.00 Ph: (970) 225 9099 By: LAL Roof 90% 0.95 0.00 0.95 1.00 Gravel 40% 0.50 0.00 0.50 0.63 Landscaping (B soil) 0% 0.15 0.00 0.15 0.19 Mason Place Landscaping (C/D soil) 0% 0.25 0.00 0.25 0.31 Historic Runoff Coefficient & Time of Concentration Calculations Playground 10% 0.11 0.00 0.11 0.14 Location: Fort_Collins Artificial Turf 25% 0.20 0.00 0.20 0.25 Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Basin Design Data I (%) = 100% 90% 90% 40% 10% 25% 0% 0% I (%) tc Comp tc Final Basin Name Design Point Apaved streets (sf) Adrives/co nc (sf) Aroof (sf) Agravel (sf) Aplygnd (sf) Aart. turf (sf) Alscape (B soil) (sf) Alscape (C/D soil) (sf) ATotal (sf) ATotal (ac) Imp (%) C2 C5 C10 C100 Upper most Length (ft) Slope (%) ti (min) Length (ft) Slope (%) Type of Land Surface K Velocity JVA Incorporated Job Name: Mason Place I% C2 C5 C10 C100 213 Linden St, Suite 200 Job Number: 2873c Streets Paved 100% 0.95 0.00 0.95 1.00 Fort Collins, CO 80524 Date: 4/2/19 Concrete Drives/Walks 100% 0.95 0.00 0.95 1.00 Ph: (970) 225 9099 By: LAL Roof 90% 0.95 0.00 0.95 1.00 Gravel 40% 0.50 0.00 0.50 0.63 Landscaping (B soil) 2% 0.15 0.00 0.15 0.19 Mason Place Landscaping (C/D soil) 2% 0.25 0.00 0.25 0.31 Composite Runoff Coefficient Calculations Playground 25% 0.11 0.00 0.11 0.14 Location: Fort_Collins Artificial Turf 25% 0.20 0.00 0.20 0.25 Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Basin Design Data I (%) = 100% 100% 90% 40% 25% 25% 2% 2% I (%) Basin Name Design Point Apaved streets (sf) Adrives/c onc (sf) Aroof (sf) Agravel (sf) Aplygnd (sf) Aart. turf (sf) Alscape (B soil) (sf) Alscape (C/D soil) (sf) ATotal (sf) ATotal (ac) Imp (%) C2 C5 C10 C100 A1 1 13,100 13,100 0.30 90.0% 0.95 0.00 0.95 1.00 A2 2 2,194 2,194 0.05 1.8% 0.25 0.00 0.25 0.31 A3 3 8,070 2,182 1,948 12,200 0.28 84.5% 0.84 0.00 0.84 0.89 A4 4 75 2,550 2,625 0.06 3.3% 0.27 0.00 0.27 0.33 OSA5 4 22 604 626 0.01 7.2% 0.27 0.00 0.27 0.34 OSA6 5 223 87 1,163 1,473 0.03 21.0% 0.40 0.00 0.40 0.46 B1 6 7,467 7,467 0.17 90.1% 0.95 0.00 0.95 1.00 B2 7 92 306 398 0.01 23.9% 0.41 0.00 0.41 0.47 B3 8 243 149 392 0.01 81.0% 0.68 0.00 0.68 0.74 B4 9 2,490 3,728 6,218 0.14 40.6% 0.53 0.00 0.53 0.59 B5 10 960 2,029 1,643 4,632 0.11 66.1% 0.70 0.00 0.70 0.76 OSB6 10 23,840 1,193 3,577 28,610 0.66 87.5% 0.86 0.00 0.86 0.91 OSC1 11 810 810 0.02 100.0% 0.95 0.00 0.95 1.00 OSC2 12 115 115 0.00 100.0% 0.95 0.00 0.95 1.00 0 0.00 Total A 4 8,070 2,257 13,100 0 0 0 0 6,692 30,119 0.69 73.8% 0.79 0.00 0.79 0.85 Total B 10 960 4,854 7,467 0 0 0 0 5,826 19,107 0.44 65.6% 0.74 0.00 0.74 0.79 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place Time of Concentration Calculations Location: Fort_Collins Minor Design Storm: 2 Major Design Storm: 100 Soil Type: C/D Sub-Basin Data tc Comp tc Final Basin Name Design Point ATotal (ac) C5 Upper most Length (ft) Slope (%) ti (min) Length (ft) Slope (%) Type of Land Surface Cv Velocity (fps) tt (min) Time of Conc ti + tt = tc Total Length (ft) tc =(L/180)+ 10 (min) Min tc A1 1 0.30 0.00 165 1.5% 22.6 Paved areas & shallow paved swales 20 0.0 0.0 22.6 165 10.9 10.9 A2 2 0.05 0.00 30 4.9% 6.5 68 0.9% Grassed waterway 15 1.4 0.8 7.3 98 10.5 7.3 A3 3 0.28 0.00 75 2.1% 13.7 70 0.6% Paved areas & shallow paved swales 20 1.5 0.8 14.4 145 10.8 10.8 A4 4 0.06 0.00 66 3.4% 10.9 21 1.0% Grassed waterway 15 1.5 0.2 11.1 87 10.5 10.5 OSA5 4 0.01 0.00 10 7.3% 3.3 Grassed waterway 15 0.0 0.0 3.3 10 10.1 5.0 OSA6 5 0.03 0.00 15 6.1% 4.3 Grassed waterway 15 0.0 0.0 4.3 15 10.1 5.0 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place Developed Storm Runoff Calculations Design Storm : 100 Year Point Hour Rainfall (P1 ) : 2.86 Basin Name Design Point Area (ac) Runoff Coeff tc (min) C*A (ac) I (in/hr) Q (cfs) Total tc (min) ΣC*A (ac) I (in/hr) Q (cfs) Inlet Type Q intercepted Q carryover Q bypass Pipe Size (in) or equivalent Pipe Material Slope (%) Pipe Flow (cfs) Max Pipe Capacity (cfs) Length (ft) Velocity (fps) tt (min) Total Time (min) Notes A1 1 0.30 1.00 10.90 0.30 7.45 2.24 10.90 0.30 7.45 2.24 12 in PVC 0.5% 2.24 3.52 73 2.8 0.44 11.34 A2 2 0.05 0.31 7.30 0.02 8.67 0.14 7.30 0.02 8.67 0.14 24" Area Drain TOTAL DS of A2 11.34 0.32 7.42 2.35 12 in PVC 0.5% 2.35 3.52 36 2.8 0.21 11.55 A3 3 0.28 0.89 10.80 0.25 7.48 1.86 10.80 0.25 7.48 1.86 Combo 10 in PVC 0.5% 1.9 2.2 26 2.5 0.18 10.98 TOTAL DS of Chamber IN MH 11.55 0.57 7.42 4.20 12 in PVC 3.7% 4.2 9.6 17 7.6 0.04 11.59 TOTAL DS of Chamber OUT MH 11.55 0.57 7.42 4.20 15 in PVC 0.5% 4.2 6.4 17 3.2 0.09 11.64 A4 4 0.06 0.33 10.50 0.02 7.57 0.15 10.50 0.02 7.57 0.15 OSA5 4 0.01 0.34 5.00 0.00 9.95 0.05 5.00 0.00 9.95 0.05 Outside of Site Boundary Total At DP 4 11.55 0.59 7.42 4.38 Tota BASIN A 11.55 0.59 7.42 4.35 B1 6 0.17 1.00 10.90 0.17 7.45 1.28 10.90 0.17 7.45 1.28 8 in PVC 1.0% 1.3 1.7 29 3.0 0.16 11.06 B2 7 0.01 0.47 5.00 0.00 9.95 0.04 5.00 0.00 9.95 0.04 24" Area Drain TOTAL DS of B2 11.06 0.18 7.42 1.30 8 in PVC 1.0% 1.3 1.7 25 3.0 0.14 11.20 B3 8 0.01 0.74 5.50 0.01 9.63 0.06 5.50 0.01 9.63 0.06 12" Area Drain 6 in PVC 1.0% 0.1 0.8 32 2.5 0.21 5.71 DS of B3 and B2 11.20 0.18 7.42 1.35 8 in PVC 1.0% 1.4 1.7 22 3.0 0.12 11.32 B4 9 0.14 0.59 7.30 0.08 8.67 0.73 7.30 0.08 8.67 0.73 24" Area Drain DS of B4 11.32 0.27 7.42 1.98 12 in PVC 1.0% 2.0 5.0 4.0 0.00 11.32 B5 10 0.11 0.76 10.10 0.08 7.69 0.62 10.10 0.08 7.69 0.62 TOTAL BASIN B 11.32 0.35 7.42 2.57 OSB6 10 0.66 0.91 11.30 0.60 7.42 4.45 11.30 0.60 7.42 4.45 Combo DS of OSB6 11.30 0.95 7.42 7.03 15 in PVC 1.0% 7.0 9.0 4.6 0.00 11.30 OSC1 11 0.02 1.00 5.00 0.02 9.95 0.19 5.00 0.02 9.95 0.19 OSC2 12 0.00 1.00 8.20 0.00 8.31 0.02 8.20 0.00 8.31 0.02 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place Developed Storm Runoff Calculations Design Storm : 2 Year Point Hour Rainfall (P1) : 0.82 Basin Name Design Point Area (ac) Runoff Coeff tc (min) C*A (ac) I (in/hr) Q (cfs) Total tc (min) ΣC*A (ac) I (in/hr) Q (cfs) Inlet Type Q intercepted Q carryover Q bypass Pipe Size (in) or equivalent Pipe Material Slope (%) Pipe Flow (cfs) Max Pipe Capacity (cfs) Length (ft) Velocity (fps) tt (min) Total Time (min) Notes A1 1 0.30 0.95 10.90 0.29 2.14 0.61 10.90 0.29 2.14 0.61 12 in PVC 0.5% 0.6 3.5 73 2.8 0.44 11.34 A2 2 0.05 0.25 7.30 0.01 2.48 0.03 7.30 0.01 2.48 0.03 24" Area Drain TOTAL DS of A2 11.34 0.30 2.11 0.63 12 in PVC 0.5% 0.6 3.5 36 2.8 0.21 11.55 A3 3 0.28 0.84 10.80 0.23 2.15 0.50 10.80 0.23 2.15 0.50 Combo 10 in PVC 0.5% 0.5 2.2 26 2.5 0.18 10.98 TOTAL DS of Chamber IN MH 11.55 0.53 2.09 1.11 12 in PVC 3.7% 1.1 9.6 17 7.6 0.04 11.59 TOTAL DS of Chamber OUT MH 11.55 0.53 2.09 1.11 15 in PVC 0.5% 1.1 6.4 17 3.2 0.09 11.64 A4 4 0.06 0.27 10.50 0.02 2.17 0.04 10.50 0.02 2.17 0.04 Total A BASIN 11.55 0.55 2.09 1.15 OSA5 4 0.01 0.27 5.00 0.00 2.85 0.01 5.00 0.00 2.85 0.01 Outside of Site Boundary Total At DP 4 11.55 0.55 2.09 1.16 B1 6 0.17 0.95 10.90 0.16 2.14 0.35 10.90 0.16 2.14 0.35 8 in PVC 1.0% 0.3 1.7 29 3.0 0.16 11.06 B2 7 0.01 0.41 5.00 0.00 2.85 0.01 5.00 0.00 2.85 0.01 24" Area Drain TOTAL DS of B2 11.06 0.17 2.13 0.35 8 in PVC 1.0% 0.4 1.7 25 3.0 0.14 11.20 B3 8 0.01 0.68 5.50 0.01 2.76 0.02 5.50 0.01 2.76 0.02 12" Area Drain 6 in PVC 1.0% 0.0 0.8 32 2.5 0.21 5.71 DS of B3 and B2 11.20 0.17 2.12 0.37 8 in PVC 1.0% 0.4 1.7 22 3.0 0.12 11.32 B4 9 0.14 0.53 7.30 0.08 2.48 0.19 7.30 0.08 2.48 0.19 24" Area Drain DS of B4 11.32 0.25 2.11 0.52 12 in PVC 1.0% 0.5 5.0 114 4.0 0.48 11.80 B5 10 0.11 0.70 10.10 0.07 2.20 0.16 10.10 0.07 2.20 0.16 Total B BASIN 11.32 0.32 2.11 0.68 OSB6 10 0.66 0.86 11.30 0.57 2.11 1.19 11.30 0.57 2.11 1.19 Combo DS of OSB6 11.30 0.89 2.11 1.87 15 in PVC 1.0% 1.9 9.0 28 4.6 0.10 11.40 OSC1 11 0.02 0.95 5.00 0.02 2.85 0.05 5.00 0.02 2.85 0.05 OSC2 12 0.00 0.95 8.20 0.00 2.38 0.01 8.20 0.00 2.38 0.01 TOTAL SITE BASIN OS 5.00 0.02 2.85 0.05 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place LID AREA Calculations per City of Fort Collins - Option 2 The implementation of LID systems requires one of the following two options: Acres Notes Total Site Area = 1.19 Area within the property boundary Total Site Impervious Area = 0.87 Area within the property boundary Roof Area = 0.43 Roof area excluded per CoFC (roof not considered as being modified) Added or Modified Impervious Area = 0.44 Required Impervious Area to be treated by LID = 0.33 75% of added or modified impervious area Total Site Area to Chambers = 0.63 Provided Impervious Area to LID = 0.54 Includes Roof area that drains to chambers JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place Water Quality Capture Volume (WQCV) Calculations (UDFCD Volume 3 Chapter 3) WQCV=a((0.91I 3 )-(1.19I 2 )+(0.78I)) Where: WQCV = Water Quality Capture Volume (watershed inches) a = Drain Time Coefficient (see table below ) I = Imperviousness (%/100) Drainage Time (hrs) Coefficient, a 12 0.8 24 0.9 40 1.00 a= 0.80 12 hour drawdown time I= 0.802 %/100 WQCV= 0.264 watershed inches V=(WQCV/12)*A*43560 WQCV= 0.264 watershed inches A = 0.63 acre V = 729 cf V = 0.017 acre-ft Fort Collins Stormwater Criteria Manual Fort Collins Stormwater Criteria Manual JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place StormTech Chamber Sizing Calculation (per City of Fort Collins Example) 1 2 3 4 5 6 7 8 9 10 11 12 Vault ID Total Required WQ Volume (cf) Flow, WQ (cfs) Chamber Type Chamber Release Rate a (cfs) Chamber Volume b (cf) Installed Chamber Volume w/ Aggregate c (cf) Minimum No. of Chambers d Total Release Rate e (cfs) Required Storage Volume by FAA Method (cf) Minimum No. of Chambers f Storage Provided within the Chambers g (cf) Total Installed System Volume h (cf) EXAMPLE 660 0.55 SC-160 0.011 6.85 15 44 0.50 59 9 62 660 A 729 0.57 SC-310 0.016 14.7 29.3 25 0.39 118 9 132 733 a. Release rate per chamber, limited by flow through geotextile with accumulated sediment b. Volume within chamber only, not accounting for void spaces in surrounding aggregate c. Volume includes chamber and void spaces (40%) in surrounding aggregate, per chamber unit d. Number of chambers required to provide full WQCV within total installed system, including aggregate. e. Release rate per chamber times number of chambers. f. Number of chambers required to provide required FAA storage volume stored within the chamber only (no aggregate storage). g. Volume provided in chambers only (no aggregate storage). This number must meet or exceed the required FAA storage volume. JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL Mason Place Detention Pond Volume Calculations: Modifed FAA Procedure Modified FAA Procedure (1966) detention sizing method as modified by Guo (1999a) Drainage Basin A Design Storm 2 year Composite "C" Factor 0.84 Basin Size 0.63 Release Rate Calculations Allowable Release Rate for Site 0.39 cfs (Historic Flows for Basin H1) Less Undetained Offsite Flows - 0.00 cfs (From Basin X) Allowable Release Rate for Pond 0.39 cfs Rainfall Intensity Calculations Point Hour Rainfall (P1 ) : 0.82 Rainfall Intensity: FortCollinsIDF Volume Calculations Inflow Volume = C * I * A * (60 * T) Outflow Volume = Alowable Release Rate * time (sec) Storage Volume = Invflow Volume - Outflow Volume Time T (min) Time T (sec) Intensity I (in/hr) WQ Intensity I/2 (in/hr) Inflow Vin (ft 3 ) Outflow Vout (ft 3 ) Storage Vstor (ft 3 ) 5.0 300 2.85 1.43 229 118 110 10.0 600 2.21 1.11 355 236 118 15.0 900 1.87 0.94 450 354 96 20.0 1,200 1.61 0.81 517 473 44 25.0 1,500 1.43 0.72 573 591 -17 30.0 1,800 1.30 0.65 626 709 -83 35.0 2,100 1.17 0.59 658 827 -169 40.0 2,400 1.07 0.54 688 945 -257 45.0 2,700 0.99 0.50 716 1,063 -347 50.0 3,000 0.92 0.46 740 1,181 -442 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - GRATE INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow.) INLET TYPE: BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 C = K * Co / N 3 1.75 N = Number of Inlets 4 1.88 Co = Single Inlet Clogging Factor: 5 1.94 Co(grate) = 0.5 (50% clogging) 6 1.97 7 1.98 8 1.99 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 1.6 ft^2 Total Ao(g) = 1.60 ft^2 K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 0.80 ft^2 Allowable depth: H = 4.0 in = 0.3333333 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 2.48 CFS Total Intercepted Flow with 1 inlet(s) and an allowable depth of 4 inches is 2.5 cfs Required Flow (Q 2 ) = 0.64 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 2.38 cfs Bypass = 0.0 cfs 24" Area Drain A1 + A2 2873c - Rational Calculations A2 - Grate-Sump(UDFCD) Page 11 of 16 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - COMBINATION INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow. Vertical curb opening only.) INLET TYPE: Single Combination Inlet BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate Curb 1 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 1.25 C = K * Co / N 3 1.75 1.31 N = Number of Inlets 4 1.88 1.33 Co = Single Inlet Clogging Factor: 5 1.94 1.33 Co(grate) = 0.5 (50% clogging) 6 1.97 1.33 Co(curb opening) = 0.1 (10% clogging) 7 1.98 1.33 8 1.99 1.33 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 2.32 ft^2 (per inlet) Total Ao(g) = 2.32 ft^2 (total, all inlets) K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 1.16 ft^2 Curb Opening: length (l) = 36 in = 3.00 ft (per inlet) height (h) = 6 in = 0.50 ft Total Ao(c) = 1.50 ft^2 (total, all inlets) K = 1.00 C = K*Co/N = 0.10 Ae(c) = (1-C)Ao = 1.35 ft2 Allowable depth: H = 4.0 in = 0.333333 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 3.60 CFS Curb Flow: Q = Cd * Ae(c) * (2g*D)^0.5 D = H - h/2 = 0.083333 Qc= 2.10 CFS Total Intercepted Flow with 1 inlets and an allowable depth of 4 inches is 5.7 cfs Required Flow (Q 2 ) = 0.50 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 1.86 cfs Bypass = 0.0 cfs A3 2873c - Rational Calculations A3 - COMBO-Sump(UDFCD) Page 12 of 16 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - GRATE INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow.) INLET TYPE: BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 C = K * Co / N 3 1.75 N = Number of Inlets 4 1.88 Co = Single Inlet Clogging Factor: 5 1.94 Co(grate) = 0.5 (50% clogging) 6 1.97 7 1.98 8 1.99 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 1.6 ft^2 Total Ao(g) = 1.60 ft^2 K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 0.80 ft^2 Allowable depth: H = 0.5 in = 0.0416667 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 0.88 CFS Total Intercepted Flow with 1 inlet(s) and an allowable depth of 1 inches is 0.9 cfs Required Flow (Q 2 ) = 0.01 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 0.04 cfs Bypass = 0.0 cfs 24" Area Drain B2 2873c - Rational Calculations B2 - Grate-Sump(UDFCD) Page 13 of 16 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - GRATE INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow.) INLET TYPE: BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 C = K * Co / N 3 1.75 N = Number of Inlets 4 1.88 Co = Single Inlet Clogging Factor: 5 1.94 Co(grate) = 0.5 (50% clogging) 6 1.97 7 1.98 8 1.99 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 0.38 ft^2 Total Ao(g) = 0.38 ft^2 K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 0.19 ft^2 Allowable depth: H = 2.0 in = 0.1666667 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 0.42 CFS Total Intercepted Flow with 1 inlet(s) and an allowable depth of 2 inches is 0.4 cfs Required Flow (Q 2 ) = 0.02 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 0.06 cfs Bypass = 0.0 cfs 12" Area Drain B3 2873c - Rational Calculations B3 - Grate-Sump(UDFCD) Page 14 of 16 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - GRATE INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow.) INLET TYPE: BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 C = K * Co / N 3 1.75 N = Number of Inlets 4 1.88 Co = Single Inlet Clogging Factor: 5 1.94 Co(grate) = 0.5 (50% clogging) 6 1.97 7 1.98 8 1.99 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 1.6 ft^2 Total Ao(g) = 1.60 ft^2 K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 0.80 ft^2 Allowable depth: H = 0.5 in = 0.0416667 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 0.88 CFS Total Intercepted Flow with 1 inlet(s) and an allowable depth of 1 inches is 0.9 cfs Required Flow (Q 2 ) = 0.19 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 0.73 cfs Bypass = 0.0 cfs 24" Area Drain B4 2873c - Rational Calculations B4 - Grate-Sump(UDFCD) Page 15 of 16 JVA Incorporated Job Name: Mason Place 213 Linden St, Suite 200 Job Number: 2873c Fort Collins, CO 80524 Date: 4/2/19 Ph: (970) 225 9099 By: LAL FLOW CALCULATIONS - COMBINATION INLET SUMP CONDITION (Reference: Urban Drainage and Flood Control District Drainage Criteria Manual, 2001, V.1, Section 3.3.6) (Note: Spreadsheet assumes orifice condition for fully developed flow. Vertical curb opening only.) INLET TYPE: Single Combination Inlet BASIN: Orifice Equation: Q = Cd*Ao*(2gH)^0.5 K = Clogging Coefficent value for multiple inlets Adjust Ao (open area) due to clogging as follows: N Grate Curb 1 1 1 Effective Area Opening Ae = (1-C) Ao, where: 2 1.5 1.25 C = K * Co / N 3 1.75 1.31 N = Number of Inlets 4 1.88 1.33 Co = Single Inlet Clogging Factor: 5 1.94 1.33 Co(grate) = 0.5 (50% clogging) 6 1.97 1.33 Co(curb opening) = 0.1 (10% clogging) 7 1.98 1.33 8 1.99 1.33 Number of inlets: N = 1 Inlet Dimensions and Effective Open Area: Grate Opening: Ao(g) = 2.32 ft^2 (per inlet) Total Ao(g) = 2.32 ft^2 (total, all inlets) K = 1.00 C = K*Co/N = 0.50 Ae(g) = (1-C)Ao = 1.16 ft^2 Curb Opening: length (l) = 36 in = 3.00 ft (per inlet) height (h) = 6 in = 0.50 ft Total Ao(c) = 1.50 ft^2 (total, all inlets) K = 1.00 C = K*Co/N = 0.10 Ae(c) = (1-C)Ao = 1.35 ft2 Allowable depth: H = 4.0 in = 0.333333 ft Constants: g = 32.20 ft/s^2 Cd = 0.67 Flow Calculations: Grate Flow: Q = Cd * Ae(g) * (2g*H)^0.5 Qg= 3.60 CFS Curb Flow: Q = Cd * Ae(c) * (2g*D)^0.5 D = H - h/2 = 0.083333 Qc= 2.10 CFS Total Intercepted Flow with 1 inlets and an allowable depth of 4 inches is 5.7 cfs Required Flow (Q 2 ) = 1.19 cfs Bypass = 0.0 cfs Required Flow (Q 100 ) = 4.45 cfs Bypass = 0.0 cfs OSB6 2873c - Rational Calculations OSB6 - COMBO-Sump(UDFCD) Page 16 of 16 Project: Chamber Model - SC-310 Units - Imperial Number of chambers - 25 Voids in the stone (porosity) - 40 % Base of STONE Elevation - 5036.28 ft Amount of Stone Above Chambers - 6 in Amount of Stone Below Chambers - 6 in Area of system - 841 sf Min. Area - Height of System Incremental Single Chamber Incremental Total Chamber Incremental Stone Incremental Ch & St Cumulative Chamber Elevation (inches) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (cubic feet) (feet) 28 0.00 0.00 28.03 28.03 1006.34 5038.61 27 0.00 0.00 28.03 28.03 978.30 5038.53 26 0.00 0.00 28.03 28.03 950.27 5038.45 25 0.00 0.00 28.03 28.03 922.24 5038.36 24 0.00 0.00 28.03 28.03 894.20 5038.28 23 0.00 0.00 28.03 28.03 866.17 5038.20 22 0.06 1.47 27.45 28.92 838.14 5038.11 21 0.15 3.87 26.49 30.35 809.22 5038.03 20 0.27 6.65 25.37 32.02 778.87 5037.95 19 0.54 13.62 22.59 36.21 746.84 5037.86 18 0.70 17.60 20.99 38.59 710.64 5037.78 17 0.82 20.61 19.79 40.40 672.05 5037.70 16 0.92 23.11 18.79 41.90 631.64 5037.61 15 1.01 25.37 17.88 43.26 589.74 5037.53 14 1.09 27.36 17.09 44.45 546.48 5037.45 13 1.15 28.86 16.49 45.35 502.03 5037.36 12 1.21 30.37 15.88 46.26 456.68 5037.28 11 1.27 31.87 15.28 47.16 410.43 5037.20 10 1.32 33.11 14.79 47.90 363.27 5037.11 9 1.36 34.12 14.38 48.51 315.37 5037.03 8 1.40 35.12 13.98 49.11 266.86 5036.95 7 1.43 35.87 13.69 49.55 217.75 5036.86 6 0.00 0.00 28.03 28.03 168.20 5036.78 5 0.00 0.00 28.03 28.03 140.17 5036.70 4 0.00 0.00 28.03 28.03 112.13 5036.61 3 0.00 0.00 28.03 28.03 84.10 5036.53 2 0.00 0.00 28.03 28.03 56.07 5036.45 1 0.00 0.00 28.03 28.03 28.03 5036.36 MASON PLACE (S119791) 593 sf min. area StormTech SC-310 Cumulative Storage Volumes Include Perimeter Stone in Calculations Click Here for Metric EVAN FISCHGRUND 720-250-8047 EVAN.FISCHGRUND@ADS-PIPE.COM ©2013 ADS, INC. PROJECT INFORMATION ADS SALES REP: ENGINEERED PRODUCT MANAGER: PROJECT NO: ADVANCED DRAINAGE SYSTEMS, INC. R MASON PLACE FORT COLLINS, CO MARK KAELBERER 7202568225 MARK.KAELBERER@ADS-PIPE.COM S119791 IMPORTANT - NOTES FOR THE BIDDING AND INSTALLATION OF THE SC-310 SYSTEM 1. STORMTECH SC-310 CHAMBERS SHALL NOT BE INSTALLED UNTIL THE MANUFACTURER'S REPRESENTATIVE HAS COMPLETED A PRE-CONSTRUCTION MEETING WITH THE INSTALLERS. 2. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 3. CHAMBERS ARE NOT TO BE BACKFILLED WITH A DOZER OR AN 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 - 6" (150 mm) SPACING BETWEEN THE CHAMBER ROWS. 7. EMBEDMENT STONE SURROUNDING CHAMBERS MUST BE A CLEAN, CRUSHED, ANGULAR STONE 3/4-2" (20-50 mm). 8. THE CONTRACTOR MUST REPORT ANY DISCREPANCIES WITH CHAMBER FOUNDATION MATERIALS BEARING CAPACITIES TO THE SITE DESIGN ENGINEER. 9. ADS RECOMMENDS THE USE OF "FLEXSTORM CATCH IT" INSERTS DURING CONSTRUCTION FOR ALL INLETS TO PROTECT THE SUBSURFACE STORMWATER MANAGEMENT SYSTEM FROM CONSTRUCTION SITE RUNOFF. NOTES FOR CONSTRUCTION EQUIPMENT 1. STORMTECH SC-310 CHAMBERS SHALL BE INSTALLED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". 2. THE USE OF CONSTRUCTION EQUIPMENT OVER SC-310 & SC-740 CHAMBERS IS LIMITED: · NO EQUIPMENT IS ALLOWED ON BARE CHAMBERS. · NO RUBBER TIRED LOADERS, DUMP TRUCKS, OR EXCAVATORS ARE ALLOWED UNTIL PROPER FILL DEPTHS ARE REACHED IN ACCORDANCE WITH THE "STORMTECH SC-310/SC-740/DC-780 CONSTRUCTION GUIDE". · WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT CAN BE FOUND IN THE "STORMTECH SC-310/SC-740/DC-780 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 THE CHAMBERS AND IS NOT AN ACCEPTABLE BACKFILL METHOD. ANY CHAMBERS DAMAGED BY THE "DUMP AND PUSH" METHOD ARE NOT COVERED UNDER THE STORMTECH STANDARD WARRANTY. CONTACT STORMTECH AT 1-888-892-2694 WITH ANY QUESTIONS ON INSTALLATION REQUIREMENTS OR WEIGHT LIMITS FOR CONSTRUCTION EQUIPMENT. SC-310 STORMTECH CHAMBER SPECIFICATIONS 1. CHAMBERS SHALL BE STORMTECH SC-310. 2. CHAMBERS SHALL BE ARCH-SHAPED AND SHALL BE MANUFACTURED FROM VIRGIN, IMPACT-MODIFIED POLYPROPYLENE OR POLYETHYLENE COPOLYMERS. 3. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 4. CHAMBER ROWS SHALL PROVIDE CONTINUOUS, UNOBSTRUCTED INTERNAL SPACE WITH NO INTERNAL SUPPORTS THAT WOULD IMPEDE FLOW OR LIMIT ACCESS FOR INSPECTION. 5. THE STRUCTURAL DESIGN OF THE CHAMBERS, THE STRUCTURAL BACKFILL, AND THE INSTALLATION REQUIREMENTS SHALL ENSURE THAT THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, SECTION 12.12, ARE MET FOR: 1) LONG-DURATION DEAD LOADS AND 2) SHORT-DURATION LIVE LOADS, BASED ON THE AASHTO DESIGN TRUCK WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 6. CHAMBERS SHALL BE DESIGNED, TESTED AND ALLOWABLE LOAD CONFIGURATIONS DETERMINED IN ACCORDANCE WITH ASTM F2787, 00 5' 10' SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 2 6 02/18/19 S119791 AVM RWD FORT COLLINS, CO MASON PLACE DATE DRWN CHKD DESCRIPTION 02/19/19 AVM AMD REVISED TO ALL ISO ROWS 04/01/19 AVM AMD REVISED PER ENGINEER'S MARKUPS 3 ETIUS ,DAOR DOOWNI 07 LLIH YKCOR | | 76060 TC | 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PROPOSED LAYOUT 25 STORMTECH SC-310 CHAMBERS 10 STORMTECH SC-310 END CAPS 6 STONE ABOVE (in) 6 STONE BELOW (in) 40 % STONE VOID 1006 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 841 SYSTEM AREA (ft²) 127 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS 5046.11 MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED) 5040.11 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC) 5039.61 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC) 5039.61 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT) 5039.61 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT) 5038.61 TOP OF STONE 5038.11 TOP OF SC-310 CHAMBER 5036.86 12" BOTTOM CONNECTION INVERT 5036.86 12" ISOLATOR ROW CONNECTION INVERT 5036.78 BOTTOM OF SC-310 CHAMBER 5036.28 UNDERDRAIN INVERT 5036.28 BOTTOM OF STONE NOTES · MANIFOLD SIZE TO BE DETERMINED BY SITE DESIGN ENGINEER. SEE TECH SHEET #7 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 MANIFOLD COMPONENTS 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 FOR DETERMINING THE 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 IS PROVIDED. PROPOSED 30" NYLOPLAST SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 3 6 02/18/19 S119791 AVM RWD FORT COLLINS, CO MASON PLACE DATE DRWN CHKD DESCRIPTION 02/19/19 AVM AMD REVISED TO ALL ISO ROWS 04/01/19 AVM AMD REVISED PER ENGINEER'S MARKUPS 3 ETIUS ,DAOR DOOWNI 07 LLIH YKCOR | | 76060 TC | 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality ACCEPTABLE FILL MATERIALS: STORMTECH SC-310 CHAMBER SYSTEMS PLEASE NOTE: 1. THE LISTED AASHTO DESIGNATIONS ARE FOR GRADATIONS ONLY. THE STONE MUST ALSO BE CLEAN, CRUSHED, ANGULAR. FOR EXAMPLE, A SPECIFICATION FOR #4 STONE WOULD STATE: "CLEAN, CRUSHED, ANGULAR NO. 4 (AASHTO M43) STONE". 2. STORMTECH COMPACTION REQUIREMENTS ARE MET FOR 'A' LOCATION MATERIALS WHEN PLACED AND COMPACTED IN 6" (150 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION 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 F2922 (POLETHYLENE) OR ASTM F2418-16a (POLYPROPYLENE), "STANDARD SPECIFICATION FOR CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". 2. SC-310 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 CONSIDERATION FOR 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 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. MATERIAL LOCATION DESCRIPTION AASHTO MATERIAL CLASSIFICATIONS COMPACTION / DENSITY REQUIREMENT D FINAL FILL: FILL MATERIAL FOR LAYER 'D' STARTS FROM THE TOP OF THE 'C' LAYER TO THE BOTTOM OF FLEXIBLE PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE THAT PAVEMENT SUBBASE MAY BE PART OF THE 'D' LAYER. ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PER ENGINEER'S PLANS. CHECK PLANS FOR PAVEMENT SUBGRADE REQUIREMENTS. N/A PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 4 6 02/18/19 S119791 AVM RWD FORT COLLINS, CO MASON PLACE DATE DRWN CHKD DESCRIPTION 02/19/19 AVM AMD REVISED TO ALL ISO ROWS 04/01/19 AVM AMD REVISED PER ENGINEER'S MARKUPS 3 ETIUS ,DAOR DOOWNI 07 LLIH YKCOR | | 76060 TC | 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality INSPECTION & MAINTENANCE STEP 1) INSPECT ISOLATOR ROW FOR SEDIMENT A. INSPECTION PORTS (IF PRESENT) A.1. REMOVE/OPEN LID ON NYLOPLAST INLINE DRAIN A.2. REMOVE AND CLEAN FLEXSTORM FILTER IF INSTALLED A.3. USING A FLASHLIGHT AND STADIA ROD, MEASURE DEPTH OF SEDIMENT AND RECORD ON MAINTENANCE LOG A.4. LOWER A CAMERA INTO ISOLATOR ROW 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 ROWS B.1. REMOVE COVER FROM STRUCTURE AT UPSTREAM END OF ISOLATOR ROW B.2. USING A FLASHLIGHT, INSPECT DOWN THE ISOLATOR ROW THROUGH OUTLET PIPE i) MIRRORS ON POLES OR CAMERAS MAY BE USED TO AVOID A CONFINED SPACE ENTRY ii) FOLLOW OSHA REGULATIONS FOR CONFINED SPACE ENTRY IF ENTERING MANHOLE B.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 USING THE JETVAC PROCESS A. A FIXED CULVERT CLEANING NOZZLE WITH REAR FACING SPREAD OF 45" (1.1 m) OR MORE IS PREFERRED B. APPLY MULTIPLE PASSES OF JETVAC UNTIL BACKFLUSH WATER IS CLEAN C. VACUUM STRUCTURE SUMP AS REQUIRED STEP 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. NOTES 1. INSPECT EVERY 6 MONTHS DURING THE FIRST YEAR OF OPERATION. ADJUST THE INSPECTION INTERVAL BASED ON PREVIOUS OBSERVATIONS OF SEDIMENT ACCUMULATION AND HIGH WATER ELEVATIONS. 2. CONDUCT JETTING AND VACTORING ANNUALLY OR WHEN INSPECTION SHOWS THAT MAINTENANCE IS NECESSARY. SUMP DEPTH TBD BY SITE DESIGN ENGINEER (24" [600 mm] MIN RECOMMENDED) CATCH BASIN OR MANHOLE SC-310 ISOLATOR ROW DETAIL NTS OPTIONAL INSPECTION PORT SC-310 END CAP COVER ENTIRE ISOLATOR ROW WITH ADS SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 5 6 02/18/19 S119791 AVM RWD FORT COLLINS, CO MASON PLACE DATE DRWN CHKD DESCRIPTION 02/19/19 AVM AMD REVISED TO ALL ISO ROWS 04/01/19 AVM AMD REVISED PER ENGINEER'S MARKUPS 3 ETIUS ,DAOR DOOWNI 07 LLIH YKCOR | | 76060 TC | 860-529-8188 |888-892-2694 | WWW.STORMTECH.COM Detention Retention Water Quality PART # STUB A B C SC310EPE06T / SC310EPE06TPC 6" (150 mm) 9.6" (244 mm) 5.8" (147 mm) --- SC310EPE06B / SC310EPE06BPC --- 0.5" (13 mm) SC310EPE08T / SC310EPE08TPC 8" (200 mm) 11.9" (302 mm) 3.5" (89 mm) --- SC310EPE08B / SC310EPE08BPC --- 0.6" (15 mm) SC310EPE10T / SC310EPE10TPC 10" (250 mm) 12.7" (323 mm) 1.4" (36 mm) --- SC310EPE10B / SC310EPE10BPC --- 0.7" (18 mm) SC310EPE12B 12" (300 mm) 13.5" (343 mm) --- 0.9" (23 mm) ALL STUBS, EXCEPT FOR THE SC310EPE12B ARE PLACED AT BOTTOM OF END CAP SUCH THAT THE OUTSIDE DIAMETER OF THE STUB IS FLUSH WITH THE BOTTOM OF THE END CAP. FOR ADDITIONAL INFORMATION CONTACT STORMTECH AT 1-888-892-2694. * FOR THE SC310EPE12B THE 12" (300 mm) STUB LIES BELOW THE BOTTOM OF THE END CAP APPROXIMATELY 0.25" (6 mm). BACKFILL MATERIAL SHOULD BE REMOVED FROM BELOW THE N-12 STUB SO THAT THE FITTING SITS LEVEL. NOTE: ALL DIMENSIONS ARE NOMINAL NOMINAL CHAMBER SPECIFICATIONS SIZE (W X H X INSTALLED LENGTH) 34.0" X 16.0" X 85.4" (864 mm X 406 mm X 2169 mm) CHAMBER STORAGE 14.7 CUBIC FEET (0.42 m³) MINIMUM INSTALLED STORAGE* 31.0 CUBIC FEET (0.88 m³) WEIGHT 35.0 lbs. (16.8 kg) *ASSUMES 6" (152 mm) ABOVE, BELOW, AND BETWEEN CHAMBERS PRE-FAB STUBS AT BOTTOM OF END CAP FOR PART NUMBERS ENDING WITH "B" PRE-FAB STUBS AT TOP OF END CAP FOR PART NUMBERS ENDING WITH "T" PRE CORED END CAPS END WITH "PC" 34.0" (864 mm) 16.0" (406 mm) 90.7" (2304 mm) ACTUAL LENGTH 85.4" (2169 mm) INSTALLED LENGTH BUILD ROW IN THIS DIRECTION A A B C SHEET OF DATE: PROJECT #: DRAWN: CHECKED: THIS DRAWING HAS BEEN PREPARED BASED ON INFORMATION PROVIDED TO ADS UNDER THE DIRECTION OF THE SITE DESIGN ENGINEER OR OTHER PROJECT REPRESENTATIVE. THE SITE DESIGN ENGINEER SHALL REVIEW THIS DRAWING PRIOR TO CONSTRUCTION. IT IS THE ULTIMATE RESPONSIBILITY OF THE SITE DESIGN ENGINEER TO ENSURE THAT THE PRODUCT(S) DEPICTED AND ALL ASSOCIATED DETAILS MEET ALL APPLICABLE LAWS, REGULATIONS, AND PROJECT REQUIREMENTS. 4640 TRUEMAN BLVD HILLIARD, OH 43026 ADVANCED DRAINAGE SYSTEMS, INC. R 6 6 02/18/19 S119791 AVM RWD FORT COLLINS, CO MASON PLACE DATE DRWN CHKD DESCRIPTION 02/19/19 AVM AMD REVISED TO ALL ISO ROWS 04/01/19 AVM AMD REVISED PER ENGINEER'S MARKUPS TRAFFIC LOADS: CONCRETE DIMENSIONS ARE FOR GUIDELINE PUPOSES ONLY. ACTUAL CONCRETE SLAB MUST BE DESIGNED GIVING CONSIDERATION FOR LOCAL SOIL CONDITIONS, TRAFFIC LOADING & OTHER APPLICABLE DESIGN FACTORS ADAPTER ANGLES VARIABLE 0°- 360° ACCORDING TO PLANS A 18" (457 mm) MIN WIDTH AASHTO H-20 CONCRETE SLAB 8" (203 mm) MIN THICKNESS VARIABLE SUMP DEPTH ACCORDING 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 TO PLANS/TAKE OFF BACKFILL MATERIAL BELOW AND TO SIDES OF STRUCTURE SHALL BE ASTM D2321 CLASS I OR II CRUSHED STONE OR GRAVEL AND BE PLACED UNIFORMLY IN 12" (305 mm) LIFTS AND COMPACTED TO MIN OF 90% INTEGRATED DUCTILE IRON FRAME & GRATE/SOLID TO MATCH BASIN O.D. NYLOPLAST DRAIN BASIN NTS NOTES 1. 8-30" (200-750 mm) GRATES/SOLID COVERS SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 FIRE LANE KEEP CLEAR FIRE LANE KEEP CLEAR DRAWING NUMBER: 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com ■ land planning ■ landscape architecture ■ ■ urban design ■ entitlement ■ ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Plotted By: Eric J. Kohnen Layout: ECP 24x36 Printed On: 4/2/2019 11:22 AM File Name: 2873c-0E-ECP-00.dwg ORIGINAL SIZE 24X36 RIPLEY DESIGN INC. 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 f. 970.225.6657 HOUSING CATALYST 1715 W Mountain Avenue Fort Collins, CO 80521 p. 970.416.2910 CIVIL ENGINEER ARCHITECT APPLICANT JVA, INCORPORATED 213 Linden Street, Suite 200 Fort Collins, CO 80524 p. 970.225.9099 SHOPWORKS ARCHITECTURE 2882 Wyandot Street Denver, CO 80211 p. 303.433.4094 OWNER/DEVELOPER MASON PLACE PSH MAJOR AMENDMENT FORT COLLINS, CO JVA, Incorporated 2 1 3 L i n d e n S t r e e t Suite 200 Fort Collins, CO 80524 Phone: 970.225.9099 Fax: 970.225.6963 E-mail: info@jvajva.com JVA Project #2873c CONSULTING ENGINEERS 2843c EJK/KRB BJC/CRH DRAWING NUMBER: 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com ■ land planning ■ landscape architecture ■ ■ urban design ■ entitlement ■ ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Plotted By: Eric J. Kohnen Layout: CE1.1 24x36 Printed On: 4/2/2019 11:22 AM File Name: 2873c-0E-ECP-DET-01.dwg ORIGINAL SIZE 24X36 RIPLEY DESIGN INC. 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 f. 970.225.6657 HOUSING CATALYST 1715 W Mountain Avenue Fort Collins, CO 80521 p. 970.416.2910 CIVIL ENGINEER ARCHITECT APPLICANT JVA, INCORPORATED 213 Linden Street, Suite 200 Fort Collins, CO 80524 p. 970.225.9099 SHOPWORKS ARCHITECTURE 2882 Wyandot Street Denver, CO 80211 p. 303.433.4094 OWNER/DEVELOPER MASON PLACE PSH MAJOR AMENDMENT FORT COLLINS, CO JVA, Incorporated 2 1 3 L i n d e n S t r e e t Suite 200 Fort Collins, CO 80524 Phone: 970.225.9099 Fax: 970.225.6963 E-mail: info@jvajva.com JVA Project #2873c CONSULTING ENGINEERS 2843c EJK/KRB BJC/CRH 1 MAJOR AMENDMENT 04.25.2018 2 MAJOR AMENDMENT 2 05.16.2018 3 P&Z REVISIONS 05.31.2018 4 FDP 1 02.20.2019 5 FDP 2 04.03.2019 CE1.1 SWMP & EROSION CONTROL DETAILS DRAWING NUMBER: 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 phone 970.224.5828 | fax 970.225.6657 | www.ripleydesigninc.com ■ land planning ■ landscape architecture ■ ■ urban design ■ entitlement ■ ISSUED PROJECT No.: DRAWN BY: REVIEWED BY: SEAL: PREPARED BY: No. DESCRIPTION DATE REVISIONS No. DESCRIPTION DATE Plotted By: Eric J. Kohnen Layout: CE1.2 24x36 Printed On: 4/2/2019 11:22 AM File Name: 2873c-0E-ECP-DET-01.dwg ORIGINAL SIZE 24X36 RIPLEY DESIGN INC. 419 Canyon Ave. Suite 200 Fort Collins, CO 80521 p. 970.224.5828 f. 970.225.6657 HOUSING CATALYST 1715 W Mountain Avenue Fort Collins, CO 80521 p. 970.416.2910 CIVIL ENGINEER ARCHITECT APPLICANT JVA, INCORPORATED 213 Linden Street, Suite 200 Fort Collins, CO 80524 p. 970.225.9099 SHOPWORKS ARCHITECTURE 2882 Wyandot Street Denver, CO 80211 p. 303.433.4094 OWNER/DEVELOPER MASON PLACE PSH MAJOR AMENDMENT FORT COLLINS, CO JVA, Incorporated 2 1 3 L i n d e n S t r e e t Suite 200 Fort Collins, CO 80524 Phone: 970.225.9099 Fax: 970.225.6963 E-mail: info@jvajva.com JVA Project #2873c CONSULTING ENGINEERS 2843c EJK/KRB BJC/CRH 1 MAJOR AMENDMENT 04.25.2018 2 MAJOR AMENDMENT 2 05.16.2018 3 P&Z REVISIONS 05.31.2018 4 FDP 1 02.20.2019 5 FDP 2 04.03.2019 CE1.2 EROSION CONTROL DETAILS CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Date Environmental Planner CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Date Environmental Planner 1 MAJOR AMENDMENT 04.25.2018 2 MAJOR AMENDMENT 2 05.16.2018 3 P&Z REVISIONS 05.31.2018 4 FDP 1 02.20.2019 5 FDP 2 04.03.2019 CE1.0 EROSION CONTROL PLAN CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: CHECKED BY: Date Date Date Date Date Date City of Fort Collins, Colorado UTILITY PLAN APPROVAL Parks and Recreation Traffic Engineer Stormwater Utility Water & Wastewater Utility City Engineer CHECKED BY: APPROVED: Date Environmental Planner 2. 12-30" (300-750 mm) FRAMES SHALL BE DUCTILE IRON PER ASTM A536 GRADE 70-50-05 3. DRAIN BASIN TO BE CUSTOM MANUFACTURED ACCORDING TO PLAN DETAILS 4. DRAINAGE CONNECTION STUB JOINT TIGHTNESS SHALL CONFORM TO ASTM D3212 FOR CORRUGATED HDPE (ADS & HANCOR DUAL WALL) & SDR 35 PVC 5. FOR COMPLETE DESIGN AND PRODUCT INFORMATION: WWW.NYLOPLAST-US.COM 6. TO ORDER CALL: 800-821-6710 A PART # GRATE/SOLID COVER OPTIONS 8" (200 mm) 2808AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 10" (250 mm) 2810AG PEDESTRIAN LIGHT DUTY STANDARD LIGHT DUTY SOLID LIGHT DUTY 12" (300 mm) 2812AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 15" (375 mm) 2815AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 18" (450 mm) 2818AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 24" (600 mm) 2824AG PEDESTRIAN AASHTO H-10 STANDARD AASHTO H-20 SOLID AASHTO H-20 30" (750 mm) 2830AG PEDESTRIAN AASHTO H-20 STANDARD AASHTO H-20 SOLID AASHTO H-20 VARIOUS TYPES OF INLET AND OUTLET ADAPTERS AVAILABLE: 4-30" (100-750 mm) FOR CORRUGATED HDPE WATERTIGHT JOINT (CORRUGATED HDPE SHOWN) 3130 VERONA AVE BUFORD, GA 30518 PHN (770) 932-2443 FAX (770) 932-2490 www.nyloplast-us.com ® SC-310 TECHNICAL SPECIFICATION NTS 9.9" (251 mm) 15.6" (396 mm) OVERLAP NEXT CHAMBER HERE (OVER SMALL CORRUGATION) START END UNDERDRAIN DETAIL NTS A A B B SECTION A-A SECTION B-B NUMBER AND SIZE OF UNDERDRAINS PER SITE DESIGN ENGINEER 4" (100 mm) TYP FOR SC-310 & SC-160LP SYSTEMS 6" (150 mm) TYP FOR SC-740, DC-780, MC-3500 & MC-4500 SYSTEMS OUTLET MANIFOLD STORMTECH END CAP STORMTECH CHAMBERS STORMTECH CHAMBER STORMTECH END CAP DUAL WALL PERFORATED HDPE UNDERDRAIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE FOUNDATION STONE BENEATH CHAMBERS FOUNDATION STONE BENEATH CHAMBERS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE 5' (1.5 m) MIN WIDE STORMTECH HIGHLY RECOMMENDS SC-310 CHAMBER FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES 12" (300 mm) HDPE ACCESS PIPE REQUIRED USE FACTORY PRE-FABRICATED END CAP PART #: SC310EPE12B TWO LAYERS OF ADS GEOSYNTHETICS 315WTK WOVEN GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS 4' (1.2 m) MIN WIDE CONTINUOUS FABRIC WITHOUT SEAMS ELEVATED BYPASS MANIFOLD SC-310 6" (150 mm) INSPECTION PORT DETAIL NTS 18" (450 mm) MIN WIDTH CONCRETE SLAB 8" (200 mm) MIN THICKNESS * THE PART# 2712AG6IPKIT CAN BE USED TO ORDER ALL NECESSARY COMPONENTS FOR A SOLID LID INSPECTION PORT INSTALLATION 6" (150 mm) INSERTA TEE PART# 6P26FBSTIP* INSERTA TEE TO BE CENTERED ON CORRUGATION CREST FLEXSTORM CATCH IT PART# 6212NYFX WITH USE OF OPEN GRATE PAVEMENT CONCRETE COLLAR CONCRETE COLLAR NOT REQUIRED FOR UNPAVED APPLICATION 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG6IP* SOLID COVER: 1299CGC* GRATE: 1299CGS 6" (150 mm) SDR35 PIPE SC-310 CHAMBER INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND PREPARATION REQUIREMENTS. C INITIAL FILL: FILL MATERIAL FOR LAYER 'C' STARTS FROM THE TOP OF THE EMBEDMENT STONE ('B' LAYER) TO 18" (450 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT PAVEMENT SUBBASE MAY BE A PART OF THE 'C' LAYER. GRANULAR WELL-GRADED SOIL/AGGREGATE MIXTURES, <35% FINES OR PROCESSED AGGREGATE. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. AASHTO M145¹ A-1, A-2-4, A-3 OR AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, 78, 8, 89, 9, 10 BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS VEHICLE WEIGHT NOT TO EXCEED 12,000 lbs (53 kN). DYNAMIC FORCE NOT TO EXCEED 20,000 lbs (89 kN). B EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. A FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. CLEAN, CRUSHED, ANGULAR STONE AASHTO M43¹ 3, 357, 4, 467, 5, 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2,3 D C B A 18" (450 mm) MIN* 8' (2.4 m) MAX 6" (150 mm) MIN 12" (300 mm) MIN 6" 34" (864 mm) 12" (300 mm) MIN (150 mm) MIN ADS GEOSYNTHETICS 601T NON-WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS *TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 24" (600 mm). PERIMETER STONE (SEE NOTE 4) EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) SC-310 END CAP SUBGRADE SOILS (SEE NOTE 3) PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 6" (150 mm) MIN 16" (406 mm) (24" SUMP MIN) 4" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) INSPECTION PORT (TYP 5 PLACES) ISOLATOR ROW (SEE DETAIL / TYP 5 PLACES) 12" PREFABRICATED END CAP, PART# SC310EPE12B TYP OF ALL SC-310 12" BOTTOM CONNECTIONS AND ISOLATOR ROWS 12" ADS N-12 BOTTOM CONNECTION INVERT 0.9" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED 30" NYLOPLAST W/ WEIR (DESIGN BY ENGINEER / 24" SUMP MIN) 16.17' 18.77' 36.78' 45.00' PROPOSED 30" NYLOPLAST FOR ISO ROW ACCESS (24" SUMP MIN) PROPOSED 30" NYLOPLAST FOR ISO ROW ACCESS (24" SUMP MIN) PROPOSED 30" NYLOPLAST FOR ISO ROW ACCESS (24" SUMP MIN) 12" ADS N-12 BOTTOM CONNECTION INVERT 0.9" ABOVE CHAMBER BASE (SEE NOTES) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 0.9" ABOVE CHAMBER BASE (SEE NOTES) 12" X 12" ADS N-12 BOTTOM MANIFOLD INVERT 0.9" ABOVE CHAMBER BASE (SEE NOTES) "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". LOAD CONFIGURATIONS SHALL INCLUDE: 1) INSTANTANEOUS (<1 MIN) AASHTO DESIGN TRUCK LIVE LOAD ON MINIMUM COVER 2) MAXIMUM PERMANENT (75-YR) COVER LOAD AND 3) ALLOWABLE COVER WITH PARKED (1-WEEK) AASHTO DESIGN TRUCK. 7. REQUIREMENTS FOR HANDLING AND INSTALLATION: · TO MAINTAIN THE WIDTH OF CHAMBERS DURING SHIPPING AND HANDLING, CHAMBERS SHALL HAVE INTEGRAL, INTERLOCKING STACKING LUGS. · TO ENSURE A SECURE JOINT DURING INSTALLATION AND BACKFILL, THE HEIGHT OF THE CHAMBER JOINT SHALL NOT BE LESS THAN 2”. · TO ENSURE THE INTEGRITY OF THE ARCH SHAPE DURING INSTALLATION, a) THE ARCH STIFFNESS CONSTANT AS DEFINED IN SECTION 6.2.8 OF ASTM F2922 SHALL BE GREATER THAN OR EQUAL TO 400 LBS/IN/IN. AND b) TO RESIST CHAMBER DEFORMATION DURING INSTALLATION AT ELEVATED TEMPERATURES (ABOVE 73° F / 23° C), CHAMBERS SHALL BE PRODUCED FROM REFLECTIVE GOLD OR YELLOW COLORS. 8. ONLY CHAMBERS THAT ARE APPROVED BY THE SITE DESIGN ENGINEER WILL BE ALLOWED. UPON REQUEST BY THE SITE DESIGN ENGINEER OR OWNER, THE CHAMBER MANUFACTURER SHALL SUBMIT A STRUCTURAL EVALUATION FOR APPROVAL BEFORE DELIVERING 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 FOR DEAD LOAD AND 1.75 FOR LIVE LOAD, THE MINIMUM REQUIRED BY ASTM F2787 AND BY SECTIONS 3 AND 12.12 OF THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS FOR THERMOPLASTIC PIPE. · THE TEST DERIVED CREEP MODULUS AS SPECIFIED IN ASTM F2922 SHALL BE USED FOR PERMANENT DEAD LOAD DESIGN EXCEPT 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. FOR STORMTECH INSTRUCTIONS, DOWNLOAD THE INSTALLATION APP 55.0 3,300 0.87 0.44 768 1,300 -531 60.0 3,600 0.82 0.41 789 1,418 -628 65.0 3,900 0.78 0.39 813 1,536 -723 70.0 4,200 0.73 0.37 820 1,654 -834 75.0 4,500 0.70 0.35 842 1,772 -930 80.0 4,800 0.66 0.33 847 1,890 -1,043 85.0 5,100 0.64 0.32 873 2,008 -1,136 90.0 5,400 0.61 0.31 881 2,127 -1,246 95.0 5,700 0.58 0.29 884 2,245 -1,361 100.0 6,000 0.56 0.28 898 2,363 -1,464 105.0 6,300 0.54 0.27 910 2,481 -1,571 110.0 6,600 0.52 0.26 918 2,599 -1,682 115.0 6,900 0.51 0.26 941 2,717 -1,776 120.0 7,200 0.49 0.25 943 2,835 -1,892 Maximum Volume (ft 3 ) 118 Detention Storage Calculations 2873c - Rational Calculations Modified FAA WQ Page 10 of 16 h. System volume includes total number of chambers, plus surrounding aggregate. This number must meet or exceed the required WQCV. *Allowable flow rate thru fabric considering rate is reduced by sedimentation between Isolator Row cleanings OSA6 5 0.03 0.40 5.00 0.01 2.85 0.04 5.00 0.01 2.85 0.04 CHAMBER FLOW WQCV (use 1/2 the Intensity calculated for the 2 year event) Area to Chambers (A1-A3) 20 0.63 0.84 10.80 0.53 1.07 0.57 10.80 0.53 1.07 0.57 Total Site Flow 1.91 Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time 2873c - Rational Calculations Q Minor Page 6 of 16 TOTAL SITE BASIN OS 5.00 0.02 9.95 0.21 OSA6 5 0.03 0.46 5.00 0.02 9.95 0.15 5.00 0.02 9.95 0.15 Total Site Flow 7.48 Direct Runoff Total Runoff Inlets Pipe Pipe/Swale Travel Time 2873c - Rational Calculations Q100 Page 5 of 16 B1 6 0.17 0.00 165 1.5% 22.6 Paved areas & shallow paved swales 20 0.0 0.0 22.6 165 10.9 10.9 B2 7 0.01 0.00 9 4.4% 3.7 27 3.6% Grassed waterway 15 2.9 0.2 3.8 36 10.2 5.0 B3 8 0.01 0.00 20 4.3% 5.5 Paved areas & shallow paved swales 20 0.0 0.0 5.5 20 10.1 5.5 B4 9 0.14 0.00 27 4.6% 6.3 103 1.2% Grassed waterway 15 1.7 1.0 7.3 130 10.7 7.3 B5 10 0.11 0.00 65 4.2% 10.1 Paved areas & shallow paved swales 20 0.0 0.0 10.1 65 10.4 10.1 OSB6 10 0.66 0.00 230 1.7% 25.7 Paved areas & shallow paved swales 20 0.0 0.0 25.7 230 11.3 11.3 OSC1 11 0.02 0.00 5 1.5% 3.9 Paved areas & shallow paved swales 20 0.0 0.0 3.9 5 10.0 5.0 OSC2 12 0.00 0.00 40 3.7% 8.2 Paved areas & shallow paved swales 20 0.0 0.0 8.2 40 10.2 8.2 0 0 0.00 Paved areas & shallow paved swales 20 0 10.0 Property Boundary Total Site 20 1.19 0.00 Paved areas & shallow paved swales 20 0.0 0.0 0.0 0 10.0 5.0 Area to Chambers (A1-A3) 20 0.63 0.00 75 2.1% 13.7 70 0.6% Paved areas & shallow paved swales 20 1.5 0.8 14.4 145 10.8 10.8 Initial Overland Time (ti ) Travel Time (tt ) tt =Length/(Velocity x 60) tc Urbanized Check ON 2873c - Rational Calculations Developed Tc Page 4 of 16 Total Site OS 5, 11, 12 0 925 0 0 0 0 0 0 925 0.02 100.0% 0.95 0.00 0.95 1.00 0 0.00 Property Boundary 20 9,253 8,123 20,567 0 0 0 0 13,681 51,624 1.19 69.7% 0.76 0.00 0.76 0.82 Area to Chambers (A1-A3) 20 8,070 2,258 13,100 0 0 0 0 4,142 27,570 0.63 80.2% 0.84 0.00 0.84 0.90 Runoff Coeff's 2873c - Rational Calculations Developed C Page 3 of 16 (fps) tt (min) Time of Conc ti + tt = tc Total Length (ft) tc=(L/180)+ 10 (min.) Min tc A 1 13,497 2,299 8,810 2,832 27,438 0.63 85.6% 0.88 0.00 0.88 0.93 5 2.0% 3.6 150 1.3% Paved areas & shallow paved swales 20 2.3 1.1 4.7 155 10.9 5.0 B 2 7,580 3,207 9,911 2,696 23,394 0.54 82.9% 0.87 0.00 0.87 0.92 5 2.0% 3.6 190 1.8% Paved areas & shallow paved swales 20 2.7 1.2 4.8 195 11.1 5.0 OS1 3 655 156 811 0.02 72.7% 0.82 0.00 0.82 0.87 5 2.0% 3.6 5 1.5% Paved areas & shallow paved swales 20 2.4 0.0 3.6 10 10.1 5.0 0 0.00 Paved areas & shallow paved swales 20 0 10.0 0 0.00 Paved areas & shallow paved swales 20 0 10.0 TOTAL SITE 21,077 6,161 18,721 0 0 0 0 5,684 51,643 1.19 84.2% 0.87 0.00 0.87 0.92 Basin Name Design Point Time of Conc (tc) C2 C5 C10 C100 2 5 10 100 ATotal (sf) ATotal (ac) Q2 Q5 Q10 Q100 A 1 5.0 0.88 0.00 0.88 0.93 2.85 0.00 4.87 9.95 27,438 0.63 1.58 0.00 2.69 5.82 B 2 5.0 0.87 0.00 0.87 0.92 2.85 0.00 4.87 9.95 23,394 0.54 1.33 0.00 2.27 4.92 OS1 3 5.0 0.82 0.00 0.82 0.87 2.85 0.00 4.87 9.95 811 0.02 0.04 0.00 0.07 0.16 0 0 0 0.00 0 0 0 0.00 TOTAL SITE 51,643 1.19 2.95 0.00 5.04 10.90 Initial Overland Time (ti) Travel Time (tt) tt=Length/(Velocity x 60) tc Urbanized Check ON Runoff Coeff's Rainfall Intensities (in/hr) Area Flow Rates (cfs) Runoff Coeff's 2873c - Rational Calculations Historic Page 2 of 16