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20190084 Regatta View Phase 3 SWPPP 5-29-19 REGATTA VIEW—AREA B PHASE 3 CITY PROJECT NO. PB#16.018 CITY OF SARAT O GA SPRINGS NV )1141,--.11,, I 11111 i lam. C l r OCTOBER 2018 Revised May 2019 STORMWATER POLLUTION PREVENTION PLAN for CONSTRUCTION ACTIVITIES At REGATTA VIEW - AREA PHASE 3 CITY OF SARATOGASPRINGS ... CITY PROJECT NO. PB#16.018 •r Regatta View, LLC i 1743 Route 9 r r Clifton Park,NY 1206 Illo 41111111111111 Prepared by he Environmental Design Partnership, LLP 900 Route 146 Clifton Park,NY 12065 Telephone: (518) 371-7621 Facsimile: (518) 371-9540 October 2018 Revised May 2019 SECTION 1 Written Stormwater Pollution Prevention Plan STORMWATER POLLUTION PREVENTION PLAN for CONSTRUCTION ACTIVITIES at REGATTA VIEW -AREA B - PHASE 3 CITY PROJECT NO. PB# 16.018 CITY OF SARATOGA SPRINGS, NY Prepared for REGATTA VIEW, LLC PETER BELMONTE 1743 ROUTE 9 CLIFTON PARK, NY 12065 Prepared by The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 Telephone: (518) 371-7621 Facsimile: (518) 371-9540 October 2018 Revised May 2019 NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 Table of Contents Section 1: Written Stormwater Pollution Prevention Plan I. Scope II. Site Description III. Controls IV. Compliance with Federal,State,and Local Regulations V. Maintenance/Inspection Procedures During Construction VI. Long Term Operation and Maintenance Procedures VII. Spill Prevention Control and Countermeasures(SPCC)Plan VIII. Control of Allowable Non-Stormwater Discharges IX. Certification and Notification Section 2: Erosion and Sediment Control Plan Site Map and General Location Map Section 3: NYS Department of Environmental Conservation Notice of Intent (NOI) NYS Department of Environmental Conservation NOI Acknowledgement Letter NYS Department of Environmental Conservation MS4 SWPPP Acceptance Form Section 4: NYS Department of Environmental Conservation SPDES General Permit Section 5: NOI Permitee's Certification (Form 1) Contractor's/Subcontractor's Certification Log (Form 2) Contractor's Certification for each contractor listed on Form 2 (Form 3) Inspection Report (Form 4) Modification Report (Form 5) Record of Stabilization and Construction Activities Report (Form 6) Record of Temporary Erosion and Sediment Control Practices (Form 6A) Project Rainfall Log (Form 7) Final Stabilization/Termination Checklist (Form 8) Section 6: Supplemental Information —Stormwater Management Design Narrative —Letter from OPRHP stating"No Impact" on Archaeological and/or Historic Places —Letter from NYS DEC stating"No Records" —Stormtech SC-740 Infiltration Chamber Technical Information —Stormtech MC-3500 Infiltration Chamber Technical Information —Porous Pavement Regular Inspection and Maintenance Guidance(UNHSC) -Porous Pavement Winter Maintenance Guidelines(UNHSC) Section 7: Completed Inspection Reports NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 REGATTA VIEW-AREA B-PHASE 3 I. SCOPE A. PURPOSE: REGATTA VIEW, LLC intends to implement the appropriate Stormwater Pollution Prevention Plan measures in accordance with the SPDES general permit governing stormwater discharges during construction, and in accordance with erosion control practices. This section provides a descriptive explanation of the means by which REGATTA VIEW,LLC will comply with the National Stormwater Pollution Prevention Program. B. NPDES GENERAL PERMITS FOR STORMWATER DISCHARGE FROM CONSTRUCTION SITES: Regulations promulgated by the New York State Department of Environmental Conservation (NYSDEC) regulate the discharge of storm water from construction activities on sites where one (1) or more acres of soil is disturbed. One of the ways to comply with these regulations for affected sites is to request coverage under the General Permit for Construction Activities. (Copy enclosed herewith) In order to be authorized to discharge under the General Permit, a Stormwater Pollution Prevention Plan(SWPPP) for the site must be prepared in accordance with all applicable requirements of this permit and followed during the construction activities. If the construction activity is not subject to the requirements of a regulated, traditional land use control MS4 a Notice of Intent (NOI) form must be completed and received by the New York State Department of Environmental Conservation at least 5-days prior to any earth-disturbing activities. If the construction activity is subject to the requirements of a regulated, traditional land use control MS4, then the owner/operator must have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department. The owner/operator shall have the "MS4 SWPPP Acceptance" form signed and then submit that form along with the NOI to the Department. C. RESPONSIBILITIES OF CONTRACTOR REGARDING THE GENERAL PERMIT: The CONTRACTOR shall manage the discharge of stormwater from the site in accordance with the SPDES General Permit for Construction Activities conditions and the following provisions of this section of the specifications. The CONTRACTOR shall be responsible for conducting the stormwater management practices in accordance with the permit. The CONTRACTOR shall be responsible for providing qualified inspectors to conduct the inspections required by the SWPPP. The CONTRACTOR shall be responsible for any enforcement action taken or imposed by federal, state, or local agencies, including the cost of fines, construction delays, and remedial actions resulting from the CONTRACTOR'S failure to comply with the permit provisions. It shall be the responsibility of the CONTRACTOR to make any changes to the SWPPP necessary when the CONTRACTOR or any of his subcontractors elects to use borrow or fill or material storage sites, either contiguous to or remote from the construction site,when such sites are used solely for this construction site. Such sites are considered to be part of the construction site covered by the permit and this SWPPP. Off-site borrow, fill, or material storage sites which are used for multiple construction projects are not subject to this requirement, unless specifically required by state or local jurisdictional entity regulations. The CONTRACTOR should consider this requirement in negotiating with earthwork subcontractors, since the choice of an off-site borrow, fill, or material storage site may impact their duty to implement, make changes to, and perform inspections required by the SWPPP for the site. D. NOTICE OF INTENT: The NOI Permittee petitions the New York State Department of Environmental Conservation for the stormwater discharges during construction at this site to be covered by the SPDES General Permit for Construction Activity for the State of New York. A Notice of Intent(NOI) (using the form required by the NYSDEC) to be covered under this permit is hereby filed. An Erosion and Sediment Control Plan has been prepared and is attached herewith. E. CONTRACTOR RESPONSIBILITIES: The SWPPP and associated Erosion and Sediment Control Plans represent the MINIMUM erosion and sediment control measures that will be required to protect the site during construction. REGATTA VIEW, LLC and the CONTRACTOR understand that additional erosion and sediment control measures will be necessary during construction. It will be the responsibility of the NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 1 CONTRACTOR to implement additional erosion and sediment control measures as necessary to protect the site during construction. REGATTA VIEW, LLC and the CONTRACTOR shall designate a Project Manager prior to commencing construction. The Project Manager will ensure that all construction managers and sub- contractors are appropriately assigned and understand the importance of the following topics: • Erosion and Sedimentation Control for Water Quality Protection • Implementation of the Erosion and Sedimentation Control Plan • The Importance to Proper Installation of Erosion and Sedimentation Control Measures • Regular Inspection by qualified personnel of Erosion and Sedimentation Control Measures • Diligent Maintenance of Erosion and Sedimentation Control Measures • Contemporaneous preparation of accurate and complete records regarding inspection and maintenance of Erosion and Sedimentation Control Measures • Record Keeping for Inspections and Maintenance activities F. REQUIREMENTS FOR THE CONTRACTOR AND SUBCONTRACTOR(S): The SWPPP Ledger shall provide a "Contractor's Certification Log" (Form 2), identifying the Company Name, Business Address and Telephone Number along with the Responsible Person for the CONTRACTOR and all subcontractors' who will implement the measures identified in the SWPPP. Each of the entities identified on Form 2 shall sign a "Contractor's Certification"(Form 3),verifying they have been instructed and fully understand the requirements of the New York State Department of Environmental Conservation and SWPPP. This certification must be signed, by a fully qualified individual on behalf of each entity, prior to the beginning of any construction activities and shall be filed in the project's SWPPP Ledger. Additionally, the "Trained Contractor" must be identified on Form 3 and his/her credentials should be kept on- site in the SWPPP ledger. G. STORMWATER POLLUTION PREVENTION PROGRAM LOCATION REQUIREMENTS: The SWPPP Ledger is meant to be a working document that shall be maintained at the site of the Construction Activities at all times throughout the project, shall be readily available upon request by the NOI Permittee's personnel or New York State Department of Environmental Conservation or any other agency with regulatory authority over stormwater issues, and shall be kept on-site until the site complies with the Final Stabilization section of this document. Refer to Part VII., F., Duty to Provide Information, of the General Permit for additional public viewing requirements. H. SWPPP LEDGER: The SWPPP Ledger shall be a 3-ring Binder,tabbed and indexed for the following sections: SECTION 1: o Written SWPPP SECTION 2: o Site Map and General Location Map o Erosion and Sediment Control Plan(s) SECTION 3: o New York State Notice of Intent o New York State NOI Acknowledgement Letter o New York State MS4 SWPPP Acceptance Form NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 2 SECTION 4: o New York State SPDES General Permit SECTION 5: o NOI Permittee's Certification(Form 1) o Contractor's/Subcontractor's Certification Log(Form 2) o Contractor's Certification for each contractor listed on Form 2(Form 3) o Inspection Report(Form 4) o Modification Report(Form 5) o Record of Stabilization and Construction Activities Report(Form 6) o Record of Temporary Erosion and Sediment Control Practices(Form 6A) o Project Rainfall Log(Form 7) o Final Stabilization/Termination Checklist(Form 8) SECTION 6: o Supplemental Information — Stormwater Management Design Narrative —Letter from OPRHP stating"No Impact"on Archaeological and/or Historic Places —Letter from NYS DEC stating"No Records" —Stormtech SC-740 Infiltration Chamber Technical Information —Stormtech MC-3500 Infiltration Chamber Technical Information —Porous Pavement Regular Inspection and Maintenance Guidance(UNHSC) -Porous Pavement Winter Maintenance Guidelines(UNHSC) SECTION 7: o Completed Inspection Forms The Project Manager must review and evaluate for compliance the SWPPP Ledger at each Project Review meeting. All Inspection and Maintenance Forms (Forms 4- 7)will be initialed by the Project Manager at each reporting interval. I. INSPECTIONS AND RECORD KEEPING: Inspections are required at least weekly by a "Qualified Inspector". Sites that have a waiver to disturb greater than five(5)acres require two(2)inspections every seven (7) days with at least two (2) days between inspections. Inspections shall continue until the site complies with the "Final Stabilization" section of this document and a Notice of Termination (NOT) has been filed with the NYSDEC. Each inspection must be followed up by a report documenting the inspector's findings and request the required maintenance and/or repair for the erosion and sedimentation control measures. The inspector shall notify the Project Manager within one day of the inspection of any deficiencies. Within one day of this notification the Project Manager must commence with corrective measures. It is imperative that the Project Manager documents the Inspection and Maintenance of all erosion and sedimentation control measures as soon as possible after the inspection and/or maintenance is completed. These records are used to prove that the required inspection and maintenance were performed and shall be placed in the SWPPP Ledger. In addition to inspection and maintenance reports, records should be kept of the Construction Activities that occur on the site. The Project Sponsor shall retain copies of the SWPPP, all reports and data for a minimum of five(5)years after the project is complete. The following list identifies the required Inspection and Maintenance documentation that must be maintained by the Project Manager under this SWPPP. • Form 4 Inspection Report for SWPPP • Form 5 Requested Changes to the SWPPP(Modification Report) • Form 6 Record of Stabilization and Construction Activities • Form 6A Record of Temporary Erosion and Sediment Control Practices • Form 7 Project Rainfall Log J. SWPPP MODIFICATIONS: The inspection report should also identify if any revisions to the SWPPP are NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 3 warranted due to unexpected conditions. The SWPPP is meant to be a dynamic working guide that is to be kept current and amended whenever the design, construction, operation, or maintenance of the site changes in a way which significantly affects the potential for the discharge of pollutants or when the plan proves to be ineffective in eliminating or significantly minimizing pollutant discharges. Any such changes to the SWPPP must be made in writing on the Modification Report Form(Form 5)within 7 days of the date such modification or amendment is made. The CONTRACTOR'S failure to monitor or report deficiencies to the NOI Permittee will result in the CONTRACTOR being liable for fines and construction delays resulting from any federal, state, or local agency enforcement action. K. FINAL STABILIZATION AND TERMINATION OF PERMIT COVERAGE: The site will be considered finally stabilized when all soil disturbing activities have been completed and a uniform perennial vegetative cover for the unpaved areas and areas not covered by permanent structures has been established or equivalent permanent stabilization measures have been established and the development area no longer discharges stormwater associated with construction activities and a Notice of Termination (NOT) form filed by the NOI Permittee with the New York State Department of Environmental Conservation. This filing terminates coverage under the General Permit and terminates the CONTRACTOR'S responsibility to implement the SWPPP. Requirements of the SWPPP,including periodic inspections,must be continued until the NOT is filed. II. SITE DESCRIPTION A. PROJECT NAME AND LOCATION The REGATTA VIEW- AREA B - PHASE 3 project site is geographically situated at Latitude N 43° 03' 34", Longitude W 73° 43' 35" in the CITY OF SARATOGA SPRINGS, SARATOGA COUNTY, NEW YORK. The site is located on the northeast corner of the intersection of NYS ROUTE 9P and REGATTA VIEW DRIVE. The project site is comprised of 6.79+/- acres of land. The overall disturbance area is 5.62+/- acres. The project is bounded on the north by DYER SWITCH ROAD, on the south by REGATTA VIEW DRIVE, on the east by PRIVATE PROPERTY and on the west by NYS ROUTE 9P. Access to the project will be from REGATTA VIEW DRIVE and DYER SWITCH ROAD. The entire parcel will remain privately owned and maintained, unless the roadway, Dartmouth Way, is dedicated to the City of Saratoga Springs in the future. If the roadway, Dartmouth Way is dedicated to the City of Saratoga Springs in the future, then the stormwater infrastructure will be owned and maintained by the City of Saratoga Springs. Approximately 2.54 acres of impervious surfaces, including travel surfaces and buildings will be constructed. Reclamation of disturbed areas will be conducted on an ongoing basis as construction progresses. B. NOI PERMITTEE'S NAME AND ADDRESS REGATTA VIEW, LLC 1743 ROUTE 9 CLIFTON PARK, NY 12065 C. PROJECT DESCRIPTION This project will involve the construction of 24 residential units in 12 buildings, associated driveways and a private road as approved by the CITY OF SARATOGA SPRINGS. Also included, as permanent elements of the development are connection to municipal sewer and water service and on-site stormwater management. The estimated time for completion of the construction project is approximately one (1)year. Soil disturbing activities will include: NOI Permittee: REGATTA VIEW,LLC REGATTA VIEW-AREA B-PHASE 3 4 III. CONTROLS A. EROSION AND SEDIMENT CONTROLS The following section describes the anticipated Erosion and Sediment Controls required for use during construction of the proposed site. These controls represent the MINIMUM erosion and sediment control measures that will be required to protect the site during construction. Additional erosion and sediment control measures will be necessary during construction. It will be the responsibility of the NOI permittee to authorize the CONTRACTOR to implement all additional erosion and sediment control measures necessary to protect the site during construction. 1. Stabilization practices include (but not limited to): a) Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed b) Frequent watering of excavation and fill areas to minimize wind erosion during construction. c) Use of stabilization fabric for all slopes having a slope of 1 V:3H or greater. d) Seeding and planting of all unpaved areas • Temporary seedings should be made within 24 hours of construction or disturbance. If not, the soil must be scarified prior to seeding. • Broadcasting or hydroseeding may be used as seeding methods. • Seeding mixtures should be as follows a) Ryegrass (annual or perennial) applied at 30 lbs. per acre (0.7 lbs./1000 sq. ft.) b) Certified "Aroostook" winter rye (cereal rye) applied at 100 lbs. per acre (2.5 lbs./1000 sq. ft.) *Winter rye shall be used if seeding in October/November. e) Topsoiling • Scarify all compact, slowly permeable, medium and fine textured subsoil areas. Scarify at approximately right angles to the slope direction in soil areas that are steeper than 5 percent. • Remove refuse, woody plant parts, stones over 3 inches in diameter and other liter. • Topsoil material shall have at least 2 percent by weight of fine textured stable organic material, and no greater than 6 percent. • Topsoil shall have no less than 20 percent fine textured material (passing the No. 200 sieve) and not more than 15 percent clay. • Topsoil shall not be placed when it is partly frozen, muddy, or on frozen slopes or over ice, snow, or standing water. f) Mulching • For grass / legume establishment apply straw mulch applied at 2 ton/acre (90 lbs./1000 sq. ft.) and anchor with wood fiber mulch (hydromulch) at 500-750 lbs./acre (11 — 17 lbs./1000 sq. ft.) g) Protecting Vegetation During Construction • Limit soil placement over existing tree and shrub roots to a maximum of 3 inches. • Use retaining walls and terraces to protect roots of trees and shrubs when grades are lowered. Lowered grades should start no closer than the dripline of the tree. • Avoid trenching within the dripline of the tree. • Construction limits should be identified and clearly marked to exclude equipment. 2. Structural practices include (but not limited to): a) Inlet protection and outlet protection using silt fences • See detail on Erosion and Sediment Control Plans b) Perimeter protection using silt fences c) Sediment basin(s) NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 6 d) Stabilized construction exit points • Aggregate size shall be 2 inch stone or reclaimed / recycled concrete equivalent • Thickness shall be not less than 6 inches • Width to be the full width of the access point, but not less than 12 ft • Length shall be as required, but not less than 50 ft. • Filter cloth shall be applied over the entire area to be covered with aggregate • The entrance shall be maintained in a condition which will prevent tracking of sediment onto public rights-of-way or streets. When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. e) Storm sewer, curbs and gutters f) Water Bar • Used where runoff protection is needed to prevent erosion on access roads or other narrow slopping areas (generally less than 100 ft in width). • Water bars shall cross at approximately 60 degrees with stable outlets. • Constructed with a minimum height of 18 inches from the channel bottom to the ridge top. • Horizontal spacing shall be 125 ft for slopes less than 5 percent, 100 ft for slopes between 5 and 10 percent, 75 ft for slopes between 10 and 20 percent, and 50 ft for slopes between 20 and 35 percent. h) Straw Bale Dike • Straw bale dikes have an estimated design life of three months. • Shall only be used where no other practice is feasible i) Stone Check Dam • Use graded stone 2 to 15 inches in size • Sediment accumulated behind the check dam shall be removed as needed to allow drainage through the check dam and prevent large flows from carrying sediment over the dam. 3. Sequence of Major Activities The CONTRACTOR will be responsible for implementing erosion and sediment control measures outlined in the SWPPP and any additional erosion and sediment control measures required to stabilize the site. The CONTRACTOR may designate these tasks to certain subcontractors as appropriate, but the ultimate responsibility for implementing these controls and ensuring their proper functioning remains with the CONTRACTOR. The order of activities will be as follows (refer to Stormwater Pollution Prevention Plan Sheet contained in this SWPPP for additional details): a) Construct temporary construction exits at locations shown on the SWPPP plan sheet. b) Install perimeter silt fences and sediment basins. c) Begin clearing and grubbing operations. Clearing and grubbing shall be done only in areas where earthwork will be performed and only in areas where building is planned to commence within 7 days after clearing and grubbing. Clearing and grubbing operations shall be limited so that no more than 5 acres of disturbed soil exists at any one time without prior written approval from the NYS DEC. d) Frequent watering of the excavation and fill areas shall be done to minimize wind erosion. e) Commence site grading and new building construction. f) Disturbed areas of the site where construction activity has ceased for more than 7 days should be temporarily seeded and watered. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 7 g) Install protective silt fences at all grate inlets, curb inlets, and at the ends of all exposed storm sewer pipes. h) Finalize pavement subgrade preparation. i) Construct all curb and gutter, gutter inlets, area inlets, and storm sewer manholes, as shown on the plans. Place required riprap at locations shown on the plans. j) Remove silt fences around inlets and manholes no more than 48 hours prior to placing stabilized base course. k) Install base material as required for pavement. 1) Carry out final grading and seeding and planting. m) Remove silt fencing only after all paving is complete and exposed surfaces are stabilized. n) Remove temporary construction exits only prior to pavement construction in these areas (These areas are to be paved last). 4. Stormwater Management The proposed stormwater management system was designed by The Environmental Design Partnership, Clifton Park, NY. The following paragraphs summarize the stormwater management measures to be incorporated on the site to control pollutants in stormwater discharges after construction is completed. A copy of the Stormwater Management Report is enclosed under Section 6 — Supplemental Information. Two stormwater management areas, constructed as underground infiltration chambers, porous pavement driveways, and a dry swale will provide sufficient volume to hold all storm events up to 100 years and allow the water to recharge into the ground. 5. Post -Construction Maintenance of the Stormwater Management System Post construction maintenance and protection of the Stormwater Management System shall be performed in accordance with Section VI. LONG TERM OPERATION AND MAINTENANCE PROCEDURES of the SWPPP. B. OTHER CONTROLS 1. Waste Disposal All waste materials will be collected and stored in a securely lidded metal dumpster rented from a local waste management company which must be a solid waste management company licensed to do business in New York State. The dumpster will comply with all local and state solid waste management regulations. All trash and construction debris from the site will be deposited in the dumpster. The dumpster will be emptied as often as necessary, and the trash will be hauled to a landfill approved by New York State and the local government authority. No construction waste materials will be buried on site. All personnel will be instructed regarding the correct procedures for waste disposal. Notices stating these practices will be posted in the job site construction office trailer, and the job site superintendent will be responsible for seeing that these procedures are followed. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 8 2. Sanitary Waste All sanitary waste will be collected from the portable units a minimum of two times per week by a licensed portable facility provider in complete compliance with local and state regulations. 3. Off -Site Vehicle Tracking A stabilized construction exit will be provided to help reduce vehicle tracking of sediments. The paved streets adjacent to the site entrance will be inspected daily and swept as necessary to remove any excess mud, dirt, or rock tracked from the site. Dump trucks hauling material from the construction site will be covered with a tarpaulin. The job site superintendent will be responsible for seeing that these procedures are followed. 4. Concrete Waste From Concrete Trucks a) Emptying of excess concrete and/or washout from concrete delivery trucks will be allowed on the job site, but only in either (1) specifically designated diked areas which have been prepared to prevent contact between the concrete and/or washout and stormwater which will be discharged from the site or (2) in locations where waste concrete can be poured into forms to make riprap or other useful concrete products. b) The hardened residue from the concrete washout diked areas will be disposed of in accordance with the procedures given in the Spill Prevention Control and Countermeasures (SPCC) Plan and in accordance with applicable state and federal regulations. The job site superintendent will be responsible for seeing that these procedures are followed. 5. Hazardous Substances and Hazardous Waste a) All hazardous waste materials will be disposed of by the CONTRACTOR in the manner specified by local, state, and/or federal regulations and by the manufacturer of such products. Site personnel will be instructed in these practices by the job site superintendent, who will also be responsible for seeing that these practices are followed. Material Safety Data Sheets (MSDS's) for each substance with hazardous properties that is used on the job site will be obtained and used for the proper management of potential wastes that may result from these products. An MSDS will be posted in the immediate area where such product is stored and/or used and another copy of each MSDS will be maintained in the SWPPP file at the job site construction trailer office. Each employee who must handle a substance with hazardous properties will be instructed on the use of MSDS sheets and the specific information in the applicable MSDS for the product he/she is using, particularly regarding spill control techniques. b) The CONTRACTOR will implement the Spill Prevention Control and Countermeasures (SPCC) Plan found within this SWPPP and will train all personnel in the proper cleanup and handling of spilled materials. No spilled hazardous materials or hazardous wastes will be allowed to come in contact with stormwater discharges. If such contact occurs, the stormwater discharge will be contained on site until appropriate measures in compliance with state and federal regulations are taken to dispose of such contaminated stormwater. It shall be the responsibility of the job site superintendent to properly train all personnel in the use of the SPCC plan. c) Any spills of hazardous materials which are in quantities in excess of Reportable Quantities as defined by EPA regulations shall be immediately reported to the EPA National Response Center 1-800-424-8802. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 9 d) In order to minimize the potential for a spill of hazardous materials to come into contact with stormwater, the following steps will be implemented: • All materials with hazardous properties (such as pesticides, petroleum products, fertilizers, detergents, construction chemicals, acids, paints, paint solvents, cleaning solvents, additives for soil stabilization, concrete curing compounds and additives, etc.) will be stored in a secure location, under cover, when not in use. All such materials shall have secondary containment to prevent contamination of soil and runoff. • The minimum practical quantity of all such materials will be kept on the job site. • A spill control and containment kit (containing, for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. • All of the product in a container will be used before the container is disposed of. All such containers will be triple -rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with stormwater discharges. • All products will be stored in and used from the original container with the original product label. • All products will be used in strict compliance with instructions on the product label. • The disposal of excess or used products will be in strict compliance with instructions on the product label. 6. Contaminated Soils a) Any contaminated soils (resulting from spills of materials with hazardous properties) which may result from construction activities will be contained and cleaned up immediately in accordance with the procedures given in the Spill Prevention Control and Countermeasures (SPCC) Plan and in accordance with applicable state and federal regulations. b) The job site superintendent will be responsible for seeing that these procedures are followed. IV. COMPLIANCE WITH FEDERAL, STATE, AND LOCAL REGULATIONS A. The CONTRACTOR will obtain copies of any and all local and state regulations that are applicable to stormwater management, erosion control, and pollution minimization at this job site and will comply fully with such regulations. The CONTRACTOR will submit written evidence of such compliance if requested by any agent of a regulatory body. The CONTRACTOR will comply with all conditions of the New York State Department of Environmental Conservation SPDES General Permit for Construction Activities, including the conditions related to maintaining the SWPPP and evidence of compliance with the SWPPP at the job site and allowing regulatory personnel access to the job site and to records in order to determine compliance. V. MAINTENANCE/INSPECTION PROCEDURES DURING CONSTRUCTION A. Erosion and Sediment Control and Stabilization Measures Maintenance and Inspection Practices 1. The following is a list of erosion and sediment controls to be used on this site during construction practice. a) Stabilization practices for this site include: NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 10 o Land clearing activities shall be done only in areas where earthwork will be performed and shall progress as earthwork is needed o Frequent watering of excavation and fill areas to minimize wind erosion during construction. o Use of stabilization fabric for all slopes having a slope of 1 V:3H or greater. o Permanent seeding and planting of all unpaved areas using the hydromulching grass seeding technique. b) Structural practices for this site include: o Perimeter protection using silt fences o Inlet protection and outlet protection using silt fences o Storm sewer, curbs and gutters o Stabilized construction exit points 2. The following inspection and maintenance practices will be used to maintain erosion and sediment controls and stabilization measures. a) All control measures will be inspected once every seven (7) days at a minimum. Sites that have a waiver to disturb greater than five (5) acres require two (2) inspections every seven (7) days with at least two (2) days between inspections. b) All measures will be maintained in good working order; if repairs are found to be necessary, they will be initiated within 24 hours of report. c) Built up sediment will be removed from silt fence when it has reached one-third the height of the fence. d) Silt fences will be inspected for depth of sediment, tears, etc., to see if the fabric is securely attached to the fence posts, and to see that the fence posts are securely in the ground. e) The sediment basins will be inspected for depth of sediment, and built up sediment will be removed when it reaches 50 percent of the capacity. f) Temporary and permanent seeding and all other stabilization measures will be inspected for bare spots, washouts, and healthy growth. g) A maintenance inspection report will be made after each inspection. Copies of the report forms to be completed by the inspector are included in this SWPPP. h) The job site superintendent will be responsible for selecting and training the individuals who will be responsible for these inspections, maintenance and repair activities, and filling out inspection and maintenance reports. i) Personnel selected for the inspection and maintenance responsibilities will receive appropriate instruction from the job site superintendent. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment controls that are used onsite in good working order. They will also be trained in the completion of, initiation of actions required by, and the filing of the inspection forms. Documentation of this personnel training will be kept on site with the SWPPP. j) Disturbed areas and material storage areas will be inspected for evidence of or potential for pollutants entering stormwater systems. k) Report to the NYS Department of Environmental Conservation within 24 hours any noncompliance with the SWPPP that will endanger public health or the environment. Follow up with a written report within 5 days of the noncompliance event. B. Inspection and Maintenance Report Forms Once installation of any required or optional erosion control device or measure has been implemented, weekly inspections of each measure shall be performed by the CONTRACTOR'S inspection personnel. The Inspection and Maintenance Reports found in this SWPPP shall be used by the inspectors to inventory and report the condition of each measure to assist in maintaining the erosion and sediment control measures in good working order. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 11 These report forms shall become an integral part of the SWPPP and shall be made readily accessible to governmental inspection officials, the NOI Permittee's Engineer, and the NOI Permittee for review upon request during visits to the project site. In addition, copies of the reports shall be provided to any of these persons, upon request, via mail or facsimile transmission. Inspection and maintenance report forms are to be maintained by the NOI Permittee for five years following the final stabilization of the site. C. Other Record -Keeping Requirements The CONTRACTOR shall keep the following records related to construction activities at the site: - Dates when major grading activities occur and the areas that were graded - Dates and details concerning the installation of structural controls - Dates when construction activities cease in an area - Dates when areas are stabilized, either temporarily or permanently - Dates of rainfall and the amount of rainfall - Dates and descriptions of the character and amount of any spills of hazardous materials - Records of reports filed with regulatory agencies if reportable quantities of hazardous materials spilled D. Winter Operations The following is a list of erosion and sediment controls and inspection and maintenance practices for winter operations for this site. a) Prior to November 1St of any given year all exposed soil areas must be covered with: o Mulch o Seed and mulch o Geotextile o Erosion control matting o Rock or o Other approved mulch to prevent soil from eroding b) Install sediment barriers (silt fence or drop inlet protection) at ALL necessary perimeter and sensitive locations BEFORE SOIL FREEZES. c) Slopes and Stockpiles: o Protect slopes and stockpiles with anchored straw or mulch, rolled erosion control product or other durable covering. o Sediment barrier must be installed around piles and at slope toes to prevent soil transport from the pile or slope. o Stabilize exposed areas BEFORE snow covers them. d) All entrance/exit locations must be properly stabilized and maintained to accommodate snow management. e) Inspections: o If soil disturbance is COMPLETELY suspended AND site is PROPERLY STABILIZED, qualified inspection frequency may be reduced with written notification to NYSDEC or MS4. o Confirmation must be received from NYSDEC prior to reducing inspection frequency. o Monthly inspections must be performed at a minimum. o Sediment control measures should be checked after rain or snowmelt events. o Regular inspections must resume by March 15th NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 12 VI. LONG TERM OPERATION AND MAINTENANCE PROCEDURES The proposed REGATTA VIEW - AREA B - PHASE 3 project will be PRIVATELY OWNED and the operation and maintenance requirements will be the responsibility of REGATTA VIEW, INC — A HOA unless the roadway, Dartmouth Way, is dedicated to the CITY OF SARATOGA SPRINGS in the future. If the roadway, Dartmouth Way is dedicated to the CITY OF SARATOGA SPRINGS in the future, then the stormwater infrastructure will be owned and maintained by the CITY OF SARATOGA SPRINGS. The entire Stormwater Management System shall be inspected on a yearly basis to ensure that the system operates in the manner originally intended. Copies of the inspection and maintenance reports shall be submitted to the City for filing. Specific components of the system shall require additional attention as described below. 1. Porous Pavement a. Pavement shall be inspected annually and following major storm events to ensure the system operates in the manner originally intended, including verify no water is ponding on pavement surface, pavement is not exhibiting structural damage, no grass is growing in pavement surface and underdrains aren't clogged. b. Debris and litter shall be removed from the pavement as necessary. c. Accumulated sand, grit and/or debris shall be removed from pavement if present. d. (Additional Maintenance and Inspection Guidelines are included in Section 6) 2. Closed Drainage System a. Catch basins and pipes shall be inspected annually and following major storm events to ensure the system operates in the manner originally intended. b. Catch basin sumps should be cleaned at least once per year in addition to the annual sweeping and cleaning of the roadway surface. 3. Stormtech Infiltration Chambers a. StormTech "Pretreatment Chambers" should be maintained on a bi-annual basis including sediment removal typically performed through jet vacuuming. b. In addition, general maintenance of all stormwater system catch basins and manholes should be performed as necessary to prevent sediment and debris buildup. c. Subterranean Stormwater Chambers i. Refer to the Inspection & Maintenance Procedures of StormTech Design Manual for SC-740/MC-3500 Chambers (copy attached in Section 6 - Supplemental Information) as summarized below: 1. Inspect ports and isolator rows for sediment. 2. Remove accumulated sediment using JetVac process. 3. Inspect and clean catch basins and manholes upstream of the StormTech system 4. Soil Restoration a. Compost shall be aged, from plant derived materials, free of viable weed seeds, have no visible free water or dust produced when handling, pass through a half inch screen and have a pH suitable to grow desired plants. b. Maintenance - A simple maintenance agreement should identify where Soil Restoration is applied, where newly restored areas are/cannot be cleared, who the responsible parties are to ensure that routine vegetation improvements are made (i.e., thinning, invasive plant removal, etc.). Soil compost amendments within a filter strip or grass channel should be located in public right of way, or within a dedicated stormwater or drainage easement. c. First year maintenance operations includes: ■ Initial inspections for the first six months (once after each storm greater than half-inch). ■ Reseeding to repair bare or eroding areas to assure grass stabilization. ■ Water once every three days for first month, and then provide a half inch of water per week during first year. Irrigation plan may be adjusted according to the rain event. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 13 ■ Fertilization may be needed in the fall after the first growing season to increase plant vigor. ■ Ongoing Maintenance: ■ Two points help ensure lasting results of decompaction: o Planting the appropriate ground cover with deep roots to maintain the soil structure. o Keeping the site free of vehicular and foot traffic or other weight loads. Consider pedestrian footpaths. (Sometimes it may be necessary to de -thatch the turf every few years). 5. Dry Swale a. Swale shall be inspected annually and following major storm events to ensure the system operates in the manner originally intended. b. Debris and litter shall be removed from the swale as necessary. c. Accumulated sand, grit and/or debris shall be removed from trench if present. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 14 STORMWATER POLLUTION PREVENTION PLAN SUMMARY OF EROSION AND SEDIMENT CONTROL AND STABILIZATION MEASURES MAINTENANCE/INSPECTION PROCEDURES ❑ All control measures will be inspected at least once every seven (7) days. Sites that have a waiver to disturb greater than five (5) acres require two (2) inspections every seven (7) days with at least two (2) days between inspections. ❑ All measures will be maintained in good working order; if a repair is necessary, it will be initiated within 24 hours of report. ❑ Built-up sediment will be removed from silt fences when it has reached one-third the height of the fence. ❑ Silt fences will be inspected for depth of sediment, tears, to see if the fabric is securely attached to the fence posts, and to see that the fence posts are firmly in the ground. ❑ Sediment basins, if present, will be inspected for depth of sediment, and built-up sediment will be removed when it reaches 50% of the design capacity or at the end of the job. ❑ Diversion dikes, if present, will be inspected and any breaches promptly repaired. ❑ Temporary and permanent seeding and planting and other stabilization measures will be inspected for bare spots, washouts, and healthy growth. ❑ A maintenance inspection report will be made after each inspection. Copies of the report forms to be used are included in this SWPPP. ❑ The site job superintendent will select the individuals who will be responsible for inspections, maintenance and repair activities, and filling out the inspection and maintenance reports. ❑ Personnel selected for inspection and maintenance responsibilities will receive training from the site job superintendent. They will be trained in all the inspection and maintenance practices necessary for keeping the erosion and sediment controls used onsite in good working order. ❑ Disturbed areas and materials storage areas will be inspected for evidence of or potential for pollutants entering stormwater systems. ❑ Report to The Department of Environmental Conservation within 24 hours any noncompliance with the SWPPP that will endanger public health or the environment. Follow up with a written report within 5 days of the noncompliance event. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 15 STORMWATER POLLUTION PREVENTION PLAN CONSTRUCTION/IMPLEMENTATION CHECKLIST 1. Maintain Records (Project Manager) of Construction Activities, including: ❑ Dates when major grading activities occur ❑ Dates when construction activities temporarily cease on a portion of the site ❑ Dates when construction activities permanently cease on a portion of the site ❑ Dates when stabilization measures are initiated on the site ❑ Dates of rainfall and the amount of rainfall ❑ Dates and descriptions of the character and amount of any spills of hazardous materials ❑ Records of reports filed with regulatory agencies if reportable quantities of hazardous materials spilled 2. Prepare Inspection Reports (Qualified Inspector) summarizing: ❑ Name of inspector ❑ Qualifications of inspector ❑ Measures/areas inspected ❑ Observed conditions ❑ Changes necessary to the SWPPP 3. Report Releases of Reportable Quantities of Oil or Hazardous Materials (Project Manager, if they occur): ❑ Notify National Response Center (1-800-424-8802) immediately ❑ Notify permitting authority in writing within 14 days ❑ Modify the pollution prevention plan to include: - the date of release - circumstances leading to the release - steps taken to prevent reoccurrence of the release 4. Modify Pollution Prevention Plan (per Qualified Inspector) as necessary to: ❑ Comply with the minimum permit requirements when notified by The Department of Environmental Conservation that the plan does not comply ❑ Address a change in design, construction operation, or maintenance that has an effect on the potential for discharge of pollutants ❑ Prevent reoccurrence of reportable quantity releases of a hazardous material or oil NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 16 VII. SPILL PREVENTION CONTROL AND COUNTERMEASURES (SPCC) PLAN A. MATERIALS COVERED The following materials or substances with known hazardous properties are expected to be present onsite during construction: Concrete Detergents Paints Paint solvents Fertilizers Soil stabilization additives Cleaning solvents Petroleum based products Pesticides Acids Concrete additives MATERIAL MANAGEMENT PRACTICES The following are the material management practices that will be used to reduce the risk of spills or other accidental exposure of materials and substances to stormwater runoff. 1. Good Housekeeping The following good housekeeping practices will be followed onsite during the construction project. a) An effort will be made to store only enough product required to do the job. b) All materials stored onsite will be stored in a neat, orderly manner and, if possible, under a roof or other enclosure. c) Products will be kept in their original containers with the original manufacturer's label in legible condition. d) Substances will not be mixed with one another unless recommended by the manufacturer. e) Whenever possible, all of a product will be used up before disposing of the container. f) Manufacturer's recommendations for proper use and disposal will be followed. g) The job site superintendent will be responsible for daily inspections to ensure proper use and disposal of materials. 2. Hazardous Products These practices will be used to reduce the risks associated with hazardous materials. a) Products will be kept in original containers with the original labels in legible condition. b) Original labels and material safety data sheets (MSDS's) will be procured and used for each material. c) If surplus product must be disposed of, manufacturer's or local/state/federal recommended methods for proper disposal will be followed. d) A spill control and containment kit (containing, for example, absorbent such as kitty litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.) will be provided at the storage site. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 17 e) All of the product in a container will be used before the container is disposed of. All such containers will be triple -rinsed with water prior to disposal. The rinse water used in these containers will be disposed of in a manner in compliance with state and federal regulations and will not be allowed to mix with stormwater discharges. 3. Product Specific Practices The following product specific practices will be followed on the job site. a) Petroleum Products All onsite vehicles will be monitored for leaks and receive regular preventative maintenance to reduce the chance of leakage. Petroleum products will be stored in tightly sealed containers which are clearly labeled. Any petroleum storage tanks used onsite will have a dike or berm containment structure constructed around it to contain any spills that may occur. Any asphalt substances used onsite will be applied according to the manufacturer's recommendations. b) Fertilizers Fertilizers will be applied only in the minimum amounts recommended by the manufacturer. Once applied, fertilizer will be worked in the soil to limit exposure to stormwater. Storage will be in a covered shed. The contents of any partially used bags of fertilizer will be transferred to a sealable plastic bin to avoid spills. c) Paints, Paint Solvents, and Cleaning Solvents All containers will be tightly sealed and stored when not in use. Excess paint and solvents will not be discharged to the storm sewer system but will be properly disposed of according to manufacturer's instructions or state and federal regulations. d) Concrete Trucks Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site, but only in either (1) specifically designated diked areas which have been prepared to prevent contact between the concrete and/or washout and stormwater which will be discharged from the site or (2) in locations where waste concrete can be poured into forms to make riprap or other useful concrete products. The hardened residue from the concrete washout diked areas will be disposed of in the same manner as other non -hazardous construction waste materials or may be broken up and used on site as deemed appropriate by the CONTRACTOR. The job site superintendent will be responsible for seeing that these procedures are followed. 4. Spill Prevention Practices In addition to the good housekeeping and material management practices discussed in the previous sections of this plan, the following practices will be followed for spill prevention and cleanup. a) Manufacturer's recommended methods for spill cleanup will be clearly posted and site personnel will be trained regarding these procedures and the location of the information and cleanup supplies. b) Materials and equipment necessary for spill cleanup will be kept in the material storage area onsite in spill control and containment kit (containing, for example, absorbent such as kitty NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 18 litter or sawdust, acid neutralizing powder, brooms, dust pans, mops, rags, gloves, goggles, plastic and metal trash containers, etc.). c) All spills will be cleaned up immediately after discovery. d) The spill area will be kept well ventilated and personnel will wear appropriate protective clothing to prevent injury from contact with the hazardous substances. e) Spills of toxic or hazardous materials will be reported to the appropriate federal, state, and/or local government agency, regardless of the size of the spill. Spills of amounts that exceed Reportable Quantities of certain substances specifically mentioned in federal regulations (40 CFR 302 list and oil) will be immediately reported to the EPA National Response Center, telephone 1-800-424-8802. Reportable Quantities of some substances which may be used at the job site are as follows: oil - appearance of a film or sheen on water pesticides - usually 1 lb. acids - 5000 lb. solvents, flammable - 100 lb. f) The SPCC plan will be adjusted to include measures to prevent this type of spill from recurring and how to clean up the spill if there is another one. A description of the spill, what caused it, and the cleanup measures will also be included. If the spill exceeds a Reportable Quantity, all federal regulations regarding reports of the incident will be complied with. g) The job site superintendent will be the spill prevention and cleanup coordinator. He will designate the individuals who will receive spill prevention and cleanup training. These individuals will each become responsible for a particular phase of prevention and cleanup. The names of these personnel will be posted in the material storage area and in the office trailer onsite. VIII. CONTROL OF ALLOWABLE NON-STORMWATER DISCHARGES A. Certain types of discharges are allowable under the NYS Department of Environmental Conservation SPDES General Permit for Construction Activity, and it is the intent of this SWPPP to allow such discharges. These types of discharges will be allowed under the conditions that no pollutants will be allowed to come in contact with the water prior to or after its discharge. The control measures, which have been outlined previously in this SWPPP, will be strictly followed to ensure that no contamination of these non-stormwater discharges takes place. The following allowable non-stormwater discharges that may occur from the job site include: a) Discharges from fire fighting activities b) Fire hydrant flushings (see note below) c) Waters used to wash vehicles or control dust in order to minimize offsite sediment tracking d) Potable water sources such as waterline flushings (see note below), irrigation drainage from watering vegetation, routine exterior building washdown (without detergents present) (See Note below) e) Pavement washwaters where spills or leaks of hazardous materials have not occurred or detergents have not been used NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 19 f) Springs and other uncontaminated groundwater, including dewatering ground water infiltration g) Foundation or footing drains where no contamination with process materials such as solvents is present NOTE: CONTRACTOR shall neutralize any super -chlorinated water from water distribution pipes before releasing it into the environment. Neutralization techniques are available from the Operator's Engineer. IX. CERTIFICATION AND NOTIFICATION A. The NYS Department of Environmental Conservation requires that certifications of knowledge of the contents of this SWPPP and agreement to follow the SWPPP be made by the NOI Permittee and the CONTRACTOR. The terms of the General Permit also require that each CONTRACTOR sign the SWPPP plan, (Form 3) thereby making them co -permittees and acknowledging their responsibility for certain operational aspects of the plan. These certifications should be signed before the CONTRACTOR begins activities and should be filed with the site's SWPPP at the jobsite. These certifications are provided within this document, see Table of Contents for location. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 20 13t h A-V a Sizi ra toga Race Co u r -.e �Jftio'j) 4 � V ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment 1 II U o S 01 Lly f: Lake Ave I SITE LOCATION I Sa raloga N zitio na I Golf Club .::Z-- 4U La e Lonely 14440wbrook Rd 9 P.1, Fish C reek ur Long: -73.6236 Lat/ o -c T Lat: 42.0521 10 0.2 0.41ni Figure 1: Site Location Map 20 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edplip.com a SECTION 3 Federal, State or Local Notice of Intent (NOI) NYSDEC NOI Acknowledgement Letter NYSDEC MS4 SWPPP Acceptance Form NOI for coverage under Stormwater General Permit for Construction Activity version 1.18 (Submission #: 354-E6AM-8GH4, version 1) PRINTED ON 5/23/2019 Summary Submission M 354-E6AM-8GH4 Date Submitted: Not Submitted Form: NOI for coverage under Stormwater General Permit for Construction Activity Status: Draft version 1.18 (Regatta View) Applicant: Brandon Ferguson Active Steps: Form Submitted Reference M Description: NOI for coverage under Stormwater General Permit for Construction Activity Notes There are currently no Submission Notes. Details Owner/Operator Information Owner/Operator Name (Company/Private Owner/Municipality/Agency/Institution, etc.) Regatta View, LLC Owner/Operator Contact Person Last Name (NOT CONSULTANT) Belmonte Owner/Operator Contact Person First Name Peter Owner/Operator Mailing Address 1743 U.S. Route 9 Clifton Park State New York Zip 12065 Phone 5183711000 Email peter@belmontebuilders.com Federal Tax ID NONE PROVIDED Project Location Project/Site Name Regatta View - Area B - Phase 3 Street Address (Not P.O. Box) Union Ave - NYS Route 9 P Side of Street North City/Town/Village (THAT ISSUES BUILDING PERMIT) Saratoga Springs New York 12866 County SARATOGA DEC Region 5 Name of Nearest Cross Street Dyer Switch Road Distance to Nearest Cross Street (Feet) 0 Project In Relation to Cross Street South Tax Map Numbers Section -Block -Parcel 180.54.2 Tax Map Numbers 180.54.2-30 1. Coordinates Provide the Geographic Coordinates for the project site. The two methods are: - Navigate to the project location on the map (below) and click to place a marker and obtain the XY coordinates. - The "Find Me" button will provide the lat/long for the person filling out this form. Then pan the map to the correct location and click the map to place a marker and obtain the XY coordinate Navigate to your location and click on the map to get the X,Y coordinates 43.059326, -73.726251 Project Details 2. What is the nature of this project? New Construction 3. Select the predominant land use for both pre and post development conditions. Pre -Development Existing Landuse Forest Post -Development Future Land Use Town Home Residential 3a. If Single Family Subdivision was selected in question 3, enter the number of subdivision lots. NONE PROVIDED 4. In accordance with the larger common plan of development or sale, enter the total project site acreage, the acreage to be disturbed and the future impervious area (acreage)within the disturbed area. *** ROUND TO THE NEAREST TENTH OF AN ACRE. * Total Site Area (acres) 6.97 Total Area to be Disturbed (acres) 5.62 Existing Impervious Area to be Disturbed (acres) 0.05 Future Impervious Area Within Disturbed Area (acres) 2.54 5. Do you plan to disturb more than 5 acres of soil at any one time? No 6. Indicate the percentage (%) of each Hydrologic Soil Group(HSG) at the site. A (%) 100 B (%) 0 C (%) 0 D (%) 0 7. Is this a phased project? Yes 8. Enter the planned start and end dates of the disturbance activities. Start Date 06/17/2019 End Date 06/22/2020 9. Identify the nearest surface waterbody(ies) to which construction site runoff will discharge. Saragota Lake 9a. Type of waterbody identified in question 9? Lake Off Site Other Waterbody Type Off Site Description NONE PROVIDED 9b. If "wetland" was selected in 9A, how was the wetland identified? NONE PROVIDED 10. Has the surface waterbody(ies in question 9 been identified as a 303(d) segment in Appendix E of GP -0-16-002? No 11. Is this project located in one of the Watersheds identified in Appendix C of GP -0-16-002? No 12. Is the project located in one of the watershed areas associated with AA and AA -S classified waters? No If No, skip question 13. 13. Does this construction activity disturb land with no existing impervious cover and where the Soil Slope Phase is identified as an E or F on the USDA Soil Survey? If Yes, what is the acreage to be disturbed? NONE PROVIDED 14. Will the project disturb soils within a State regulated wetland or the protected 100 foot adjacent area? No 16. Does the site runoff enter a separate storm sewer system (including roadside drains, swales, ditches, culverts, etc)? lore 16. What is the name of the municipality/entity that owns the separate storm sewer system? NONE PROVIDED 17. Does any runoff from the site enter a sewer classified as a Combined Sewer? No 18. Will future use of this site be an agricultural property as defined by the NYS Agriculture and Markets Law? No 19. Is this property owned by a state authority, state agency, federal government or local government? No 20. Is this a remediation project being done under a Department approved work plan? (i.e. CERCLA, RCRA, Voluntary Cleanup Agreement, etc.) No Required SWPPP Components 21. Has the required Erosion and Sediment Control component of the SWPPP been developed in conformance with the current NYS Standards and Specifications for Erosion and Sediment Control (aka Blue Book)? Yes 22. Does this construction activity require the development of a SWPPP that includes the post -construction stormwater management practice component (i.e. Runoff Reduction, Water Quality and Quantity Control practices/techniques)? Yes If you answered No in question 22, skip question 23 and the Post -construction Criteria and Post -construction SMP Identification sections. 23. Has the post -construction stormwater management practice component of the SWPPP been developed in conformance with the current NYS Stormwater Management Design Manual? Yes 24. The Stormwater Pollution Prevention Plan (SWPPP) was prepared by: Professional Engineer (P.E.) SWPPP Preparer The Environmental Design Partnership Contact Name (Last, Space, First) Ferguson, , Brandon Mailing Address 900 Route 146 Clifton Park New York 12065 Phone 5183717621 beferguson@edplip.com Download SWPPP Preparer Certification Form Please take the following steps to prepare and upload your preparer certification form: 1) Click on the link below to download a blank certification form 2) The certified SWPPP preparer should sign this form 3) Scan the signed form 4) Upload the scanned doc Download SWPPP Preparer Certification Form Please upload the SWPPP Preparer Certification - Attachment Regatta View SWPPP Preparer Form.pdf Comment: NONE PROVIDED Erosion & Sediment Control Criteria 25. Has a construction sequence schedule for the planned management practices been prepared? Yes 26. Select all of the erosion and sediment control practices that will be employed on the project site: Temporary Structural Dust Control Sediment Basin Silt Fence Stabilized Construction Entrance Storm Drain Inlet Protection Biotechnical None Vegetative Measures Grassed Waterway Protecting Vegetation Seeding Topsoiling Permanent Structural Land Grading Other NONE PROVIDED Post -Construction Criteria * IMPORTANT: Completion of Questions 27-39 is not required if response to Question 22 is No. 27. Identify all site planning practices that were used to prepare the final site plan/layout for the project. Driveway Reduction 27a. Indicate which of the following soil restoration criteria was used to address the requirements in Section 6.1.6("Soil Restoration") of the Design Manual (2010 version). All disturbed areas will be restored in accordance with the Soil Restoration requirements in Table 5.3 of the Design Manual (see page 5-22). 28. Provide the total Water Quality Volume (WQv) required for this project (based on final site plan/layout). (Acre-feet) 0.246 29. Post -construction SMP Identification Use the Post -construction SMP Identification section to identify the RR techniques (Area Reduction), RR techniques(Volume Reduction) and Standard SMPs with RRv Capacity that were used to reduce the Total WQv Required (#28). Identify the SMPs to be used by providing the total impervious area that contributes runoff to each technique/practice selected. For the Area Reduction Techniques, provide the total contributing area (includes pervious area) and, if applicable, the total impervious area that contributes runoff to the technique/practice. Note: Redevelopment projects shall use the Post -Construction SMP Identification section to identify the SMPs used to treat and/or reduce the WQv required. If runoff reduction techniques will not be used to reduce the required WQv, skip to question 33a after identifying the SM 30. Indicate the Total RRv provided by the RR techniques (Area/Volume Reduction) and Standard SMPs with RRv capacity identified in question 29. (acre-feet) 0.246 31. Is the Total RRv provided (#30) greater than or equal to the total WQv required (#28)? Yes If Yes, go to question 36. If No, go to question 32. 32. Provide the Minimum RRv required based on HSG. [Minimum RRv Required = (P) (0.95) (Ai) / 12, Ai=(s) (Aic)] (acre-feet) NONE PROVIDED 32a. Is the Total RRv provided (#30) greater than or equal to the Minimum RRv Required (#32)? If Yes, go to question 33. Note: Use the space provided in question #39 to summarize the specific site limitations and justification for not reducing 100% of WQv required (#28). A detailed evaluation of the specific site limitations and justification for not reducing 100% of the WQv required (#28) must also be included in the SWPPP. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria. 33. SMPs Use the Post -construction SMP Identification section to identify the Standard SMPs and, if applicable, the Alternative SMPs to be used to treat the remaining total WQv (=Total WQv Required in #28 - Total RRv Provided in #30). Also, provide the total impervious area that contributes runoff to each practice selected. NOTE: Use the Post -construction SMP Identification section to identify the SMPs used on Redevelopment proje 33a. Indicate the Total WQv provided (i.e. WQv treated) by the SMPs identified in question #33 and Standard SMPs with RRv Capacity identified in question #29. (acre-feet) NONE PROVIDED Note: For the standard SMPs with RRv capacity, the WQv provided by each practice = the WQv calculated using the contributing drainage area to the practice - provided by the practice. (See Table 3.5 in Design Manual) 34. Provide the sum of the Total RRv provided (#30) and the WQv provided (#33a). NONE PROVIDED 35. Is the sum of the RRv provided (#30) and the WQv provided (#33a) greater than or equal to the total WQv required (#28)? If Yes, go to question 36. If No, sizing criteria has not been met; therefore, NOI can not be processed. SWPPP preparer must modify design to meet sizing criteria 36. Provide the total Channel Protection Storage Volume (CPv required and provided or select waiver (#36a), if applicable. CPv Required (acre-feet) 0.269 CPv Provided (acre-feet) 0.524 36a. The need to provide channel protection has been waived because - 37. Provide the Overbank Flood (Qp) and Extreme Flood (Qf) control criteria or select waiver (#37a), if applicable. Overbank Flood Control Criteria (Qp) Total Contributing Impervious Acres for Sheetflow to Riparian Buffers/Filter Strips (RR -2) 0 Total Contributing Acres for Tree Planting/Tree Pit (RR -3) 0 Total Contributing Impervious Acres for Tree Planting/Tree Pit (RR -3) 0 Total Contributing Acres for Disconnection of Rooftop Runoff (RR -4) 0 RR Techniques (Volume Reduction) Total Contributing Impervious Acres for Disconnection of Rooftop Runoff (RR -4) 0 Total Contributing Impervious Acres for Vegetated Swale (RR -5) 0 Total Contributing Impervious Acres for Rain Garden (RR -6) 0 Total Contributing Impervious Acres for Stormwater Planter (RR -7) 0 Total Contributing Impervious Acres for Rain Barrel/Cistern (RR -8) 0 Total Contributing Impervious Acres for Porous Pavement (RR -9) 1.51 Total Contributing Impervious Acres for Green Roof (RR -10) 0 Standard SMPs with RRv Capacity Total Contributing Impervious Acres for Infiltration Trench (1-1) 0.0 Total Contributing Impervious Acres for Infiltration Basin (1-2) 0 Total Contributing Impervious Acres for Dry Well (1-3) 0 Total Contributing Impervious Acres for Underground Infiltration System (1-4) 0.84 Total Contributing Impervious Acres for Bioretention (F-5) 0 Total Contributing Impervious Acres for Dry Swale (0-1) 0.20 Standard SMPs Total Contributing Impervious Acres for Micropool Extended Detention (P-1) 0 Total Contributing Impervious Acres for Wet Pond (P-2) 0 Total Contributing Impervious Acres for Wet Extended Detention (P-3) 0 Total Contributing Impervious Acres for Multiple Pond System (P-4) 0 Total Contributing Impervious Acres for Pocket Pond (P-5) 0 Total Contributing Impervious Acres for Surface Sand Filter (F-1) 0 Total Contributing Impervious Acres for Underground Sand Filter (F-2) 0 Total Contributing Impervious Acres for Perimeter Sand Filter (F-3) 0 Total Contributing Impervious Acres for Organic Filter (F-4) 0 Total Contributing Impervious Acres for Shallow Wetland (W-1) 0 Total Contributing Impervious Acres for Extended Detention Wetland (W-2) 0 Total Contributing Impervious Acres for Pond/Wetland System (W-3) 0 Total Contributing Impervious Acres for Pocket Wetland (W-4) 0 Total Contributing Impervious Acres for Wet Swale (0-2) 0 Alternative SMPs (DO NOT INCLUDE PRACTICES BEING USED FOR PRETREATMENT ONLY) Total Contributing Impervious Area for Hydrodynamic 0 Total Contributing Impervious Area for Wet Vault 0 Total Contributing Impervious Area for Media Filter 0 "Other" Alternative SMP? NONE PROVIDED Total Contributing Impervious Area for "Other" NONE PROVIDED Provide the name and manufaturer of the alternative SMPs (i.e. proprietary practice(s)) being used for WQv treatment. Note: Redevelopment projects which do not use RR techniques, shall use questions 28, 29, 33 and 33a to provide SMPs used, total WQv required and total WQv provided for the project. Manufacturer of Alternative SMP NONE PROVIDED Name of Alternative SMP NONE PROVIDED Other Permits 40. Identify other DEC permits, existing and new, that are required for this project/facility. SPDES Multi -Sector GP (Enter SPDES # below) If SPDES Multi -Sector GP, then give permit ID NONE PROVIDED If Other, then identify NONE PROVIDED 41. Does this project require a US Army Corps of Engineers Wetland Permit? No If "Yes," then indicate Size of Impact, in acres, to the nearest tenth NONE PROVIDED 42. If this NOI is being submitted for the purpose of continuing or transferring coverage under a general permit for stormwater runoff from construction activities, please indicate the former SPDES number assigned. NONE PROVIDED MS4 SWPPP Acceptance 43. Is this project subject to the requirements of a regulated, traditional land use control MS4? Yes - Please attach the MS4 Acceptance form below If No, skip question 44 44. Has the "MS4 SWPPP Acceptance" form been signed by the principal executive officer or ranking elected official and submitted along with this NOI? MS4 SWPPP Acceptance Form Download Download form from the link below. Complete, sign, and upload. MS4 SWPPP Acceptance Form MS4 Acceptance Form Upload - Attachment NONE PROVIDED Comment: NONE PROVIDED Owner/Operator Certification Owner/Operator Certification Form Download Download the certification form by clicking the link below. Complete, sign, scan, and upload the form. Owner/Operator Certification Form (PDF, 45KB) Upload Owner/Operator Certification Form * - Attachment SWPPP Operator Certification Form.pdf Comment: NONE PROVIDED Attachments Date Attachment Name Context Status History Date User Processing Status None Processing Steps Step Name Assigned To/Completed By Date Completed Form Submitted Deemed Complete Toni Cioffi SECTION 4 Federal, State or Local NPDES General Permit 7 NEWYORK Department of STATE Of OPPORTUNITY Environmental Lonservation NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES 1 From Permit No. GP -0-15-002 Issued Pursuant to Article 17, Titles 7, 8 and Article 70 of the Environmental Conservation Law Effective Date: January 29, 2015 Expiration Date: January 28, 2020 Modification Date: July 14, 2015 — Correction of typographical error in definition of "New Development", Appendix A November 23, 2016 — Updated to require the use of the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. The use of this standard will be required as of February 1, 2017. John J. Ferguson Chief Permit Administrator AN.hors 6d Sighatur, Address,: NYS DEC Division of Environmental Permits 625 Broadway, 4th Floor Albany, N.Y. 12233-1750 0 ="- PREFACE Pursuant to Section 402 of the Clean Water Act ("CWK), stormwater discharges from certain construction activities are unlawful unless they are authorized by a National Pollutant Discharge Elimination System ("NPDES') permit or by a state permit program. New York's State Pollutant Discharge Elimination System ("SPDES') is a NPDES- approved program with permits issued in accordance with the Environmental Conservation Law ("ECL'). This general permit ("permit") is issued pursuant to Article 17, Titles 7, 8 and Article 70 of the ECL. An owner or operator may obtain coverage under this permit by submitting a Notice of Intent ("NOI") to the Department. Copies of this permit and the NOI for New York are available by calling (518) 402-8109 or at any New York State Department of Environmental Conservation ("the Department") regional office (see Appendix G).They are also available on the Department's website at: http://www.dec.ny. oc�v/ An owner or operator of a construction activity that is eligible for coverage under this permit must obtain coverage prior to the commencement of construction activity. Activities that fit the definition of "construction activity', as defined under 40 CFR 122.26(b)(14)(x), (15)(i), and (15)(ii), constitute construction of a point source and therefore, pursuant to Article 17-0505 of the ECL, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. They cannot wait until there is an actual discharge from the construction site to obtain permit coverage. *Note: The italicized words/phrases within this permit are defined in Appendix A. NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Part I. PERMIT COVERAGE AND LIMITATIONS..............................................................1 A. Permit Application.................................................................................................1 B. Effluent Limitations Applicable to Discharges from Construction Activities ...........1 C. Post -construction Stormwater Management Practice Requirements ....................4 D. Maintaining Water Quality.....................................................................................8 E. Eligibility Under This General Permit.....................................................................9 F. Activities Which Are Ineligible for Coverage Under This General Permit ..............9 Part II. OBTAINING PERMIT COVERAGE.....................................................................12 A. Notice of Intent (NOI) Submittal..........................................................................12 B. Permit Authorization............................................................................................13 C. General Requirements For Owners or Operators With Permit Coverage ...........15 D. Permit Coverage for Discharges Authorized Under GP -0-10-001 .......................17 E. Change of Owner or Operator.............................................................................17 Part III. STORMWATER POLLUTION PREVENTION PLAN(SWPPP)...........................18 A. General SWPPP Requirements..........................................................................18 B. Required SWPPP Contents................................................................................20 C. Required SWPPP Components by Project Type.................................................23 Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS.....................................24 A. General Construction Site Inspection and Maintenance Requirements ..............24 B. Contractor Maintenance Inspection Requirements.............................................24 C. Qualified Inspector Inspection Requirements......................................................24 Part V. TERMINATION OF PERMIT COVERAGE...........................................................28 A. Termination of Permit Coverage.........................................................................28 Part VI. REPORTING AND RETENTION OF RECORDS................................................30 A. Record Retention................................................................................................30 B. Addresses...........................................................................................................30 Part VII. STANDARD PERMIT CONDITIONS.................................................................31 A. Duty to Comply....................................................................................................31 B. Continuation of the Expired General Permit........................................................31 C. Enforcement........................................................................................................31 D. Need to Halt or Reduce Activity Not a Defense...................................................31 E. Duty to Mitigate...................................................................................................32 F. Duty to Provide Information.................................................................................32 G. Other Information................................................................................................32 H. Signatory Requirements......................................................................................32 I. Property Rights.......................................................................................................34 J. Severability.............................................................................................................34 K. Requirement to Obtain Coverage Under an Alternative Permit ...........................34 L. Proper Operation and Maintenance....................................................................35 M. Inspection and Entry...........................................................................................35 N. Permit Actions.....................................................................................................36 O. Definitions...........................................................................................................36 P. Re -Opener Clause..............................................................................................36 Q. Penalties for Falsification of Forms and Reports ................................................. 36 R. Other Permits......................................................................................................36 APPENDIXA....................................................................................................................37 APPENDIXB....................................................................................................................44 APPENDIXC...................................................................................................................46 APPENDIXD...................................................................................................................52 APPENDIXE....................................................................................................................53 APPENDIXF....................................................................................................................55 (Part I) Part I. PERMIT COVERAGE AND LIMITATIONS A. Permit Application This permit authorizes stormwater discharges to surface waters of the State from the following construction activities identified within 40 CFR Parts 122.26(b)(14)(x), 122.26(b)(1 5)(i) and 122.26(b)(15)(ii), provided all of the eligibility provisions of this permit are met: 1. Construction activities involving soil disturbances of one (1) or more acres; including disturbances of less than one acre that are part of a larger common plan of development or sale that will ultimately disturb one or more acres of land; excluding routine maintenance activity that is performed to maintain the original line and grade, hydraulic capacity or original purpose of a facility; 2_ Construction activities involving soil disturbances of less than one (1) acre where the Department has determined that a SPDES permit is required for stormwater discharges based on the potential for contribution to a violation of a water quality standard or for significant contribution of pollutants to surface waters of the State. 3. Construction activities located in the watershed(s) identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. B. Effluent Limitations Applicable to Discharges from Construction Activities Discharges authorized by this permit must achieve, at a minimum, the effluent limitations in Part 1.B.1. (a) — (f) of this permit. These limitations represent the degree of effluent reduction attainable by the application of best practicable technology currently available._ 1. Erosion and Sediment Control Requirements -The owner or operator must select, design, install, implement and maintain control measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. The selection, design, installation, implementation, and maintenance of these control measures must meet the non -numeric effluent limitations in Part 1.B.1.(a) — (f) of this permit and be in accordance with the New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, using sound engineering judgment. Where control measures are not designed in conformance with the design criteria included in the technical standard, the owner or operator must include in the Stormwater Pollution Prevention Plan ("SWPPP") the reason(s) for the deviation or alternative design and provide information (Part 1.B.1) which demonstrates that the deviation or alternative design is equivalent to the technical standard. a. Erosion and Sediment Controls. Design, install and maintain effective erosion and sediment controls to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such controls must be designed, installed and maintained to: (i) Minimize soil erosion through application of runoff control and soil stabilization control measure to minimize pollutant discharges; (ii) Control stormwater discharges to minimize channel and streambank erosion and scour in the immediate vicinity of the discharge points; (iii) Minimize the amount of soil exposed during construction activity; (iv) Minimize the disturbance of steep slopes; (v) Minimize sediment discharges from the site; (vi) Provide and maintain natural buffers around surface waters, direct stormwater to vegetated areas and maximize stormwater infiltration to reduce pollutant discharges, unless infeasible; (vii) Minimize soil compaction. Minimizing soil compaction is not required where the intended function of a specific area of the site dictates that it be compacted; and (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover. b. Soil Stabilization. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within fourteen (14) days from the date the current soil disturbance activity ceased. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. See Appendix A for definition of Temporarily Ceased. c. Dewatering. Discharges from dewatering activities, including discharges 2 (Part 1.B.1.c) from dewatering of trenches and excavations, must be managed by appropriate control measures. d. Pollution Prevention Measures. Design, install, implement, and maintain effective pollution prevention measures to minimize the discharge of pollutants and prevent a violation of the water quality standards. At a minimum, such measures must be designed, installed, implemented and maintained to: (i) Minimize the discharge of pollutants from equipment and vehicle washing, wheel wash water, and other wash waters. This applies to washing operations that use clean water only. Soaps, detergents and solvents cannot be used; (ii) Minimize the exposure of building materials, building products, construction wastes, trash, landscape materials, fertilizers, pesticides, herbicides, detergents, sanitary waste and other materials present on the site to precipitation and to stormwater. Minimization of exposure is not required in cases where the exposure to precipitation and to stormwater will not result in a discharge of pollutants, or where exposure of a specific material or product poses little risk of stormwater contamination (such as final products and materials intended for outdoor use) ; and (iii) Prevent the discharge of pollutants from spills and leaks and implement chemical spill and leak prevention and response procedures. e. Prohibited Discharges. The following discharges are prohibited: (i) Wastewater from washout of concrete; (ii) Wastewater from washout and cleanout of stucco, paint, form release oils, curing compounds and other construction materials; (iii) Fuels, oils, or other pollutants used in vehicle and equipment operation and maintenance; (iv) Soaps or solvents used in vehicle and equipment washing; and (v) Toxic or hazardous substances from a spill or other release. f. Surface Outlets. When discharging from basins and impoundments, the outlets shall be designed, constructed and maintained in such a manner that sediment does not leave the basin or impoundment and that erosion 3 (Part I.C.2.a.ii) that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume ("Cpv"): Provide 24 hour extended detention of the post -developed 1 -year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria ("Qp"): Requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria ("Qf'): Requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. b. Sizing Criteria for New Development in Enhanced Phosphorus Removal Watershed (i) Runoff Reduction Volume (RRv): Reduce the total Water Quality Volume (WQv) by application of RR techniques and standard SMPs with RRv capacity. The total WQv is the runoff volume from the 1 -year, 24 hour design storm over the post -developed watershed and shall be calculated in accordance with the criteria in Section 10.3 of the Design Manual. (ii) Minimum RRv and Treatment of Remaining Total WQv: Construction activities that cannot meet the criteria in Part I.C.2.b.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or 5 (Part I.C.2.b.ii) standard SMP with RRv capacity unless infeasible. The specific site limitations that prevent the reduction of 100% of the WQv shall be documented in the SWPPP. For each impervious area that is not directed to a RR technique or standard SMP with RRv capacity, the SWPPP must include documentation which demonstrates that all options were considered and for each option explains why it is considered infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the Minimum RRv as calculated using the criteria in Section 10.3 of the Design Manual. The remaining portion of the total WQv that cannot be reduced shall be treated by application of standard SMPs. (iii) Channel Protection Volume (Cpv): Provide 24 hour extended detention of the post -developed 1 -year, 24-hour storm event; remaining after runoff reduction. The Cpv requirement does not apply when: (1) Reduction of the entire Cpv is achieved by application of runoff reduction techniques or infiltration systems, or (2) The site discharges directly to tidal waters, or fifth order or larger streams. (iv) Overbank Flood Control Criteria (Qp): Requires storage to attenuate the post -development 10 -year, 24-hour peak discharge rate (Qp) to predevelopment rates. The Qp requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. (v) Extreme Flood Control Criteria (Qf): Requires storage to attenuate the post -development 100 -year, 24-hour peak discharge rate (Qf) to predevelopment rates. The Qf requirement does not apply when: (1) the site discharges directly to tidal waters or fifth order or larger streams, or (2) A downstream analysis reveals that overbank control is not required. c. Sizing Criteria for Redevelopment Activity 6 (Part I.C.2.c.i) (i) Water Quality Volume (WQv): The WQv treatment objective for redevelopment activity shall be addressed by one of the following options. Redevelopment activities located in an Enhanced Phosphorus Removal Watershed (see Part 111.6.3. and Appendix C of this permit) shall calculate the WQv in accordance with Section 10.3 of the Design Manual. All other redevelopment activities shall calculate the WQv in accordance with Section 4.2 of the Design Manual. (1) Reduce the existing impervious cover by a minimum of 25% of the total disturbed, impervious area. The Soil Restoration criteria in Section 5.1.6 of the Design Manual must be applied to all newly created pervious areas, or (2) Capture and treat a minimum of 25% of the WQv from the disturbed, impervious area by the application of standard SMPs; or reduce 25% of the WQv from the disturbed, impervious area by the application of RR techniques or standard SMPs with RRv capacity., or (3) Capture and treat a minimum of 75% of the WQv from the disturbed, impervious area as well as any additional runoff from tributary areas by application of the alternative practices discussed in Sections 9.3 and 9.4 of the Design Manual., or (4) Application of a combination of 1, 2 and 3 above that provide a weighted average of at least two of the above methods. Application of this method shall be in accordance with the criteria in Section 9.2.1 (B) (IV) of the Design Manual. If there is an existing post -construction stormwater management practice located on the site that captures and treats runoff from the impervious area that is being disturbed, the WQv treatment option selected must, at a minimum, provide treatment equal to the treatment that was being provided by the existing practice(s) if that treatment is greater than the treatment required by options 1 — 4 above. (ii) Channel Protection Volume (Cpv): Not required if there are no changes to hydrology that increase the discharge rate from the project site. (iii) Overbank Flood Control Criteria (Qp): Not required if there are no changes to hydrology that increase the discharge rate from the project site. 7 (Part I.C.2.c.iv) (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site. d. Sizing Criteria for Combination of Redevelopment Activity and New Development Construction projects that include both New Development and Redevelopment Activity shall provide post -construction stormwater management controls that meet the sizing criteria calculated as an aggregate of the Sizing Criteria in Part I.C.2.a. or b. of this permit for the New Development portion of the project and Part I.C.2.c of this permit for Redevelopment Activity portion of the project. D. Maintaining Water Quality The Department expects that compliance with the conditions of this permit will control discharges necessary to meet applicable water quality standards. It shall be a violation of the ECL for any discharge to either cause or contribute to a violation of water quality standards as contained in Parts 700 through 705 of Title 6 of the Official Compilation of Codes, Rules and Regulations of the State of New York, such as: 1. There shall be no increase in turbidity that will cause a substantial visible contrast to natural conditions; There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and There shall be no residue from oil and floating substances, nor visible oil film, nor globules of grease. If there is evidence indicating that the stormwater discharges authorized by this permit are causing, have the reasonable potential to cause, or are contributing to a violation of the water quality standards; the owner or operator must take appropriate corrective action in accordance with Part IV.C.5. of this general permit and document in accordance with Part IV.C.4. of this general permit. To address the water quality standard violation the owner or operator may need to provide additional information, include and implement appropriate controls in the SWPPP to correct the problem, or obtain an individual SPDES permit. If there is evidence indicating that despite compliance with the terms and conditions of this general permit it is demonstrated that the stormwater discharges authorized by this permit are causing or contributing to a violation of water quality standards, or 8 (Part LD) if the Department determines that a modification of the permit is necessary to prevent a violation of water quality standards, the authorized discharges will no longer be eligible for coverage under this permit. The Department may require the owner or operator to obtain an individual SPDES permit to continue discharging. E. Eligibility Under This General Permit 1. This permit may authorize all discharges of stormwater from construction activity to surface waters of the State and groundwaters except for ineligible discharges identified under subparagraph F. of this Part. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges from construction activities. . Notwithstanding paragraphs E.1 and E.2 above, the following non- stormwater discharges may be authorized by this permit: discharges from firefighting activities; fire hydrant flushings; waters to which cleansers or other components have not been added that are used to wash vehicles or control dust in accordance with the SWPPP, routine external building washdown which does not use detergents; pavement washwaters where spills or leaks of toxic or hazardous materials have not occurred (unless all spilled material has been removed) and where detergents are not used; air conditioning condensate; uncontaminated groundwater or spring water; uncontaminated discharges from construction site de -watering operations; and foundation or footing drains where flows are not contaminated with process materials such as solvents. For those entities required to obtain coverage under this permit, and who discharge as noted in this paragraph, and with the exception of flows from firefighting activities, these discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part LD of this permit. r The owner or operator must maintain permit eligibility to discharge under this permit. Any discharges that are not compliant with the eligibility conditions of this permit are not authorized by the permit and the owner or operator must either apply for a separate permit to cover those ineligible discharges or take steps necessary to make the discharge eligible for coverage. F. Activities Which Are Ineligible for Coverage Under This General Permit All of the following are not authorized by this permit: 0 (Part LF) 1. Discharges after construction activities have been completed and the site has undergone final stabilization; Discharges that are mixed with sources of non-stormwater other than those expressly authorized under subsection E.3. of this Part and identified in the SWPPP required by this permit; Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; r Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or operator has obtained a permit issued pursuant to 6 NYCRR Part 182 for the project or the Department has issued a letter of non -jurisdiction for the project. All documentation necessary to demonstrate eligibility shall be maintained on site in accordance with Part II.C.2 of this permit. 5e Discharges which either cause or contribute to a violation of water quality standards adopted pursuant to the ECL and its accompanying regulations; 6. Construction activities for residential, commercial and institutional projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which disturb one or more acres of land with no existing impervious cover; and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. . Construction activities for linear transportation projects and linear utility projects: a. Where the discharges from the construction activities are tributary to waters of the state classified as AA or AA -s; and b. Which disturb two or more acres of land with no existing impervious cover; and c. Which are undertaken on land with a Soil Slope Phase that is identified as an E or F, or the map unit name is inclusive of 25% or greater slope, on the USDA Soil Survey for the County where the disturbance will occur. 10 (Part I.F.8) Construction activities that have the potential to affect an historic property, unless there is documentation that such impacts have been resolved. The following documentation necessary to demonstrate eligibility with this requirement shall be maintained on site in accordance with Part II.C.2 of this permit and made available to the Department in accordance with Part VII.F of this permit: a. Documentation that the construction activity is not within an archeologically sensitive area indicated on the sensitivity map, and that the construction activity is not located on or immediately adjacent to a property listed or determined to be eligible for listing on the National or State Registers of Historic Places, and that there is no new permanent building on the construction site within the following distances from a building, structure, or object that is more than 50 years old, or if there is such a new permanent building on the construction site within those parameters that NYS Office of Parks, Recreation and Historic Preservation (OPRHP), a Historic Preservation Commission of a Certified Local Government, or a qualified preservation professional has determined that the building, structure, or object more than 50 years old is not historically/archeologically significant. ■ 1-5 acres of disturbance - 20 feet ■ 5-20 acres of disturbance - 50 feet ■ 20+ acres of disturbance - 100 feet, or b. DEC consultation form sent to OPRHP, and copied to the NYS DEC Agency Historic Preservation Officer (APO), and (i) the State Environmental Quality Review (SEAR) Environmental Assessment Form (EAF) with a negative declaration or the Findings Statement, with documentation of OPRHP's agreement with the resolution; or (ii) documentation from OPRHP that the construction activity will result in No Impact; or (iii) documentation from OPRHP providing a determination of No Adverse Impact; or (iv) a Letter of Resolution signed by the owner/operator, OPRHP and the DEC APO which allows for this construction activity to be eligible for coverage under the general permit in terms of the State Historic Preservation Act (SHPA); or c. Documentation of satisfactory compliance with Section 106 of the National Historic Preservation Act for a coterminous project area: (i) No Affect (ii) No Adverse Affect 11 (Part I.F.8.c.iii) (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. e Discharges from construction activities that are subject to an existing SPDES individual or general permit where a SPDES permit for construction activity has been terminated or denied; or where the owner or operator has failed to renew an expired individual permit. Part II. OBTAINING PERMIT COVERAGE A.Notice of Intent (NOI) Submittal 1. An owner or operator of a construction activity that is not subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then submit a completed NOI form to the Department in order to be authorized to discharge under this permit. An owner or operator shall use either the electronic (eN01) or paper version of the NOI that the Department prepared. Both versions of the NOI are located on the Department's website (http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the following address. NOTICE OF INTENT NYS DEC, Bureau of Water Permits 625 Broadway, 4t" Floor Albany, New York 12233-3505 2_ An owner or operator of a construction activity that is subject to the requirements of a regulated, traditional land use control MS4 must first prepare a SWPPP in accordance with all applicable requirements of this permit and then have its SWPPP reviewed and accepted by the regulated, traditional land use control MS4 prior to submitting the NOI to the Department. The owner or operator shall have the "MS4 SWPPP Acceptance" form signed in accordance with Part VII.H., and then submit that form along with a completed NOI to the Department. An owner or operator shall use either the electronic (eN01) or paper version of the NOI. The paper version of the NOI shall be signed in accordance with Part VII.H. of this permit and submitted to the address in Part II.A.1. 12 (Part II.A.2) The requirement for an owner or operator to have its SWPPP reviewed and accepted by the MS4 prior to submitting the NOI to the Department does not apply to an owner or operator that is obtaining permit coverage in accordance with the requirements in Part II.E. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4. 3- The owner or operator shall have the SWPPP preparer sign the "SWPPP Preparer Certification" statement on the NOI prior to submitting the form to the Department. Y As of the date the NOI is submitted to the Department, the owner or operator shall make the NOI and SWPPP available for review and copying in accordance with the requirements in Part VII.F. of this permit. B. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. r Authorization to discharge under this permit will be effective when the owner or operator has satisfied all of the following criteria: a. project review pursuant to the State Environmental Quality Review Act ("SEQRA") have been satisfied, when SEQRA is applicable. See the Department's website (http://www.dec.ny.gov/) for more information, b. where required, all necessary Department permits subject to the Uniform Procedures Act ("UPA') (see 6 NYCRR Part 621) have been obtained, unless otherwise notified by the Department pursuant to 6 NYCRR 621.3(a)(4). Owners or operators of construction activities that are required to obtain UPA permits must submit a preliminary SWPPP to the appropriate DEC Permit Administrator at the Regional Office listed in Appendix F at the time all other necessary UPA permit applications are submitted. The preliminary SWPPP must include sufficient information to demonstrate that the construction activity qualifies for authorization under this permit, c. the final SWPPP has been prepared, and d. a complete NOI has been submitted to the Department in accordance with the requirements of this permit. .. An owner or operator that has satisfied the requirements of Part II.6.2 above 13 (Part 11.6.3) will be authorized to discharge stormwater from their construction activity in accordance with the following schedule: a. For construction activities that are not subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives a complete electronic version of the NOI (eNOI) for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part 111.6.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post -construction stormwater management practices pursuant to Part III.C.; or (ii) Sixty (60) business days from the date the Department receives a complete NOI (electronic or paper version) for construction activities with a SWPPP that has not been prepared in conformance with the design criteria in technical standard referenced in Part 111.6.1. or, for construction activities that require post -construction stormwater management practices pursuant to Part III.C., the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, or; (iii) Ten (10) business days from the date the Department receives a complete paper version of the NOI for construction activities with a SWPPP that has been prepared in conformance with the design criteria in the technical standard referenced in Part 111.6.1 and the performance criteria in the technical standard referenced in Parts III.B., 2 or 3, for construction activities that require post - construction stormwater management practices pursuant to Part III.C. b. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4: (i) Five (5) business days from the date the Department receives both a complete electronic version of the NOI (eNOI) and signed "MS4 SWPPP Acceptance" form, or (ii) Ten (10) business days from the date the Department receives both a complete paper version of the NOI and signed "MS4 SWPPP Acceptance" form. 4. The Department may suspend or deny an owner's or operator's coverage 14 (Part 11.6.4) under this permit if the Department determines that the SWPPP does not meet the permit requirements. In accordance with statute, regulation, and the terms and conditions of this permit, the Department may deny coverage under this permit and require submittal of an application for an individual SPDES permit based on a review of the NOI or other information pursuant to Part ll. 5- Coverage under this permit authorizes stormwater discharges from only those areas of disturbance that are identified in the NOI. If an owner or operator wishes to have stormwater discharges from future or additional areas of disturbance authorized, they must submit a new NOI that addresses that phase of the development, unless otherwise notified by the Department. The owner or operator shall not commence construction activity on the future or additional areas until their authorization to discharge under this permit goes into effect in accordance with Part II.B. of this permit. C. General Requirements For Owners or Operators With Permit Coverage . The owner or operator shall ensure that the provisions of the SWPPP are implemented from the commencement of construction activity until all areas of disturbance have achieved final stabilization and the Notice of Termination ("NOT") has been submitted to the Department in accordance with Part V. of this permit. This includes any changes made to the SWPPP pursuant to Part III.A.4. of this permit. 2_ The owner or operator shall maintain a copy of the General Permit (GP -0- 15-002), N O I , NO/ Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, and all documentation necessary to demonstrate eligibility with this permit at the construction site until all disturbed areas have achieved final stabilization and the NOT has been submitted to the Department. The documents must be maintained in a secure location, such as a job trailer, on-site construction office, or mailbox with lock. The secure location must be accessible during normal business hours to an individual performing a compliance inspection. 3. The owner or operator of a construction activity shall not disturb greater than five (5) acres of soil at any one time without prior written authorization from the Department or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity). At a minimum, the owner or operator must comply with the following requirements in order to be authorized to disturb greater than five (5) acres of soil at any one time: a. The owner or operator shall 15 (Part II.C.3.a) have a qualified inspector conduct at least two (2) site inspections in accordance with Part IV.C. of this permit every seven (7) calendar days, for as long as greater than five (5) acres of soil remain disturbed. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. b. In areas where soil disturbance activity has temporarily or permanently ceased, the application of soil stabilization measures must be initiated by the end of the next business day and completed within seven (7) days from the date the current soil disturbance activity ceased. The soil stabilization measures selected shall be in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. c. The owner or operator shall prepare a phasing plan that defines maximum disturbed area per phase and shows required cuts and fills. d. The owner or operator shall install any additional site specific practices needed to protect water quality. e. The owner or operator shall include the requirements above in their SWPPP. 4. In accordance with statute, regulations, and the terms and conditions of this permit, the Department may suspend or revoke an owner's or operator's coverage under this permit at any time if the Department determines that the SWPPP does not meet the permit requirements. Upon a finding of significant non-compliance with the practices described in the SWPPP or violation of this permit, the Department may order an immediate stop to all activity at the site until the non-compliance is remedied. The stop work order shall be in writing, describe the non-compliance in detail, and be sent to the owner or operator. 5.. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the regulated, traditional land use control MS4 in writing of any planned amendments or modifications to the post -construction stormwater management practice component of the SWPPP required by Part III.A. 4. and 5. of this permit. Unless otherwise notified by the regulated, traditional land use control MS4, the owner or operator shall have the SWPPP amendments or modifications reviewed and accepted by the regulated, traditional land use control MS4 prior to commencing construction of the post -construction stormwater management practice 16 (Part ILD) D. Permit Coverage for Discharges Authorized Under GP -0-10-001 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP -0-10-001), an owner or operator of a construction activity with coverage under GP -0-10-001, as of the effective date of GP -0-15-002, shall be authorized to discharge in accordance with GP -0-15-002, unless otherwise notified by the Department. An owner or operator may continue to implement the technical/design components of the post -construction stormwater management controls provided that such design was done in conformance with the technical standards in place at the time of initial project authorization. However, they must comply with the other, non -design provisions of GP -0-15-002. E. Change of Owner or Operator When property ownership changes or when there is a change in operational control over the construction plans and specifications, the original owner or operator must notify the new owner or operator, in writing, of the requirement to obtain permit coverage by submitting a NOI with the Department. Once the new owner or operator obtains permit coverage, the original owner or operator shall then submit a completed NOT with the name and permit identification number of the new owner or operator to the Department at the address in Part II.A.1. of this permit. If the original owner or operator maintains ownership of a portion of the construction activity and will disturb soil, they must maintain their coverage under the permit. Permit coverage for the new owner or operator will be effective as of the date the Department receives a complete NOI, provided the original owner or operator was not subject to a sixty (60) business day authorization period that has not expired as of the date the Department receives the NOI from the new owner or operator. 17 (Part III) Part III. STORMWATER POLLUTION PREVENTION PLAN (SWPPP) A. General SWPPP Requirements 1. A SWPPP shall be prepared and implemented by the owner or operator of each construction activity covered by this permit. The SWPPP must document the selection, design, installation, implementation and maintenance of the control measures and practices that will be used to meet the effluent limitations in Part I.B. of this permit and where applicable, the post -construction stormwater management practice requirements in Part I.C. of this permit. The SWPPP shall be prepared prior to the submittal of the NOI. The NOI shall be submitted to the Department prior to the commencement of construction activity. A copy of the completed, final NOI shall be included in the SWPPP. r The SWPPP shall describe the erosion and sediment control practices and where required, post -construction stormwater management practices that will be used and/or constructed to reduce the pollutants in stormwater discharges and to assure compliance with the terms and conditions of this permit. In addition, the SWPPP shall identify potential sources of pollution which may reasonably be expected to affect the quality of stormwater discharges. . All SWPPPs that require the post -construction stormwater management practice component shall be prepared by a qualified professional that is knowledgeable in the principles and practices of stormwater management and treatment. } The owner or operator must keep the SWPPP current so that it at all times accurately documents the erosion and sediment controls practices that are being used or will be used during construction, and all post -construction stormwater management practices that will be constructed on the site. At a minimum, the owner or operator shall amend the SWPPP: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; b. whenever there is a change in design, construction, or operation at the construction site that has or could have an effect on the discharge of pollutants; and c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority. The Department may notify the owner or operator at any time that the im (Part III.A.5) SWPPP does not meet one or more of the minimum requirements of this permit. The notification shall be in writing and identify the provisions of the SWPPP that require modification. Within fourteen (14) calendar days of such notification, or as otherwise indicated by the Department, the owner or operator shall make the required changes to the SWPPP and submit written notification to the Department that the changes have been made. If the owner or operator does not respond to the Department's comments in the specified time frame, the Department may suspend the owner's or operator's coverage under this permit or require the owner or operator to obtain coverage under an individual SPDES permit in accordance with Part II.C.4. of this permit. 6. Prior to the commencement of construction activity, the owner or operator must identify the contractor(s) and subcontractor(s) that will be responsible for installing, constructing, repairing, replacing, inspecting and maintaining the erosion and sediment control practices included in the SWPPP; and the contractor(s) and subcontractor(s) that will be responsible for constructing the post -construction stormwater management practices included in the SWPPP. The owner or operator shall have each of the contractors and subcontractors identify at least one person from their company that will be responsible for implementation of the SWPPP. This person shall be known as the trained contractor. The owner or operator shall ensure that at least one trained contractor is on site on a daily basis when soil disturbance activities are being performed. The owner or operator shall have each of the contractors and subcontractors identified above sign a copy of the following certification statement below before they commence any construction activity: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations" In addition to providing the certification statement above, the certification page must also identify the specific elements of the SWPPP that each contractor and subcontractor will be responsible for and include the name and title of the person providing the signature; the name and title of the 19 (Part 111.B.1.d) activity at the site that results in soil disturbance; e. A description of the minimum erosion and sediment control practices to be installed or implemented for each construction activity that will result in soil disturbance. Include a schedule that identifies the timing of initial placement or implementation of each erosion and sediment control practice and the minimum time frames that each practice should remain in place or be implemented; f. A temporary and permanent soil stabilization plan that meets the requirements of this general permit and the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016, for each stage of the project, including initial land clearing and grubbing to project completion and achievement of final stabilization; g. A site map/construction drawing(s) showing the specific location(s), size(s), and length(s) of each erosion and sediment control practice; h. The dimensions, material specifications, installation details, and operation and maintenance requirements for all erosion and sediment control practices. Include the location and sizing of any temporary sediment basins and structural practices that will be used to divert flows from exposed soils; i. A maintenance inspection schedule for the contractor(s) identified in Part III.A.6. of this permit, to ensure continuous and effective operation of the erosion and sediment control practices. The maintenance inspection schedule shall be in accordance with the requirements in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016; j. A description of the pollution prevention measures that will be used to control litter, construction chemicals and construction debris from becoming a pollutant source in the stormwater discharges; k. A description and location of any stormwater discharges associated with industrial activity other than construction at the site, including, but not limited to, stormwater discharges from asphalt plants and concrete plants located on the construction site; and I. Identification of any elements of the design that are not in conformance with the design criteria in the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Include the reason for the deviation or alternative design 21 (Part 111.6.1.1) and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. 2, Post -construction stormwater management practice component — The owner or operator of any construction project identified in Table 2 of Appendix B as needing post -construction stormwater management practices shall prepare a SWPPP that includes practices designed in conformance with the applicable sizing criteria in Part I.C.2.a., c. or d. of this permit and the performance criteria in the technical standard, New York State Stormwater Management Design Manual dated January 2015 Where post -construction stormwater management practices are not designed in conformance with the performance criteria in the technical standard, the owner or operator must include in the SWPPP the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the technical standard. The post -construction stormwater management practice component of the SWPPP shall include the following: a. Identification of all post -construction stormwater management practices to be constructed as part of the project. Include the dimensions, material specifications and installation details for each post -construction stormwater management practice; b. A site map/construction drawing(s) showing the specific location and size of each post -construction stormwater management practice; c. A Stormwater Modeling and Analysis Report that includes: (i) Maps) showing pre -development conditions, including watershed/subcatchments boundaries, flow paths/routing, and design points; (ii) Map(s) showing post -development conditions, including watershed/subcatchments boundaries, flow paths/routing, design points and post -construction stormwater management practices; (iii) Results of stormwater modeling (i.e. hydrology and hydraulic analysis) for the required storm events. Include supporting calculations (model runs), methodology, and a summary table that compares pre and post -development runoff rates and volumes for the different storm events; (iv) Summary table, with supporting calculations, which demonstrates 22 (Part 111.B.2.c.iv) that each post -construction stormwater management practice has been designed in conformance with the sizing criteria included in the Design Manual; (v) Identification of any sizing criteria that is not required based on the requirements included in Part I.C. of this permit; and (vi) Identification of any elements of the design that are not in conformance with the performance criteria in the Design Manual. Include the reason(s) for the deviation or alternative design and provide information which demonstrates that the deviation or alternative design is equivalent to the Design Manual; d. Soil testing results and locations (test pits, borings); e. Infiltration test results, when required; and f. An operations and maintenance plan that includes inspection and maintenance schedules and actions to ensure continuous and effective operation of each post -construction stormwater management practice. The plan shall identify the entity that will be responsible for the long term operation and maintenance of each practice. 3- Enhanced Phosphorus Removal Standards - All construction projects identified in Table 2 of Appendix B that are located in the watersheds identified in Appendix C shall prepare a SWPPP that includes post - construction stormwater management practices designed in conformance with the applicable sizing criteria in Part I.C.2. b., c. or d. of this permit and the performance criteria, Enhanced Phosphorus Removal Standards included in the Design Manual. At a minimum, the post -construction stormwater management practice component of the SWPPP shall include items 2.a - 2.f. above. C. Required SWPPP Components by Project Type Unless otherwise notified by the Department, owners or operators of construction activities identified in Table 1 of Appendix B are required to prepare a SWPPP that only includes erosion and sediment control practices designed in conformance with Part I I1.B.1 of this permit. Owners or operators of the construction activities identified in Table 2 of Appendix B shall prepare a SWPPP that also includes post -construction stormwater management practices designed in conformance with Part III.6.2 or 3 of this permit. 23 (Part IV) Part IV. INSPECTION AND MAINTENANCE REQUIREMENTS A. General Construction Site Inspection and Maintenance Requirements 1. The owner or operator must ensure that all erosion and sediment control practices (including pollution prevention measures) and all post - construction stormwater management practices identified in the SWPPP are inspected and maintained in accordance with Part IV.B. and C. of this permit. 2} The terms of this permit shall not be construed to prohibit the State of New York from exercising any authority pursuant to the ECL, common law or federal law, or prohibit New York State from taking any measures, whether civil or criminal, to prevent violations of the laws of the State of New York, or protect the public health and safety and/or the environment. B. Contractor Maintenance Inspection Requirements 1 The owner or operator of each construction activity identified in Tables 1 and 2 of Appendix B shall have a trained contractor inspect the erosion and sediment control practices and pollution prevention measures being implemented within the active work area daily to ensure that they are being maintained in effective operating condition at all times. If deficiencies are identified, the contractor shall begin implementing corrective actions within one business day and shall complete the corrective actions in a reasonable time frame. 2, For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the trained contractor can stop conducting the maintenance inspections. The trained contractor shall begin conducting the maintenance inspections in accordance with Part IV.B.1. of this permit as soon as soil disturbance activities resume. . For construction sites where soil disturbance activities have been shut down with partial project completion, the trained contractor can stop conducting the maintenance inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. C. Qualified Inspector Inspection Requirements 24 (Part IV.C) The owner or operator shall have a qualified inspector conduct site inspections in conformance with the following requirements: [Note: The trained contractor identified in Part III.A.6. and IV.B. of this permit cannot conduct the qualified inspector site inspections unless they meet the qualified inspector qualifications included in Appendix A. In order to perform these inspections, the trained contractor would have to be a: - licensed Professional Engineer, - Certified Professional in Erosion and Sediment Control (CPESC), - Registered Landscape Architect, or - someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity]. 1.. A qualified inspector shall conduct site inspections for all construction activities identified in Tables 1 and 2 of Appendix B, with the exception of: a. the construction of a single family residential subdivision with 25% or less impervious cover at total site build -out that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; b. the construction of a single family home that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres and is not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E; c. construction on agricultural property that involves a soil disturbance of one (1) or more acres of land but less than five (5) acres; and d. construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. 2. Unless otherwise notified by the Department, the qualified inspector shall conduct site inspections in accordance with the following timetable: a. For construction sites where soil disturbance activities are on-going, the qualified inspector shall conduct a site inspection at least once every seven (7) calendar days. b. For construction sites where soil disturbance activities are on-going and 25 (Part IV.C.2.b) the owner or operator has received authorization in accordance with Part II.C.3 to disturb greater than five (5) acres of soil at any one time, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall be separated by a minimum of two (2) full calendar days. c. For construction sites where soil disturbance activities have been temporarily suspended (e.g. winter shutdown) and temporary stabilization measures have been applied to all disturbed areas, the qualified inspector shall conduct a site inspection at least once every thirty (30) calendar days. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to reducing the frequency of inspections. d. For construction sites where soil disturbance activities have been shut down with partial project completion, the qualified inspector can stop conducting inspections if all areas disturbed as of the project shutdown date have achieved final stabilization and all post -construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational. The owner or operator shall notify the DOW Water (SPDES) Program contact at the Regional Office (see contact information in Appendix F) or, in areas under the jurisdiction of a regulated, traditional land use control MS4, the regulated, traditional land use control MS4 (provided the regulated, traditional land use control MS4 is not the owner or operator of the construction activity) in writing prior to the shutdown. If soil disturbance activities are not resumed within 2 years from the date of shutdown, the owner or operator shall have the qualified inspector perform a final inspection and certify that all disturbed areas have achieved final stabilization, and all temporary, structural erosion and sediment control measures have been removed; and that all post -construction stormwater management practices have been constructed in conformance with the SWPPP by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice" certification statements on the NOT. The owner or operator shall then submit the completed NOT form to the address in Part II.A.1 of this permit. e. For construction sites that directly discharge to one of the 303(d) segments listed in Appendix E or is located in one of the watersheds listed in Appendix C, the qualified inspector shall conduct at least two (2) site inspections every seven (7) calendar days. The two (2) inspections shall 26 (Part IV.C.2.e) be separated by a minimum of two (2) full calendar days. ,_ At a minimum, the qualified inspector shall inspect all erosion and sediment control practices and pollution prevention measures to ensure integrity and effectiveness, all post -construction stormwater management practices under construction to ensure that they are constructed in conformance with the SWPPP, all areas of disturbance that have not achieved final stabilization, a I I points of discharge to natural surface wate rbod i es located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. . The qualified inspector shall prepare an inspection report subsequent to each and every inspection. At a minimum, the inspection report shall include and/or address the following: a. Date and time of inspection; b. Name and title of person(s) performing inspection; c. A description of the weather and soil conditions (e.g. dry, wet, saturated) at the time of the inspection; d. A description of the condition of the runoff at all points of discharge from the construction site. This shall include identification of any discharges of sediment from the construction site. Include discharges from conveyance systems (i.e. pipes, culverts, ditches, etc.) and overland flow; e. A description of the condition of all natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site which receive runoff from disturbed areas. This shall include identification of any discharges of sediment to the surface waterbody; f. Identification of all erosion and sediment control practices and pollution prevention measures that need repair or maintenance; g. Identification of all erosion and sediment control practices and pollution prevention measures that were not installed properly or are not functioning as designed and need to be reinstalled or replaced; h. Description and sketch of areas with active soil disturbance activity, areas that have been disturbed but are inactive at the time of the inspection, and areas that have been stabilized (temporary and/or final) since the last inspection; 27 (Part IV.C.4.i) i. Current phase of construction of all post -construction stormwater management practices and identification of all construction that is not in conformance with the SWPPP and technical standards; j. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment control practices and pollution prevention measures; and to correct deficiencies identified with the construction of the post -construction stormwater management practice(s); k. Identification and status of all corrective actions that were required by previous inspection; and I. Digital photographs, with date stamp, that clearly show the condition of all practices that have been identified as needing corrective actions. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report being maintained onsite within seven (7) calendar days of the date of the inspection. The qualified inspector shall also take digital photographs, with date stamp, that clearly show the condition of the practice(s) after the corrective action has been completed. The qualified inspector shall attach paper color copies of the digital photographs to the inspection report that documents the completion of the corrective action work within seven (7) calendar days of that inspection. Within one business day of the completion of an inspection, the qualified inspector shall notify the owner or operator and appropriate contractor or subcontractor identified in Part III.A.6. of this permit of any corrective actions that need to be taken. The contractor or subcontractor shall begin implementing the corrective actions within one business day of this notification and shall complete the corrective actions in a reasonable time frame. 6. All inspection reports shall be signed by the qualified inspector. Pursuant to Part II.C.2. of this permit, the inspection reports shall be maintained on site with the SWPPP. Part V. TERMINATION OF PERMIT COVERAGE A. Termination of Permit Coverage 1. An owner or operator that is eligible to terminate coverage under this permit must submit a completed NOT form to the address in Part II.A.1 of this permit. The NOT form shall be one which is associated with this permit, signed in accordance with Part VII.H of this permit. W (Part V.A.2) 2.. An owner or operator may terminate coverage when one or more the following conditions have been met: a. Total project completion - All construction activity identified in the SWPPP has been completed; and all areas of disturbance have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post -construction stormwater management practices have been constructed in conformance with the SWPPP and are operational; b. Planned shutdown with partial project completion - All soil disturbance activities have ceased; and all areas disturbed as of the project shutdown date have achieved final stabilization; and all temporary, structural erosion and sediment control measures have been removed; and all post - construction stormwater management practices required for the completed portion of the project have been constructed in conformance with the SWPPP and are operational; c. A new owner or operator has obtained coverage under this permit in accordance with Part II.E. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. e For construction activities meeting subdivision 2a. or 2b. of this Part, the owner or operator shall have the qualified inspector perform a final site inspection prior to submitting the NOT. The qualified inspector shall, by signing the "Final Stabilization" and "Post -Construction Stormwater Management Practice certification statements on the NOT, certify that all the requirements in Part V.A.2.a. or b. of this permit have been achieved. 4. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4 and meet subdivision 2a. or 2b. of this Part, the owner or operator shall have the regulated, traditional land use control MS4 sign the "MS4 Acceptance" statement on the NOT in accordance with the requirements in Part VII.H. of this permit. The regulated, traditional land use control MS4 official, by signing this statement, has determined that it is acceptable for the owner or operator to submit the NOT in accordance with the requirements of this Part. The regulated, traditional land use control MS4 can make this determination by performing a final site inspection themselves or by accepting the qualified inspector's final site inspection certification (s) required in Part V.A.3. of this permit. 29 (Part V.A.5) 5e For construction activities that require post -construction stormwater management practices and meet subdivision 2a. of this Part, the owner or operator must, prior to submitting the NOT, ensure one of the following: a. the post -construction stormwater management practice(s) and any right- of-ways) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, b. an executed maintenance agreement is in place with the municipality that will maintain the post -construction stormwater management practice(s), c. for post -construction stormwater management practices that are privately owned, the owner or operator has a mechanism in place that requires operation and maintenance of the practice(s) in accordance with the operation and maintenance plan, such as a deed covenant in the owner or operator's deed of record, d. for post -construction stormwater management practices that are owned by a public or private institution (e.g. school, university, hospital), government agency or authority, or public utility; the owner or operator has policy and procedures in place that ensures operation and maintenance of the practices in accordance with the operation and maintenance plan. Part VI. REPORTING AND RETENTION OF RECORDS A. Record Retention The owner or operator shall retain a copy of the NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form and any inspection reports that were prepared in conjunction with this permit for a period of at least five (5) years from the date that the Department receives a complete NOT submitted in accordance with Part V. of this general permit. B. Addresses With the exception of the NOI, NOT, and MS4 SWPPP Acceptance form (which must be submitted to the address referenced in Part II.A.1 of this permit), all written correspondence requested by the Department, including individual permit applications, shall be sent to the address of the appropriate DOW Water (SPDES) Program contact at the Regional Office listed in Appendix F. 30 (Part VII) Part VII. STANDARD PERMIT CONDITIONS A. Duty to Comply The owner or operator must comply with all conditions of this permit. All contractors and subcontractors associated with the project must comply with the terms of the SWPPP. Any non-compliance with this permit constitutes a violation of the Clean Water Act (CWA) and the ECL and is grounds for an enforcement action against the owner or operator and/or the contractor/subcontractor; permit revocation, suspension or modification; or denial of a permit renewal application. Upon a finding of significant non-compliance with this permit or the applicable SWPPP, the Department may order an immediate stop to all construction activity at the site until the non-compliance is remedied. The stop work order shall be in writing, shall describe the non-compliance in detail, and shall be sent to the owner or operator. If any human remains or archaeological remains are encountered during excavation, the owner or operator must immediately cease, or cause to cease, all construction activity in the area of the remains and notify the appropriate Regional Water Engineer (RWE). Construction activity shall not resume until written permission to do so has been received from the RWE. B. Continuation of the Expired General Permit This permit expires five (5) years from the effective date. If a new general permit is not issued prior to the expiration of this general permit, an owner or operator with coverage under this permit may continue to operate and discharge in accordance with the terms and conditions of this general permit, if it is extended pursuant to the State Administrative Procedure Act and 6 NYCRR Part 621, until a new general permit is issued. C. Enforcement Failure of the owner or operator, its contractors, subcontractors, agents and/or assigns to strictly adhere to any of the permit requirements contained herein shall constitute a violation of this permit. There are substantial criminal, civil, and administrative penalties associated with violating the provisions of this permit. Fines of up to $37,500 per day for each violation and imprisonment for up to fifteen (15) years may be assessed depending upon the nature and degree of the offense. D. Need to Halt or Reduce Activity Not a Defense It shall not be a defense for an owner or operator in an enforcement action that it would have been necessary to halt or reduce the construction activity in order to maintain compliance with the conditions of this permit. 31 (Part VILE) E. Duty to Mitigate The owner or operator and its contractors and subcontractors shall take all reasonable steps to minimize or prevent any discharge in violation of this permit which has a reasonable likelihood of adversely affecting human health or the environment. F. Duty to Provide Information The owner or operator shall furnish to the Department, within a reasonable specified time period of a written request, all documentation necessary to demonstrate eligibility and any information to determine compliance with this permit or to determine whether cause exists for modifying or revoking this permit, or suspending or denying coverage under this permit, in accordance with the terms and conditions of this permit. The NOI, SWPPP and inspection reports required by this permit are public documents that the owner or operator must make available for review and copying by any person within five (5) business days of the owner or operator receiving a written request by any such person to review these documents. Copying of documents will be done at the requester's expense. G. Other Information When the owner or operator becomes aware that they failed to submit any relevant facts, or submitted incorrect information in the NOI or in any of the documents required by this permit, or have made substantive revisions to the SWPPP (e.g. the scope of the project changes significantly, the type of post -construction stormwater management practice(s) changes, there is a reduction in the sizing of the post - construction stormwater management practice, or there is an increase in the disturbance area or impervious area), which were not reflected in the original NOI submitted to the Department, they shall promptly submit such facts or information to the Department using the contact information in Part II.A. of this permit. Failure of the owner or operator to correct or supplement any relevant facts within five (5) business days of becoming aware of the deficiency shall constitute a violation of this permit. H. Signatory Requirements 1. All NOls and NOTs shall be signed as follows: a. For a corporation these forms shall be signed by a responsible corporate officer. For the purpose of this section, a responsible corporate officer means: (i) a president, secretary, treasurer, or vice-president of the 32 (Part VII.H.1.a.i) corporation in charge of a principal business function, or any other person who performs similar policy or decision-making functions for the corporation; or (ii) the manager of one or more manufacturing, production or operating facilities, provided the manager is authorized to make management decisions which govern the operation of the regulated facility including having the explicit or implicit duty of making major capital investment recommendations, and initiating and directing other comprehensive measures to assure long term environmental compliance with environmental laws and regulations; the manager can ensure that the necessary systems are established or actions taken to gather complete and accurate information for permit application requirements; and where authority to sign documents has been assigned or delegated to the manager in accordance with corporate procedures; b. For a partnership or sole proprietorship these forms shall be signed by a general partner or the proprietor, respectively; or c. For a municipality, State, Federal, or other public agency these forms shall be signed by either a principal executive officer or ranking elected official. For purposes of this section, a principal executive officer of a Federal agency includes: (i) the chief executive officer of the agency, or (ii) a senior executive officer having responsibility for the overall operations of a principal geographic unit of the agency (e.g., Regional Administrators of EPA). The SWPPP and other information requested by the Department shall be signed by a person described in Part VII.H.1. of this permit or by a duly authorized representative of that person. A person is a duly authorized representative only if: a. The authorization is made in writing by a person described in Part VII.H.1. of this permit; b. The authorization specifies either an individual or a position having responsibility for the overall operation of the regulated facility or activity, such as the position of plant manager, operator of a well or a well field, superintendent, position of equivalent responsibility, or an individual or position having overall responsibility for environmental matters for the company. (A duly authorized representative may thus be either a named 33 (Part VII.H.2.b) individual or any individual occupying a named position) and, c. The written authorization shall include the name, title and signature of the authorized representative and be attached to the SWPPP. 3- All inspection reports shall be signed by the qualified inspector that performs the inspection. 4. The MS4 SWPPP Acceptance form shall be signed by the principal executive officer or ranking elected official from the regulated, traditional land use control MS4, or by a duly authorized representative of that person. It shall constitute a permit violation if an incorrect and/or improper signatory authorizes any required forms, SWPPP and/or inspection reports. I. Property Rights The issuance of this permit does not convey any property rights of any sort, nor any exclusive privileges, nor does it authorize any injury to private property nor any invasion of personal rights, nor any infringement of Federal, State or local laws or regulations. Owners or operators must obtain any applicable conveyances, easements, licenses and/or access to real property prior to commencing construction activity. J. Severability The provisions of this permit are severable, and if any provision of this permit, or the application of any provision of this permit to any circumstance, is held invalid, the application of such provision to other circumstances, and the remainder of this permit shall not be affected thereby. K. Requirement to Obtain Coverage Under an Alternative Permit The Department may require any owner or operator authorized by this permit to apply for and/or obtain either an individual SPDES permit or another SPDES general permit. When the Department requires any discharger authorized by a general permit to apply for an individual SPDES permit, it shall notify the discharger in writing that a permit application is required. This notice shall include a brief statement of the reasons for this decision, an application form, a statement setting a time frame for the owner or operator to file the application for an individual SPDES permit, and a deadline, not sooner than 180 days from owner or operator receipt of the notification letter, whereby the authorization to 34 (Part VII.K.1) discharge under this general permit shall be terminated. Applications must be submitted to the appropriate Permit Administrator at the Regional Office. The Department may grant additional time upon demonstration, to the satisfaction of the Department, that additional time to apply for an alternative authorization is necessary or where the Department has not provided a permit determination in accordance with Part 621 of this Title. 2. When an individual SPDES permit is issued to a discharger authorized to discharge under a general SPDES permit for the same discharge(s), the general permit authorization for outfalls authorized under the individual SPDES permit is automatically terminated on the effective date of the individual permit unless termination is earlier in accordance with 6 NYCRR Part 750. L. Proper Operation and Maintenance The owner or operator shall at all times properly operate and maintain all facilities and systems of treatment and control (and related appurtenances) which are installed or used by the owner or operator to achieve compliance with the conditions of this permit and with the requirements of the SWPPP. M. Inspection and Entry The owner or operator shall allow an authorized representative of the Department, EPA, applicable county health department, or, in the case of a construction site which discharges through an MS4, an authorized representative of the MS4 receiving the discharge, upon the presentation of credentials and other documents as may be required by law, to: 1.. Enter upon the owner's or operator's premises where a regulated facility or activity is located or conducted or where records must be kept under the conditions of this permit; 2_ Have access to and copy at reasonable times, any records that must be kept under the conditions of this permit; and 3- Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. . Sample or monitor at reasonable times, for purposes of assuring permit compliance or as otherwise authorized by the Act or ECL, any substances or parameters at any location. 35 APPENDIX A Definitions Alter Hydrology from Pre to Post -Development Conditions -means the post - development peak flow rate(s) has increased by more than 5% of the pre -developed condition for the design storm of interest (e.g. 10 yr and 100 yr). Combined Sewer - means a sewer that is designed to collect and convey both "sewage" and "stormwater". Commence (Commencement of) Construction Activities - means the initial disturbance of soils associated with clearing, grading or excavation activities; or other construction related activities that disturb or expose soils such as demolition, stockpiling of fill material, and the initial installation of erosion and sediment control practices required in the SWPPP. See definition for "Construction Activity(ies)" also. Construction Activity(ies) - means any clearing, grading, excavation, filling, demolition or stockpiling activities that result in soil disturbance. Clearing activities can include, but are not limited to, logging equipment operation, the cutting and skidding of trees, stump removal and/or brush root removal. Construction activity does not include routine maintenance that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility. Direct Discharge (to a specific surface waterbody) -means that runoff flows from a construction site by overland flow and the first point of discharge is the specific surface waterbody, or runoff flows from a construction site to a separate storm sewer system and the first point of discharge from the separate storm sewer system is the specific surface waterbody. Discharge(s) -means any addition of any pollutant to waters of the State through an outlet or point source. Environmental Conservation Law (ECL) -means chapter 43-B of the Consolidated Laws of the State of New York, entitled the Environmental Conservation Law. Equivalent (Equivalence) — means that the practice or measure meets all the performance, longevity, maintenance, and safety objectives of the technical standard and will provide an equal or greater degree of water quality protection. Final Stabilization - means that all soil disturbance activities have ceased and a uniform, perennial vegetative cover with a density of eighty (80) percent over the entire pervious surface has been established; or other equivalent stabilization measures, such as permanent landscape mulches, rock rip -rap or washed/crushed stone have been applied 37 on all disturbed areas that are not covered by permanent structures, concrete or pavement. General SPDES permit - means a SPDES permit issued pursuant to 6 NYCRR Part 750- 1.21 and Section 70-0117 of the ECL authorizing a category of discharges. Groundwater(s) -means waters in the saturated zone. The saturated zone is a subsurface zone in which all the interstices are filled with water under pressure greater than that of the atmosphere. Although the zone may contain gas-filled interstices or interstices filled with fluids other than water, it is still considered saturated. Historic Property — means any building, structure, site, object or district that is listed on the State or National Registers of Historic Places or is determined to be eligible for listing on the State or National Registers of Historic Places. Impervious Area (Cover) - means all impermeable surfaces that cannot effectively infiltrate rainfall. This includes paved, concrete and gravel surfaces (i.e. parking lots, driveways, roads, runways and sidewalks); building rooftops and miscellaneous impermeable structures such as patios, pools, and sheds. Infeasible — means not technologically possible, or not economically practicable and achievable in light of best industry practices. Larger Common Plan of Development or Sale - means a contiguous area where multiple separate and distinct construction activities are occurring, or will occur, under one plan. The term "plan" in "larger common plan of development or sale" is broadly defined as any announcement or piece of documentation (including a sign, public notice or hearing, marketing plan, advertisement, drawing, permit application, State Environmental Quality Review Act (SEQRA) environmental assessment form or other documents, zoning request, computer design, etc.) or physical demarcation (including boundary signs, lot stakes, surveyor markings, etc.) indicating that construction activities may occur on a specific plot. For discrete construction projects that are located within a larger common plan of development or sale that are at least 1/4 mile apart, each project can be treated as a separate plan of development or sale provided any interconnecting road, pipeline or utility project that is part of the same "common plan" is not concurrently being disturbed. Minimize —means reduce and/or eliminate to the extent achievable using control measures (including best management practices) that are technologically available and economically practicable and achievable in light of best industry practices. Municipal Separate Storm Sewer (MS4) - a conveyance or system of conveyances (including roads with drainage systems, municipal streets, catch basins, curbs, gutters, W ditches, man-made channels, or storm drains): (i) Owned or operated by a State, city, town, borough, county, parish, district, association, or other public body (created by or pursuant to State law) having jurisdiction over disposal of sewage, industrial wastes, stormwater, or other wastes, including special districts under State law such as a sewer district, flood control district or drainage district, or similar entity, or an Indian tribe or an authorized Indian tribal organization, or a designated and approved management agency under section 208 of the CWA that discharges to surface waters of the State; (ii) Designed or used for collecting or conveying stormwater; (iii) Which is not a combined sewer; and (iv) Which is not part of a Publicly Owned Treatment Works (POTW) as defined at 40 CFR 122.2. National Pollutant Discharge Elimination System (NPDES) -means the national system for the issuance of wastewater and stormwater permits under the Federal Water Pollution Control Act (Clean Water Act). New Development — means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. NOI Acknowledgment Letter - means the letter that the Department sends to an owner or operator to acknowledge the Department's receipt and acceptance of a complete Notice of Intent. This letter documents the owner's or operator's authorization to discharge in accordance with the general permit for stormwater discharges from construction activity. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; and/or an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications. Performance Criteria — means the design criteria listed under the "Required Elements" sections in Chapters 5, 6 and 10 of the technical standard, New York State Stormwater Management Design Manual, dated January 2015. It does not include the Sizing Criteria (i.e. WQv, RRv, Cpv, Qp and Qf ) in Part I.C.2. of the permit. Pollutant - means dredged spoil, filter backwash, solid waste, incinerator residue, sewage, garbage, sewage sludge, munitions, chemical wastes, biological materials, radioactive materials, heat, wrecked or discarded equipment, rock, sand and industrial, municipal, agricultural waste and ballast discharged into water; which may cause or might reasonably be expected to cause pollution of the waters of the state in contravention of the standards or guidance values adopted as provided in 6 NYCRR Parts 700 et seq . 39 Qualified Inspector - means a person that is knowledgeable in the principles and practices of erosion and sediment control, such as a licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or other Department endorsed individual(s). It can also mean someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided that person has training in the principles and practices of erosion and sediment control. Training in the principles and practices of erosion and sediment control means that the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the individual working under the direct supervision of the licensed Professional Engineer or Registered Landscape Architect shall receive four (4) hours of training every three (3) years. It can also mean a person that meets the Qualified Professional qualifications in addition to the Qualified Inspector qualifications. Note: Inspections of any post -construction stormwater management practices that include structural components, such as a dam for an impoundment, shall be performed by a licensed Professional Engineer. Qualified Professional - means a person that is knowledgeable in the principles and practices of stormwater management and treatment, such as a licensed Professional Engineer, Registered Landscape Architect or other Department endorsed individual(s). Individuals preparing SWPPPs that require the post -construction stormwater management practice component must have an understanding of the principles of hydrology, water quality management practice design, water quantity control design, and, in many cases, the principles of hydraulics. All components of the SWPPP that involve the practice of engineering, as defined by the NYS Education Law (see Article 145), shall be prepared by, or under the direct supervision of, a professional engineer licensed to practice in the State of New York.. Redevelopment Activity(ies) —means the disturbance and reconstruction of existing impervious area, including impervious areas that were removed from a project site within five (5) years of preliminary project plan submission to the local government (i.e. site plan, subdivision, etc.). Regulated, Traditional Land Use Control MS4 - means a city, town or village with land use control authority that is required to gain coverage under New York State DEC's SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s). Routine Maintenance Activity - means construction activity that is performed to maintain the original line and grade, hydraulic capacity, or original purpose of a facility, including, but not limited to: - Re -grading of gravel roads or parking lots, - Stream bank restoration projects (does not include the placement of spoil material), - Cleaning and shaping of existing roadside ditches and culverts that maintains the approximate original line and grade, and hydraulic capacity of the ditch, - Cleaning and shaping of existing roadside ditches that does not maintain the approximate original grade, hydraulic capacity and purpose of the ditch if the changes to the line and grade, hydraulic capacity or purpose of the ditch are installed to improve water quality and quantity controls (e.g. installing grass lined d itch) , - Placement of aggregate shoulder backing that makes the transition between the road shoulder and the ditch or embankment, - Full depth milling and filling of existing asphalt pavements, replacement of concrete pavement slabs, and similar work that does not expose soil or disturb the bottom six (6) inches of subbase material, - Long-term use of equipment storage areas at or near highway maintenance facilities, - Removal of sediment from the edge of the highway to restore a previously existing sheet -flow drainage connection from the highway surface to the highway ditch or embankment, - Existing use of Canal Corp owned upland disposal sites for the canal, and - Replacement of curbs, gutters, sidewalks and guide rail posts. Site limitations —means site conditions that prevent the use of an infiltration technique and or infiltration of the total WQv. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hour. The existence of site limitations shall be confirmed and documented using actual field testing (i.e. test pits, soil borings, and infiltration test) or using information from the most current United States Department of Agriculture (USDA) Soil Survey for the County where the project is located. Sizing Criteria —means the criteria included in Part I.C.2 of the permit that are used to size post -construction stormwater management control practices. The criteria include; Water Quality Volume (WQv), Runoff Reduction Volume (RRv), Channel Protection Volume (Cpv), Overbank Flood (Qp), and Extreme Flood (Qf). State Pollutant Discharge Elimination System (SPDES) -means the system established pursuant to Article 17 of the ECL and 6 NYCRR Part 750 for issuance of permits authorizing discharges to the waters of the state. Steep Slope — means land area with a Soil Slope Phase that is identified as an E or F, or 41 the map unit name is inclusive of 25% or greater slope, on the United States Department of Agriculture ("USDA") Soil Survey for the County where the disturbance will occur. Surface Waters of the State - shall be construed to include lakes, bays, sounds, ponds, impounding reservoirs, springs, rivers, streams, creeks, estuaries, marshes, inlets, canals, the Atlantic ocean within the territorial seas of the state of New York and all other bodies of surface water, natural or artificial, inland or coastal, fresh or salt, public or private (except those private waters that do not combine or effect a junction with natural surface waters), which are wholly or partially within or bordering the state or within its jurisdiction. Waters of the state are further defined in 6 NYCRR Parts 800 to 941. Temporarily Ceased — means that an existing disturbed area will not be disturbed again within 14 calendar days of the previous soil disturbance. Temporary Stabilization - means that exposed soil has been covered with material(s) as set forth in the technical standard, New York Standards and Specifications for Erosion and Sediment Control, to prevent the exposed soil from eroding. The materials can include, but are not limited to, mulch, seed and mulch, and erosion control mats (e.g. jute twisted yarn, excelsior wood fiber mats). Total Maximum Daily Loads (TMDLs) - A TMDL is the sum of the allowable loads of a single pollutant from all contributing point and nonpoint sources. It is a calculation of the maximum amount of a pollutant that a waterbody can receive on a daily basis and still meet water quality standards, and an allocation of that amount to the pollutant's sources. A TMDL stipulates wasteload allocations (WLAs) for point source discharges, load allocations (LAs) for nonpoint sources, and a margin of safety (MOS). Trained Contractor -means an employee from the contracting (construction) company, identified in Part III.A.6., that has received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity. After receiving the initial training, the trained contractor shall receive four (4) hours of training every three (3) years. It can also mean an employee from the contracting (construction) company, identified in Part I I I.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, or someone working under the direct supervision of, and at the same company as, the licensed Professional Engineer or Registered Landscape Architect, provided they have received four (4) hours of Department endorsed training in proper erosion and sediment control principles from a Soil and Water Conservation District, or other Department endorsed entity). The trained contractor is responsible for the day to day implementation of the SWPPP. Uniform Procedures Act (UPA) Permit - means a permit required under 6 NYCRR Part W 621 of the Environmental Conservation Law (ECL), Article 70. Water Quality Standard -means such measures of purity or quality for any waters in relation to their reasonable and necessary use as promulgated in 6 NYCRR Part 700 et seq. 43 APPENDIX B Required SWPPP Components by Project Type Table 1 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT ONLY INCLUDES EROSION AND SEDIMENT CONTROLS The following construction activities that involve soil disturbances of one (1) or more acres of land, but less than five (5) acres: Single family home not located in one of the watersheds listed in Appendix C or not directly discharging to one of the 303(d) segments listed in Appendix E Single family residential subdivisions with 25% or less impervious cover at total site build -out and not located in one of the watersheds listed in Appendix C and not directly discharging to one of the 303(d) segments listed in Appendix E Construction of a barn or other agricultural building, silo, stock yard or pen. The following construction activities that involve soil disturbances of one (1) or more acres of land: • Installation of underground, linear utilities; such as gas lines, fiber-optic cable, cable TV, electric, telephone, sewer mains, and water mains • Environmental enhancement projects, such as wetland mitigation projects, stormwater retrofits and stream restoration projects • Bike paths and trails • Sidewalk construction projects that are not part of a road/ highway construction or reconstruction project • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics • Spoil areas that will be covered with vegetation • Land clearing and grading for the purposes of creating vegetated open space (i.e. recreational parks, lawns, meadows, fields), excluding projects that alter hydrology from pre to post development conditions • Athletic fields (natural grass) that do not include the construction or reconstruction of impervious area and do not alter hydrology from pre to post development conditions • Demolition project where vegetation will be established and no redevelopment is planned • Overhead electric transmission line project that does not include the construction of permanent access roads or parking areas surfaced with impervious cover • Structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State", excluding projects that involve soil disturbances of less than five acres and construction activities that include the construction or reconstruction of impervious area The following construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land: All construction activities located in the watersheds identified in Appendix D that involve soil disturbances between five thousand (5,000) square feet and one (1) acre of land. Table 2 CONSTRUCTION ACTIVITIES THAT REQUIRE THE PREPARATION OF A SWPPP THAT INCLUDES POST -CONSTRUCTION STORMWATER MANAGEMENT PRACTICES The following construction activities that involve soil disturbances of one (1) or more acres of land: • Single family home located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions located in one of the watersheds listed in Appendix C or directly discharging to one of the 303(d) segments listed in Appendix E • Single family residential subdivisions that involve soil disturbances of between one (1) and five (5) acres of land with greater than 25% impervious cover at total site build -out • Single family residential subdivisions that involve soil disturbances of five (5) or more acres of land, and single family residential subdivisions that involve soil disturbances of less than five (5) acres that are part of a larger common plan of development or sale that will ultimately disturb five or more acres of land • Multi -family residential developments; includes townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Campgrounds • Cemeteries that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Commercial developments • Churches and other places of worship • Construction of a barn or other agricultural building(e.g. silo) and structural practices as identified in Table II in the "Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State" that include the construction or reconstruction of impervious area, excluding projects that involve soil disturbances of less than five acres. • Golf courses • Institutional, includes hospitals, prisons, schools and colleges • Industrial facilities, includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW's and water treatment plants • Office complexes • Sports complexes • Racetracks, includes racetracks with earthen (dirt) surface • Road construction or reconstruction • Parking lot construction or reconstruction • Athletic fields (natural grass) that include the construction or reconstruction of impervious area (>5% of disturbed area) or alter the hydrology from pre to post development conditions • Athletic fields with artificial turf • Permanent access roads, parking areas, substations, compressor stations and well drilling pads, surfaced with impervious cover, and constructed as part of an over -head electric transmission line project , wind -power project, cell tower project, oil or gas well drilling project, sewer or water main project or other linear utility project • All other construction activities that include the construction or reconstruction of impervious area or alter the hydrology from pre to post development conditions, and are not listed in Table 1 45 APPENDIX C Watersheds Where Enhanced Phosphorus Removal Standards Are Required Watersheds where owners or operators of construction activities identified in Table 2 of Appendix B must prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the Enhanced Phosphorus Removal Standards included in the technical standard, New York State Stormwater Management Design Manual ("Design Manual"). • Entire New York City Watershed located east of the Hudson River - Figure 1 • Onondaga Lake Watershed - Figure 2 • Greenwood Lake Watershed -Figure 3 • Oscawana Lake Watershed — Figure 4 • Kinderhook Lake Watershed — Figure 5 Figure 1 - New York City Watershed East of the Hudson 47 trshd Figure 2 - Onondaga Lake Watershed Phosphorus Figure 3 - Greenwood Lake Watershed Figure 4 - Oscawana Lake Watershed PHILIPSTOWN.".. f KENT PUTNAM VALLEY OSCAWANA LAKE Q CARMEL Phosphorus Watershed f 50 Figure 5-- Iii nderhook Lake Watershed Town, Vlillages c Crty Boundary for New York State 13 1 2 4 Kkuiarhook Lake Watershed 51 SAND LAKE EAST GRE-'ENBUSH NASSAU S C H 0 D A'---' K EW LBBANON KIND EFid OK CHATHAM LKnE CANAAN Town, Vlillages c Crty Boundary for New York State 13 1 2 4 Kkuiarhook Lake Watershed 51 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). Owners or operators of single family home and single family residential subdivisions with 25% or less total impervious cover at total site build -out that involve soil disturbances of one or more acres of land, but less than 5 acres, and directly discharge to one of the listed segments below shall prepare a SWPPP that includes post -construction stormwater management practices designed in conformance with the New York State Stormwater Management Design Manual ("Design Manual"), dated January 2015. COUNTY WATERBODY COUNTY WATERBODY Albany Ann Lee (Shakers) Pond, Stump Pond Greene Sleepy Hollow Lake Albany Basic Creek Reservoir Herkimer Steele Creek tribs Allegheny Amity Lake, Saunders Pond Kings Hendrix Creek Bronx Van Cortlandt Lake Lewis Mill Creek/South Branch and tribs Broome Whitney Point Lake/Reservoir Livingston Conesus Lake Broome Fly Pond, Deer Lake Livingston Jaycox Creek and tribs Broome Minor Tribs to Lower Susquehanna Livingston Mill Creek and minor tribs (north) Livingston Bradner Creek and tribs Cattaraugus Allegheny River/Reservoir Livingston Christie Creek and tribs Cattaraugus Case Lake Monroe Lake Ontario Shoreline, Western Cattaraugus Linlyco/Club Pond Monroe Mill Creek/Blue Pond Outlet and tribs Cayuga Duck Lake Monroe Rochester Embayment - East Chautauqua Chautauqua Lake, North Monroe Rochester Embayment - West Chautauqua Chautauqua Lake, South Monroe Unnamed Trib to Honeoye Creek Chautauqua Bear Lake Monroe Genesee River, Lower, Main Stem Chautauqua Chadakoin River and tribs Monroe Genesee River, Middle, Main Stem Chautauqua Lower Cassadaga Lake Monroe Black Creek, Lower, and minor tribs Chautauqua Middle Cassadaga Lake Monroe Buck Pond Chautauqua Findley Lake Monroe Long Pond Clinton Great Chazy River, Lower, Main Stem Monroe Cranberry Pond Columbia Kinderhook Lake Monroe Mill Creek and tribs Columbia Robinson Pond Monroe Shipbuilders Creek and tribs Dutchess Hillside Lake Monroe Minor tribs to Irondequoit Bay Dutchess Wappinger Lakes Monroe Thomas Creek/White Brook and tribs Dutchess Fall Kill and tribs Nassau Glen Cove Creek, Lower, and tribs Erie Green Lake Nassau LI Tribs (fresh) to East Bay Erie Scajaquada Creek, Lower, and tribs Nassau East Meadow Brook, Upper, and tribs Erie Scajaquada Creek, Middle, and tribs Nassau Hempstead Bay Erie Scajaquada Creek, Upper, and tribs Nassau Hempstead Lake Erie Rush Creek and tribs Nassau Grant Park Pond Erie Ellicott Creek, Lower, and tribs Nassau Beaver Lake Erie Beeman Creek and tribs Nassau Camaans Pond Erie Murder Creek, Lower, and tribs Nassau Halls Pond Erie South Branch Smoke Cr, Lower, and Nassau LI Tidal Tribs to Hempstead Bay tribs Nassau Massapequa Creek and tribs Erie Little Sister Creek, Lower, and tribs Nassau Reynolds Channel, east Essex Lake George (primary county: Warren) Nassau Reynolds Channel, west Genesee Black Creek, Upper, and minor tribs Nassau Silver Lake, Lofts Pond Genesee Tonawanda Creek, Middle, Main Stem Nassau Woodmere Channel Genesee Oak Orchard Creek, Upper, and tribs Niagara Hyde Park Lake Genesee Bowen Brook and tribs Niagara Lake Ontario Shoreline, Western Genesee Bigelow Creek and tribs Niagara Bergholtz Creek and tribs Genesee Black Creek, Middle, and minor tribs Oneida Ballou, Nail Creeks Genesee LeRoy Reservoir Onondaga Ley Creek and tribs Greene Schoharie Reservoir Onondaga Onondaga Creek, Lower and tribs 53 APPENDIX E List of 303(d) segments impaired by pollutants related to construction activity, cont'd. COUNTY WATERBODY COUNTY WATERBODY Onondaga Onondaga Creek, Middle and tribs Suffolk Great South Bay, West Onondaga Onondaga Creek, Upp, and minor tribs Suffolk Mill and Seven Ponds Onondaga Harbor Brook, Lower, and tribs Suffolk Moriches Bay, East Onondaga Ninemile Creek, Lower, and tribs Suffolk Moriches Bay, West Onondaga Minor tribs to Onondaga Lake Suffolk Quantuck Bay Onondaga Onondaga Creek, Lower, and tribs Suffolk Shinnecock Bay (and Inlet) Ontario Honeoye Lake Sullivan Bodine, Montgomery Lakes Ontario Hemlock Lake Outlet and minor tribs Sullivan Davies Lake Ontario Great Brook and minor tribs Sullivan Pleasure Lake Orange Monhagen Brook and tribs Sullivan Swan Lake Orange Orange Lake Tompkins Cayuga Lake, Southern End Orleans Lake Ontario Shoreline, Western Tompkins Owasco Inlet, Upper, and tribs Oswego Pleasant Lake Ulster Ashokan Reservoir Oswego Lake Neatahwanta Ulster Esopus Creek, Upper, and minor Putnam Oscawana Lake tribs Putnam Palmer Lake Ulster Esopus Creek, Lower, Main Stem Putnam Lake Carmel Ulster Esopus Creek, Middle, and minor Queens Jamaica Bay, Eastern, and tribs (Queens) tribs Queens Bergen Basin Warren Lake George Queens Shellbank Basin Warren Tribs to L.George, Village of L Rensselaer Nassau Lake George Rensselaer Snyders Lake Warren Huddle/Finkle Brooks and tribs Richmond Grasmere, Arbutus and Wolfes Lakes Warren Indian Brook and tribs Rockland Congers Lake, Swartout Lake Warren Hague Brook and tribs Rockland Rockland Lake Washington Tribs to L.George, East Shr Lk Saratoga Ballston Lake George Saratoga Round Lake Washington Cossayuna Lake Saratoga Dwaas Kill and tribs Washington Wood Cr/Champlain Canal, minor Saratoga Tribs to Lake Lonely tribs Saratoga Lake Lonely Wayne Port Bay Schenectady Collins Lake Wayne Marbletown Creek and tribs Schenectady Duane Lake Westchester Lake Katonah Schenectady Mariaville Lake Westchester Lake Mohegan Schoharie Engleville Pond Westchester Lake Shenorock Schoharie Summit Lake Westchester Reservoir No.1 (Lake Isle) Schuyler Cayuta Lake Westchester Saw Mill River, Middle, and tribs St. Lawrence Fish Creek and minor tribs Westchester Silver Lake St. Lawrence Black Lake Outlet/Black Lake Westchester Teatown Lake Steuben Lake Salubria Westchester Truesdale Lake Steuben Smith Pond Westchester Wallace Pond Suffolk Millers Pond Westchester Peach Lake Suffolk Mattituck (Marratooka) Pond Westchester Mamaroneck River, Lower Suffolk Tidal tribs to West Moriches Bay Westchester Mamaroneck River, Upp, and tribs Suffolk Canaan Lake Westchester Sheldrake River and tribs Suffolk Lake Ronkonkoma Westchester Blind Brook, Lower Suffolk Beaverdam Creek and tribs Westchester Blind Brook, Upper, and tribs Suffolk Big/Little Fresh Ponds Westchester Lake Lincolndale Suffolk Fresh Pond Westchester Lake Meahaugh Suffolk Great South Bay, East Wyoming Java Lake Suffolk Great South Bay, Middle Wyoming Silver Lake Note: The list above identifies those waters from the final New York State "2014 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy", dated January 2015, that are impaired by silt, sediment or nutrients. 54 APPENDIX F LIST OF NYS DEC REGIONAL OFFICES Region COVERING THE FOLLOWING DIVISION OF ENVIRONMENTAL DIVISION OF WATER (DOW) COUNTIES: PERMITS (DEP) PERMIT ADMINISTRATORS WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD 50 CIRCLE ROAD STONY BROOK, NY 11790 STONY BROOK, NY 11790-3409 TEL. (631) 444-0365 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, 1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA, QUEENS AND RICHMOND 47-40 21 ST ST. 47-40 21 ST ST. LONG ISLAND CITY, NY 11101-5407 LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE, SUITE 1 W ROCKLAND, SULLIVAN, ULSTER NEW PALTZ, NY 12561-1696 WHITE PLAINS, NY 10603 AND WESTCHESTER TEL. (845) 256-3059 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, 1150 NORTH WESTCOTT ROAD 1130 NORTH WESTCOTT ROAD DELAWARE, GREENE, SCHENECTADY, NY 12306-2014 SCHENECTADY, NY 12306-2014 MONTGOMERY, OTSEGO, TEL. (518) 357-2069 TEL. (518) 357-2045 RENSSELAER,SCHENECTADY AND SCHOHARIE 5 CLINTON, ESSEX, FRANKLIN, 1115 STATE ROUTE 86, PO BOX 296 232 GOLF COURSE ROAD FULTON, HAMILTON, RAY BROOK, NY 12977-0296 WARRENSBURG, NY 12885-1172 SARATOGA, WARREN AND TEL. (518) 897-1234 TEL. (518) 623-1200 WASHINGTON 6 HERKIMER, JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING LEWIS, ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET ST. LAWRENCE WATERTOWN, NY 13601-3787 UTICA, NY 13501-2885 TEL. (315) 785-2245 TEL. (315) 793-2554 7 BROOME, CAYUGA, 615 ERIE BLVD. WEST 615 ERIE BLVD. WEST CHENANGO, CORTLAND, SYRACUSE, NY 13204-2400 SYRACUSE, NY 13204-2400 MADISON, ONONDAGA, TEL. (315) 426-7438 TEL. (315) 426-7500 OSWEGO, TIOGA AND TOMPKINS 8 CHEMUNG, GENESEE, 6274 EAST AVON -LIMA ROAD 6274 EAST AVON -LIMA RD. LIVINGSTON, MONROE, AVON, NY 14414-9519 AVON, NY 14414-9519 ONTARIO, ORLEANS, TEL. (585) 226-2466 TEL. (585) 226-2466 SCHUYLER, SENECA, STEU B EN, WAYN E AND YATES 9 ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVE. CATTARAUGUS, BUFFALO, NY 14203-2999 BUFFALO, NY 14203-2999 CHAUTAUQUA, ERIE, TEL. (716) 851-7165 TEL. (716) 851-7070 NIAGARA AND WYOMING 55 SECTION 5 Certifications, Forms, Reports, and Daily Logs STORMWATER POLLUTION PREVENTION PLAN NOI PERMITTEE' S CERTIFICATION FORM 1 Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratosa County, New York STORMWATER POLLUTION PREVENTION PLAN DATED OCTOBER 2018, REVISED May 2019 NOI PERMITTEE' S CERTIFICATION: "I certify under penalty of law that this document was prepared under my direction or supervision in accordance with a system designed to assure that qualified personnel properly gathered and evaluated the information submitted. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information, the information submitted is, to the best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made herein are punishable as a class A misdemeanor pursuant to Section 210.45 of the Penal Law." NOI Permittee's Designated Project Manager: Signed: Printed Name: Position: Date: NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 STORMWATER POLLUTION PREVENTION PLAN CONTRACTOR'S CERTIFICATION LOG FORM 2 Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratosa County, New York Company Name Address Contact Name Telephone Number Cell Phone/Pager Scope of Services Certification Date Company Name Address Contact Name Telephone Number Cell Phone/Pager Scope of Services Certification Date Company Name Address Contact Name Telephone Number Cell Phone/Pager Scope of Services Certification Date Designated Project Manager, NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 STORMWATER POLLUTION PREVENTION PLAN CONTRACTOR'S/SUBCONTRACTOR'S CERTIFICATION FORM 3 This form to be completed for each contractor listed on Form 2. Reproduce as needed Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratosa County, New York CONSTRUCTION POLLUTION PREVENTION PROGRAM DATED OCTOBER 2018, Revised May 2019 CONTRACTOR'S CERTIFICATION: "I hereby certify under penalty of law that I understand and agree to comply with the terms and conditions of the SWPPP and agree to implement any corrective actions identified by the qualified inspector during a site inspection. I also understand that the owner or operator must comply with the terms and conditions of the most current version of the New York State Pollutant Discharge Elimination System ("SPDES") general permit for stormwater discharges from construction activities and that it is unlawful for any person to cause or contribute to a violation of water quality standards. Furthermore, I am aware that there are significant penalties for submitting false information, that I do not believe to be true, including the possibility of fine and imprisonment for knowing violations." The Contractor/Subcontractor further understands that the SWPPP and associated Erosion and Sediment Control Plans represent the MINIMUM erosion and sediment control measures that will be required to protect the site during construction. Additional erosion and sediment control measures will be necessary during construction. It will be the responsibility of Contractor/Subcontractor to implement all additional erosion and sediment control measures necessary to protect the site during construction. CONTRACTOR: Name (Print) : Signature: Date: Title: Company Name: Address: Phone: Elements of SWPPP Contractor/Subcontractor responsible for: SUBCONTRACTOR: Name (Print) : Signature: Date: Title: Company Name: Address: Phone: Name of Trained Contractor Responsible for SWPPP Implementation: Title of Trained Contractor Responsible for SWPPP Implementation: NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 FORM 4 REGATTA VIEW, LLC - REGATTA VIEW - AREA B - PHASE 3 SWPPP # This form to be completed by Contractor's designated inspector at least weekly. Reproduce as needed. SWPPP INSPECTION REPORTS Weather and Soil Conditions Weather Conditions: Soil Conditions: Dry [ ] Wet [ ] Saturated [ ] Snow Covered [ ] Frozen [ ] Page 1 of Date Maintaining Water Quality Yes No NA [ ] [ ] [ ] Is there an increase in turbidity causing a substantial visible contrast to natural conditions? [ ] [ ] [ ] Is there residue from oil and floating substances, visible oil film, or globules or grease? [ ] [ ] [ ] All disturbance is within the limits of the approved plans. [ ] [ ] [ ] Have receiving lake/bay, stream, and/or wetland been impacted by silt from project? Housekeeping 1. General Site Conditions Yes No NA [ ] [ ] [ ] Is construction site litter and debris appropriately managed? [ ] [ ] [ ] Are facilities and equipment necessary for implementation of erosion and sediment control in working order and/or properly maintained? [ ] [ ] [ ] Is construction impacting the adjacent property? [ ] [ ] [ ] Is dust adequately controlled? 2. Temporary Stream Crossing Yes No NA [ ] [ ] [ ] Maximum diameter pipes necessary to span creek without dredging are installed. [ ] [ ] [ ] Installed non -woven geotextile fabric beneath approaches. [ ] [ ] [ ] Is fill composed of aggregate (no earth or soil)? [ ] [ ] [ ] Rock on approaches is clean enough to remove mud from vehicles and prevent sediment from entering stream during high flow. Runoff Control Practices 1. Excavation Dewatering Yes No NA [ ] [ ] [ ] Upstream and downstream berms (sandbags, inflatable dams, etc.) are installed per plan. [ ] [ ] [ ] Clean water from upstream pool is being pumped to the downstream pool. [ ] [ ] [ ] Sediment -laden water from work area is being discharged to a silt -trapping device. [ ] [ ] [ ] Constructed upstream berm with one -foot minimum freeboard. 2. Water Bar Yes No NA [ ] [ ] [ ] Installed per plan with vehicle crossings stabilized with gravel. [ ] [ ] [ ] Outlet located on undisturbed soil or lined with riprap. [ ] [ ] [ ] Bar height is 12 -inch minimum from bottom of channel with minimum base width of 6 -foot. 3. Interceptor Dikes and Swales Yes No NA [ ] [ ] [ ] Installed per plan with minimum side slopes 1 V:3H or flatter. [ ] [ ] [ ] Stabilized by geotextile fabric, seed, or mulch with no erosion occurring. [ ] [ ] [ ] Sediment -laden runoff directed to sediment trapping structure. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 FORM 4 REGATTA VIEW, LLC - REGATTA VIEW - AREA B - PHASE 3 SWPPP # This form to be completed by Contractor's designated inspector at least weekly. Reproduce as needed. SWPPP INSPECTION REPORT Page 2 of Date 4. Stone Check Dam Yes No NA [ ] [ ] [ ] Is channel stable? (flow is not eroding soil underneath or around the structure). [ ] [ ] [ ] Check is in good condition (rocks in place and no permanent pools behind the structure). [ ] [ ] [ ] Has accumulated sediment been removed? 5. Rock Outlet Protection Yes No NA [ ] [ ] [ ] Installed per plan. [ ] [ ] [ ] Installed concurrently with pipe installation. Soil Stabilization 1. Topsoil and Spoil Stockpiles Yes No NA [ ] [ ] [ ] Stockpiles are stabilized with vegetation and/or mulch. [ ] [ ] [ ] Sediment control is installed at the toe of the slope. 2. Revegetation Yes No NA [ ] [ ] [ ] Temporary seedings and mulch have been applied to idle areas. [ ] [ ] [ ] Four inches minimum of topsoil has been applied under permanent seedings. Sediment Control Practices 1. Stabilized Construction Entrance Yes No NA [ ] [ ] [ ] Stone is clean enough to effectively remove mud from vehicles. [ ] [ ] [ ] Installed per standards and specifications? [ ] [ ] [ ] Does all traffic use the stabilized entrance to enter and leave site? [ ] [ ] [ ] Is adequate drainage provided to prevent ponding at entrance? 2. Silt Fence Yes No NA [ ] [ ] [ ] Installed on Contour, ten feet from toe of slope (not across conveyance channels). [ ] [ ] [ ] Joints constructed by wrapping the two ends together for continuous support. [ ] [ ] [ ] Fabric buried six inches minimum. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation is % of design capacity. 3. Storm Drain Inlet Protection (Use for Stone & Block; Filter Fabric; Curb; or, Excavated practices) Yes No NA [ ] [ ] [ ] Installed concrete blocks lengthwise so open ends face outward, not upward. [ ] [ ] [ ] Placed wire screen between No. 3 crushed stone and concrete blocks. [ ] [ ] [ ] Drainage area is one acre or less. [ ] [ ] [ ] Excavated area is 900 cubic feet. [ ] [ ] [ ] Excavated side slopes should be 2:1. [ ] [ ] [ ] 2" x 4" frame is constructed and structurally sound. [ ] [ ] [ ] Posts three-foot maximum spacing between posts. [ ] [ ] [ ] Fabric is embedded 1 to 1.5 feet below ground and secured to frame/posts with staples at maximum eight inch spacing. [ ] [ ] [ ] Posts are stable, fabric is tight and without rips or frayed areas. Sediment accumulation % of design capacity. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 2 FORM 4 REGATTA VIEW, LLC - REGATTA VIEW - AREA B - PHASE 3 SWPPP # This form to be completed by Contractor's designated inspector at least weekly. Reproduce as needed. SWPPP INSPECTION REPORT Inspector (print name and title) Qualified Professional (print name) Page 4 of Date ADDITIONAL COMMENTS*: Date and Time of Inspection Qualified Professional Signature The above signed acknowledges that, to the best of his/her knowledge, all information provided on the forms is accurate and complete. *Attach photographs of practices identified as needing corrective actions. NOTE: IN ACCORDANCE WITH PART IV.C.4 OF THE SPDES GENERAL PERMIT (GP -0-15-002), THE QUALIFIED INSPECTOR MUST NOTIFY THE OWNER OR OPERATOR AND APPROPRIATE CONTRACTOR OF ANY CORRECTIVE ACTIONS THAT NEED TO BE TAKEN. THE CONTRACTOR SHALL BEGIN IMPLEMENTING THE CORRECTIVE ACTIONS WITHIN ONE (1) BUSINESS DAY OF THIS NOTIFICATION AND SHALL COMPLETE THE CORRECTIVE ACTIONS IN A REASONABLE TIME FRAME. NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 4 STORMWATER POLLUTION PREVENTION PLAN MODIFICATION REPORT FORM 5 This form to be used only when Contractor's designated inspector believes changes to the SWPPP and/or Erosion and Sediment control plans is warranted. For example, additional erosion control measures needed or removal of specific control measures can be done without adverse impact. This form must be approved by Designated Project Manager prior to implementation. Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratoiza County, New York CHANGES REQUIRED FOR STORMWATER POLLUTION PREVENTION PLAN To: Designated Project Manager Date: Address: Telephone: Facsimile: Sent Via: ❑ Facsimile ❑ E-mail ❑ US Mail INSPECTOR: DATE: (Print) (Signature) QUALIFICATIONS OF INSPECTOR: CHANGES REQUIRED TO THE STORMWATER POLLUTION PREVENTION PLAN: REASONS FOR CHANGES: TO BE PERFORMED BY: ON OR BEFORE: APPROVED BY DESIGNATED PROJECT MANAGER DATE: NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 STORMWATER POLLUTION PREVENTION PLAN RECORD OF STABILIZATION AND CONSTRUCTION ACTIVITIES FORM 6 Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratoiza County, New York A record of dates when major grading activities occur, when construction activities temporarily or permanently cease on a portion of the site, and when stabilization measures are initiated shall be maintained until final site stabilization is achieved and the Notice of Termination is filed. Reproduce copies of this form as needed. MAJOR GRADING, CONSTRUCTION, OR STABILIZATION ACTIVITIES Description of Activity: Begin Date: Site Contractor: Location: End Date: Description of Activity: Begin Date: Location: End Date: Description of Activity: Begin Date: Location: End Date: Description of Activity: Begin Date: Location: End Date: Description of Activity: Begin Date: Location: End Date: Site Contractor: Site Contractor: Site Contractor: Site Contractor: Designated Project Manager, NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 2 STORMWATER POLLUTION PREVENTION PLAN RECORD OF TEMPORARY EROSION AND SEDIMENT CONTROL PRACTICES FORM 6A Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratoiza County, New York A record of the timing of temporary erosion and sediment control practices to be implemented, including the timing of initial placement and the duration that each practice should remain in place. The record may reflect the actual date of planned installation or the specific construction activity with which it will be associated. The timing of removal may reflect an actual date or the length of time over which the practice will be implemented. TEMPORARY EROSION AND SEDIMENT CONTROL PRACTICES Description of Practice: Date/Timing of Initial Placement: Location: Projected Date/Timing of Removal: Description of Practice: Date/Timing of Initial Placement: Location: Projected Date/Timing of Removal: Description of Practice: Date/Timing of Initial Placement: Location: Projected Date/Timing of Removal: Description of Practice: Date/Timing of Initial Placement: Location: Projected Date/Timing of Removal: Description of Practice: Date/Timing of Initial Placement: Location: Projected Date/Timing of Removal: Site Contractor: Site Contractor: Site Contractor: Site Contractor: Site Contractor: Designated Project Manager, NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 3 II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIII STORMWATER POLLUTION PREVENTION PLAN FINAL STABILIZATION CERTIFICATION /NOTICE OF TERMINATION CHECKLIST FORM 8 This form is to be completed by Contractor and submitted to Designated Project Manager for approval only afterContractor believes all work regulated by SWPPP is complete. Construction Site REGATTA VIEW - AREA B - PHASE 3 CITY OF SARATOGA SPRINGS, Saratosa County, New York 1. ❑ All soil disturbing activities are complete. 2. ❑ Temporary Erosion and Sediment Control Measures have been removed or will be removed at the appropriate time. 3. ❑ All areas of the Construction Site not otherwise covered by a permanent pavement or structure have been stabilized with a uniform perennial vegetative cover with a density of 85% or equivalent measures have been employed. CONTRACTOR'S CERTIFICATION: "I certify under penalty of law that all storm water discharges associated with industrial activity from the identified project that are authorized by NPDES general permit have been eliminated and that all disturbed areas and soils at the construction site have achieved Final Stabilization and all temporary erosion and sediment control measures have been removed or will be removed at the appropriate time. " Company Name Name (Print) Signature Date APPROVED BY DESIGNATED PROJECT MANAGER DATE: NOI Permittee: REGATTA VIEW, LLC REGATTA VIEW - AREA B - PHASE 3 5 SECTION 6 Supplemental Information 1. Stormwater Management Narrative — Appendices and Figures Available Upon Request 2. Letter from OPRHP stating "No Impact" on Archaeological and/or Historic Places 3. Stormtech SC -740 Infiltration Chamber Technical Information 4. Stormtech MC -3500 Infiltration Chamber Technical Information 5. Porous Pavement Regular Inspection and Maintenance Guidance (UNHSC) 6. Porous Pavement Winter Maintenance Guidelines (UNHSC) ENVIRONMENTAL DESIGN ept) PARTNERSHIP, LLP. Shaping the physical environment TABLE OF CONTENTS Contents 1.0 Introduction......................................................................................................................................3 2.0 Existing Conditions............................................................................................................................3 2.1 Soil and Groundwater Conditions.................................................................................................3 3.0 Predevelopment Stormwater Analysis.............................................................................................4 4.0 Stormwater Management Planning and Practice Selection.............................................................5 5.0 Post -Development Stormwater Analysis..........................................................................................6 5.1 Stormwater Management Area #1—Underground Infiltration Chambers..................................6 5.2 Stormwater Management Area #2 —Underground Infiltration Chambers..................................7 5.3 Stormwater Management Area #3 —Porous Pavement.............................................................. 8 5.4 Stormwater Management Area #4 —Dry Swale...........................................................................9 5.5 NYS Unified Stormwater Sizing Criteria........................................................................................9 5.5.1 Water Quality (WQ,) ...........................................................................................................10 5.5.2 Runoff Reduction Volume(RRv).......................................................................................... 11 5.5.3 Channel Protection (Cpv) .....................................................................................................13 5.5.4 Overbank Flood(Qp)............................................................................................................14 5.5.5 Extreme Storm(Qf)..............................................................................................................15 6.0 Pipe Sizing.............................................................................................................................................15 7.0 Summary...............................................................................................................................................16 Figures Figure 1— Site Location Map Figure 2 — Pre -development Drainage Map Figure 3 — Post -development Drainage Map Attachments Attachment A — WQv Calculations Attachment 6 — Stormwater Modeling Calculations 2 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment 1.0 Introduction Regatta View, LLC is proposing to develop a 6.79 -acre parcel located on the northeast corner at the intersection of Route 9P and Regatta View Drive in the City of Saratoga Springs. The proposed project will consist of 12 residential duplex units (24 total units), associated driveways and a private road. The project will result in approximately 5.62+/- acres of disturbance and 2.54 acres of new impervious area. The stormwater management system has been designed to provide pollutant removal, reduce channel erosion, prevent overbank flooding, and safely control extreme flood events in accordance with the NYS Stormwater Management Design Manual (Design Manual). The proposed stormwater management system for the project will include two underground infiltration systems which will provide a total storage volume on the order of 0.14 acre-feet and porous pavement which will provide a total storage volume on the order of 0.23 acre-feet. This narrative presents a review of the design concepts and parameters of the stormwater management system for the proposed residential community. The purpose of the stormwater management narrative is to assure that changes in the surface runoff characteristics, as a result of the proposed construction, will not adversely impact adjacent or downstream properties. On-site stormwater management will be implemented in accordance with the NYS Stormwater Management Design Manual to accommodate both additional stormwater runoff and to provide water quality treatment according to the green infrastructure standards. 2.0 Existing Conditions The existing project site consists of a vacant parcel with wooded and open grass/brushy areas. The topography of the land consists of drainage towards the roadside swale located along Route 9P which conveys runoff to an 18" storm culvert located at the intersection of Regatta View and discharges to a rip -rap swale which further conveys storm runoff south along Route 9P. The topography of the site consists of gradual slopes, ranging from 1% to 5%, with elevations ranging from 257 to 263 feet above sea level. The site is bounded by private property to the east, Regatta View Drive to the south, NYS Route 9P to the west and Dyer Switch Road to the north. 2.1 Soil and Groundwater Conditions The USDA Natural Resources Conservation Service Soil Survey identifies the primary soil group within the area of proposed development as Windsor Loamy Sand. The USDA Soil Survey identifies the Windsor series as deep excessively drained soils and classified as Hydrologic Soil Group (HSG) "A". Soil test pits were observed by the Environmental Design Partnership at the site in April 2016. Results from the test pits found the soils to be consistent with Windsor Loamy Sand. The typical soil profile consisted of light brown medium sand transitioning to grey medium -coarse 3 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment sand at greater depths. Indications of soil dampness were encountered 6.5 to 7 feet below the surface. Infiltration tests were performed throughout the site in July, 2018 in accordance with the NYS DEC standards. The infiltration test results showed infiltration rates on site ranging from 24 to 180 inches per hour. A conservative infiltration rate of 10 inches per hour was used for all stormwater calculations. Additional test pits were performed by the Environmental Design Partnership at the site in September, 2018. Results from the test pits found the soils to be consistent with Windsor Loamy Sand and the previous test pits performed in April, 2016. The typical soil profile consisted of brown medium sand transitioning to grey medium -coarse sand at greater depths. Groundwater was encountered in two locations, one at 7.5 feet below the ground surface and another at 11 feet below the ground surface. The results from the test pits and infiltration tests are consistent with the NRCS soil survey records. 3.0 Predevelopment Stormwater Analysis The existing hydrologic conditions, in the area to be disturbed as a result of the proposed construction, were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program. The HydroCAD stormwater modeling program employs the United States Department of Agriculture's Soil Conservation Service (SCS) Technical Release 20 (TR -20) method for stormwater analysis. Using this modeling technique, the site is divided into "subcatchments" that represent specific areas contributing stormwater runoff to an existing, or proposed drainage feature. The subcatchments typically flow through "reaches" (i.e., swales, channels, or pipes) that convey the stormwater to storm basins or discharge areas. A hydrologic model of the existing site was prepared using the Hydrocad program. Two subcatchments were used to represent the existing drainage condition, see Figure 2. The total predevelopment stormwater discharge was modeled for several design storms. Stormwater model results are included in Appendix B. The existing parameters of topography, vegetation, slope and soil type are all incorporated into the predevelopment model. Table 1 presents a summary of the pre -development stormwater peak discharge for the 1 year, 10 year and 100 -year design storm events at the respective Design Points. As will be discussed in subsequent sections, the post development stormwater discharge rate has been limited to the predevelopment discharge rate for the 1 -year, 10 -year, and 100 -year storm events. 4 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN elo PARTNERSHIP, LLP. Shaping the physical environment Table 1: Pre -Development Runoff Rates Storm Event Design Point Discharge (cfs) Total Discharge offsite (cfs) A 1 -Year (2.15") 0.38 0.38 10 -Year (3.90") 1.97 1.97 00 Year (6.25") 4.79 4.79 The existing site was modelled as two subcatchments (Figure 2) and the predevelopment stormwater discharge was evaluated for several design storms at the Design Point. Design Point A consists of the existing 18" storm culvert which receives stormwater runoff from the entire parcel, the southern side of Dyer Switch Road, the northern side of Regatta View Drive and the entire pavement portion of Route 9P adjacent to the site. The pre -development Curve Number (CN) for the existing impervious, wooded, brushy and grassy areas was established as 98, 30, 43 and 39, respectively. The total predevelopment curve number was established as 41. The HydroCAD model results for the pre -development conditions are included within Attachment B. 4.0 Stormwater Management Planning and Practice Selection The site layout and stormwater design for this project was completed while taking into consideration the potential impacts on the existing site and downstream hydrology. The existing site predominately infiltrates stormwater runoff; therefore, the proposed system will rely on infiltration practices. Various measures were taken to help ensure that the post - development hydrology of the site will closely resemble the pre -development hydrology. These measures included reduction of clearing, tree planting, conservation of natural areas, grading and soil restoration. The existing parcel consists of 6.79 acres of land; the area of disturbance will encompass 5.62 acres, which includes the private roadway connections to Dyer Switch Road and Regatta View Drive. All offsite areas which impact onsite drainage and stormwater flows were also accounted for in the stormwater calculations. Soil restoration has been called for throughout the site in accordance with Chapter 5 of the NYS Stormwater Management Design Manual. The soils on the site are classified as HSG A and need aeration and topsoil in areas of cut or fill. In high traffic areas that are to remain pervious, 5 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment the soils shall be fully restored by tilling compost into the sub -soils prior to applying topsoil and vegetating. By applying these methods to the soils on the site, the original properties and porosity of the soils will be recovered, which will allow for an improvement in the soil infiltration as well as lawn and landscaping sustainability. Stormwater management on the site is designed to be infiltration. Infiltration practices are considered a standard SMP with RRv Capacity by the NYSDEC Stormwater Management Design Manual. By using infiltration practices that are located relatively close to the source of runoff the post -development hydrology will more closely match the pre -development hydrology. 5.0 Post -Development Stormwater Analysis The post -development conditions, in the area to be disturbed as a result of the proposed construction, were also analyzed using HydroCAD. Thirteen (13) subcatchments were used to represent the post development drainage conditions of the site. Site improvements to the property will consist of constructing a private access road and 12 duplexes (24 units total). Stormwater management practices have been designed to provide storage, infiltration, and attenuation of stormwater runoff from the proposed impervious surfaces on the site. Stormwater runoff from the site will be managed with underground infiltration chambers, porous pavement and a dry swale. Apost-development Curve Number (CN) of 98 was assigned to all impervious surface within the proposed subdivision. Apost-development CN of 39 was assigned to all new grassed areas directly contributing to the proposed stormwater devices. The weighted CN for the post -development conditions for the site is approximately 70. The HydroCAD model results for the post -development conditions are included within Attachment B. 5.1 Stormwater Management Area #1—Underground Infiltration Chambers Stormwater Management Area #1 (SMA) will provide treatment of stormwater runoff from the roadway and lawn areas (Subcatchments 1 & 2). The stormwater runoff will flow into a closed drainage system which will convey the stormwater runoff to the Stormwater Management Area, where it will attenuate and infiltrate. The contributing area to SMA#1 includes approximately 0.75 acres with approximately 0.38 acres of impervious area. SMA #1 has been designed as an underground infiltration system. Chapter 3 of the NYS Stormwater Design Manual (Manual) recognizes underground infiltration systems as an acceptable infiltration practice when all the required elements, design guidelines, soil testing and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. Pretreatment will be provided within a water quality unit which has been sized to treat the stormwater runoff from the contributing area. The infiltration rate for the design modelling 6 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 100 Year Storm Runoff Volume contributing to SMA #1: 0.182 Acre -Feet Infiltration Rate: 10 Inches/Hour SMA #1 Surface Area: 41.5 Ft x 15.5 Ft = ^'643 Ft^2 Drainage Time = 0.182 Acre -Feet * 43,560 Ft^2/Acre = 7,928 Ft^3 71928 Ft^3/643 Ft^2 = 12.33 Ft 12.33 Ft * 12 I n/1 Ft = 148 I n . 148 In/10 Inches/Hour = "'14.8 Hours to drain SMA #1 will be located in the north-western portion of the site. The SMA has been designed to fully attenuate and infiltrate the contributing stormwater runoff for stormwater events up to the 25 -Year design storm without any overflows. 5.2 Stormwater Management Area #2 —Underground Infiltration Chambers Stormwater Management Area #2 (SMA) will provide treatment of stormwater runoff from portions of the roadway and lawn areas (Subcatchments 3, 4, 6 & 7). The stormwater runoff will flow into a closed drainage system which will convey the stormwater runoff to the Stormwater Management Area, where it will attenuate and infiltrate. The contributing area to SMA#1 includes approximately 1.03 acres with approximately 0.47 acres of impervious area. SMA #1 has been designed as an underground infiltration system. Chapter 3 of the NYS Stormwater Design Manual (Manual) recognizes underground infiltration systems as an acceptable infiltration practice when all the required elements, design guidelines, soil testing and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. Pretreatment will be provided within a water quality unit which has been sized to treat the stormwater runoff from the contributing area. The infiltration rate for the design modelling has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 7 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment 100 Year Storm Runoff Volume contributing to SMA #1: 0.227 Acre -Feet Infiltration Rate: 10 Inches/Hour SMA #2 Surface Area: 89.0 Ft x 20.5 Ft = ^'11825 Ft^2 Drainage Time = 0.227 Acre -Feet * 43,560 Ft^2/Acre = 9,888 Ft^3 91888 Ft^3/1,825 Ft^2 = 5.42 Ft 5.42 Ft * 12 I n/1 Ft = 65 I n . 65 In/10 Inches/Hour = "6.5 Hours to drain 5.3 Stormwater Management Area #3 — Porous Pavement Stormwater Management Area #3 will provide treatment of stormwater runoff from the rooftops and driveways. Subcatchments 5S, 5S -P, 11S and 11S -P have been used to model the two typical types of lots. The stormwater runoff from the rooftops will be directed to the porous pavement via roof gutter system (as designed by the Architect), where it will attenuate and infiltrate. The contributing area to SMA #3 includes approximately 1.51 acres with approximately 1.51 acres of impervious area. SMA #3 has been designed as porous pavement. Chapter 3 of the NYS Stormwater Design Manual recognizes porous pavement as a runoff reduction technique when all the required elements, design guidelines, soil testing and maintenance requirements are followed. Infiltration practices can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. The infiltration rate for the design modelling has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 100 Year Storm Runoff Volume contributing to SMA #1: 0.064 Acre -Feet Infiltration Rate: 10 Inches/Hour SMA #3 Surface Area: 450 Ft^2 Drainage Time = 0.064 Acre -Feet * 43,560 Ft^2/Acre = 2787 Ft^3 2787 Ft^3/450 Ft^2 = 6.2 Ft 8 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment 6.2 Ft * 12 In/Ft = 74.5 In 74.5 In / 10 Inches/Hour = ^'7.5 Hours to Drain 5.4 Stormwater Management Area #4 — Dry Swale Stormwater Management Area #4 (SMA) will provide runoff reduction for the stormwater runoff from the rear portions of lots and the paved pedestrian trail. The stormwater runoff will sheet flow to the shallow dry swale, where it will attenuate and infiltrate. The contributing area to SMA #4 includes approximately 2.42 acres with approximately 0.21 acres of impervious area. SMA #4 has been designed as a dry swale. Chapter 3 of the Manual recognizes dry swales as an acceptable stormwater management practice for water quality treatment with runoff reduction capacity. Dry swales can meet detention and channel protection requirements when the soil infiltration rate is greater than 5 inches per hour. The infiltration rate for the design modelling has been conservatively estimated at 10 inches/hour, which is well below the field measured infiltration rate. The stormwater management area should be able to fully drain in less than 24 hours. 100 Year Storm Runoff Volume contributing to SMA #4: 0.129 Acre -Feet Infiltration Rate: 10 Inches/Hour SMA #4 Bottom Surface Area: 1750 Ft^2 Drainage Time = 0.129 Acre -Feet * 43,560 Ft^2/Acre = 5619 Ft^3 5619 Ft^3/1750 Ft^2 = 3.21 Ft 3.21 * 12 I n/Ft = 50 In 50 In / 10 Inches/Hour = "'S Hours to Drain 5.5 NYS Unified Stormwater Sizing Criteria The proposed post -development site conditions were analyzed using Applied Microcomputer Systems' "HydroCAD" computer modeling program, the results have been included with this report. A technical description of the HydroCAD stormwater modeling program was provided in a previous section. 9 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN elo PARTNERSHIP, LLP. Shaping the physical environment The contributing area of each stormwater management area is identified on Figure 3. The post - development stormwater management system has been designed based on the Unified Stormwater Sizing Criteria as described in the following sections. 5.5.1 Water Quality (WQJ In general, small storm events and the initial runoff from larger storm events are an environmental concern as this stormwater runoff typically contains roadway pollutants and thermal energy stored by the asphalt. In accordance with the NYS Stormwater Management Design Manual, this initial runoff is designated as the Water Quality Volume (WQV) and special attention is given to this volume of runoff to meet water quality objectives. The NYS Stormwater Management Design Manual identifies several standard practices, such as the proposed underground infiltration systems, that are acceptable for water quality treatment. These acceptable Stormwater Management Practices (SMPs) can capture and treat the full water quality volume (WQv), are capable of 80% TSS removal and 40% TP removal, have acceptable longevity in the field, and have pretreatment mechanism. The water quality storage volume, WQv, is calculated as follows: P•Rv•A WQv = 12 Where: WQ„ =water quality volume (acre-feet) P = 90% rainfall event number RV= 0.05+0.009(1), where I is percent impervious cover A = site area (acres), impervious area used with I = 100% Table 2: Required Water Quality Volume Drainage Area P Rv F A(S) R ited QW„ (cf) eq u SMA #1 1.15 0.50 32,591 11575 SMA #2 1.15 0.44 271726 11989 SMA #3 1.15 0.95 64,992 51912 SMA #4 1.15 0.08 1051189 11261 The proposed design for SMA #1 and SMA #2 incorporates the "treatment train” concept to provide pretreatment and increase service life of the underground infiltration systems. The proposed treatment train includes the use of ADS Water Quality Units, the StormTech Isolator 10 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Row concept within the chamber layout, and an eccentric header /manifold system for distribution to the StormTech chambers. A summary of the design parameters and site-specific information for the proposed ADS Water Quality Unit (WQU) is presented in Table 3. The Water Quality Unit has been designed to provide treatment of paved surfaces for runoff associated with the 1 -year storm event. Peak flows associated with events that exceed the 1 -year storm will be conveyed through an integrated by-pass around the Water Quality Units. Table 3: Required Water Quality Volume The proposed StormTech chamber layout includes the use of an Isolator Row and eccentric headers or manifolds as additional mechanisms to increase the service life and facilitate maintenance of the subsurface stormwater management systems. 5.5.2 Runoff Reduction Volume (RRv) The NYS Stormwater Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project area on the site is approximately 6.57 acres. The total watershed area for analysis is 5.69 acres, with a total post -development impervious area on the order of 2.54 acres (44.67%). The resulting WQv for these site coverages is computed as 10,737 CF. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure. 5.5.2.1 Stormwater Management Practices (SMP"s) Underground Infiltration Chambers have been proposed to collect, treat and infiltrate the stormwater runoff from the proposed development. The stormwater infiltration chambers are considered standard SMP's with RRv capacity. These practices provide 100% Runoff Reduction of the contributing Water Quality volume. The area contributing to these SMPs consists of the roadway, sidewalk and lawn areas. 5.5.2.2 Green Infrastructure Practices The project proposes the use of porous pavement and conservation of natural areas in order to provide runoff reduction. 11 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com Total ADS WQU Rated Flow WQV Storm SMA Impervious Green Area Unit Rate for Rate to ADS I.D. Area (SF) Area (SF) (SF) Model WQV CFS Unit (CFS) 1 28,603 13,010 15,593 3620WQA 1.50 0.13 2 37,568 15,506 22,062 3620WQA 1.50 0.11 The proposed StormTech chamber layout includes the use of an Isolator Row and eccentric headers or manifolds as additional mechanisms to increase the service life and facilitate maintenance of the subsurface stormwater management systems. 5.5.2 Runoff Reduction Volume (RRv) The NYS Stormwater Design Manual specifies that runoff shall be reduced by 100% of the site WQv using standard SMPs with RRv capacity and green infrastructure techniques. The proposed project area on the site is approximately 6.57 acres. The total watershed area for analysis is 5.69 acres, with a total post -development impervious area on the order of 2.54 acres (44.67%). The resulting WQv for these site coverages is computed as 10,737 CF. Runoff reduction will be provided by a combination of standard SMP's with RRv capacity and green infrastructure. 5.5.2.1 Stormwater Management Practices (SMP"s) Underground Infiltration Chambers have been proposed to collect, treat and infiltrate the stormwater runoff from the proposed development. The stormwater infiltration chambers are considered standard SMP's with RRv capacity. These practices provide 100% Runoff Reduction of the contributing Water Quality volume. The area contributing to these SMPs consists of the roadway, sidewalk and lawn areas. 5.5.2.2 Green Infrastructure Practices The project proposes the use of porous pavement and conservation of natural areas in order to provide runoff reduction. 11 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment The following Table provides a summary of the Runoff Reduction provided for the proposed development, based on each management practice and technique. The site Runoff Reduction Volume is equivalent to the computed Water Quality volume. Table 4: Runoff Reduction Volume Summary Runoff Reduction Technique RRv (cf) SMA#1 11575 SMA#2 11989 SMA #3 51912 SMA #4 505 Conservation of Natural Areas 756 Total Site Reduction 10,737 Required WQv 10,737 WQv Reduction 100% Many of the green infrastructure practices recommended in the NYS Stormwater Management Design Manual were not applied to the stormwater management design on this site due to either site restrictions or the use of more feasible green infrastructure of standard SMP techniques in place of more restrictive and/or maintenance intensive practices. The following table discusses why the unused green infrastructure practices were not feasible. 12 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Table 5: Non -Feasible Green Infrastructure Practices Green Infrastructure Reason use is not feasible Practice Sheetflow to Riparian No streams or rivers exist on site Buffers or Filter Strips Tree Planting/Tree Box Trees will be planted on site but their contribution to RRv reduction is minimal Disconnection of Runoff from Rooftops will be directed to Porous Pavement Areas Rooftop Runoff Stream Daylighting No streams exist on site Rain gardens are less favorable for developments as owners do not always Rain Gardens conduct proper maintenance; consequently, vegetation can die and lead to reduced performance. Green Roofs Infiltration areas are more financially feasible and require less maintenance than green roofs. Stormwater Planters Stormwater planters would require greater maintenance compared to the methods currently implemented for runoff reduction. Rain Barrels/Cisterns Rain Barrels/Cisterns would require greater maintenance compared to the methods currently implemented for runoff reduction. 5.5.3 Channel Protection (Cp,) In accordance with the NYS Stormwater Management Design Manual, stream channel protection, designed to protect stream channels from erosion, is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event. The Cp„ requirement is typically satisfied by providing additional storage above the water quality (WQv) volume. The one-year storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post development drainage conditions shown on Figure 3. Using aone-year, 24-hour design storm of 2.15 inches the required Cp„ was calculated as presented in Table 6. 13 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Table 6: Channel Protection Volume Summary 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the Design Manual, providing sufficient storage volume to attenuate the post development 10 -year, 24-hour peak discharge rate to the equivalent pre -development discharge rate controls overbank flooding. The 10 -year design storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown on Figure 3. Using a 10 -year, 24-hour design storm of 3.90 inches, the stormwater management areas were designed with sufficient storage volume to limit the post -development 10 -year, 24-hour peak discharge rate to the pre -development discharge rate. The following table presents the pre - and post -development discharge rates for the offsite discharge. As indicated, the post - development discharge rate is less than the pre -development rate as required. Table 7: Overbank Flow Runoff Summary Design Point 1 -Year Design Storm (in) Required Cps (ft3) Cps (provided) (ft3) SMA#1 2.15 740 21189 SMA#2 2.15 696 11891 SMA#3 2.15 10,280 18,738 SMA#4 2.15 0 0 5.5.4 Overbank Flood (Qp) Overbank Flood Control Criteria has been established to limit the frequency and magnitude of out -of -bank flooding generated through changes in runoff characteristics as a result of increased impervious surface area. In accordance with the Design Manual, providing sufficient storage volume to attenuate the post development 10 -year, 24-hour peak discharge rate to the equivalent pre -development discharge rate controls overbank flooding. The 10 -year design storm event was analyzed using the HydroCAD stormwater modeling program (TR -20) under the post -development drainage conditions shown on Figure 3. Using a 10 -year, 24-hour design storm of 3.90 inches, the stormwater management areas were designed with sufficient storage volume to limit the post -development 10 -year, 24-hour peak discharge rate to the pre -development discharge rate. The following table presents the pre - and post -development discharge rates for the offsite discharge. As indicated, the post - development discharge rate is less than the pre -development rate as required. Table 7: Overbank Flow Runoff Summary Design Point 10 -year (3.90"') runoff rate (cfs) Predevelopment Post -Development A 1.97 1.91 T (TOTAL) 1.97 1.91 14 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN ept) PARTNERSHIP, LLP. Shaping the physical environment Table 9: Storm Sewer Pipe Sizing Catch Basin I.D. Pipe Size Pipe I Slope Pipe Capacity (cfs) 10 Year Flow o (cfs) Upstream Downstream CB#1 CB#2 12" 0.62% 3.05 0.72 CB#2 CB#8 12" 0.53% 2.82 1.55 CB#8 STM MH #1 12" 0.64% 3.10 1.55 STM MH #1 STM MH #2 12" 3.33% 7.07 1.27 CB#3 CB#4 12" 0.52% 2.79 0.48 CB#4 CB#5 15" 0.52% 2.79 1.03 CB#5 CB#6 15" 0.60% 3.00 1.03 CB#7 CB#6 12" 0.62% 3.05 0.33 CB#6 STM MH #3 15" 0.63% 3.07 1.80 STM M H #3 STM MH #4 15" 2.31% 5.88 1.41 7.0 Summary Development of the proposed property will change the stormwater drainage characteristics of the site; impervious area will be added and the site will be re -graded to support the proposed improvements. Changes to the stormwater drainage characteristics of the site have been evaluated in accordance with the NYS Stormwater Management Design Manual. The proposed stormwater management system has been designed to comply with the recommendations in the Design Manual related to water quality, runoff reduction, channel protection, overbank flood control and extreme flood control for new development projects. The proposed stormwater management system has been designed to attenuate and treat the stormwater runoff generated from the contributing areas for storm events up to and including the 100 -year design storm event. The proposed stormwater management design includes the use of underground infiltration chambers and porous pavement. Stormwater modeling results, based on the proposed site layout, indicate the ability to reduce the overall post -development discharge rate from the site as summarized in Table 10. 16 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN PARTNERSHIP, LLP. Shaping the physical environment Table 10: Post Development Stormwater Peak Discharge Rates Peak Discharge Rates in cfs 1 -Year Storm 10 -Year Storm 100 -Year Storm Pre -Development 0.38 1.97 4.79 Post -Development 0.37 1.91 4.65 Overall Reduction (cfs) 0.01 0.08 0.14 Through the implementation of acceptable stormwater management practices, recommended by the NYS Stormwater Management Design Manual, the proposed project will not adversely affect adjacent or downstream properties. Prepared by: The Environmental Design Partnership, LLP Stephanie Dar, P.E. 17 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com ENVIRONMENTAL DESIGN ept) PARTNERSHIP, LLP. Shaping the physical environment REFERENCES HydroCAD version 10.00, Applied Microcomputer Systems, Chocura, New Hampshire. NYSDEC, 1990. "Technical and Operational Guidance Series (5.1.8) Stormwater Management Guidelines for New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 1992. "Reducing the Impacts of Stormwater Runoff from New Development", New York State Department of Environmental Conservation, Division of Water. NYSDEC, 2015. "New York State Stormwater Management Design Manual", Center for Watershed Protection, Ellicott City, MD. Rawls, W.J., Brakensiek, D.L., and Saxton, K. E., 1982. "Estimation of Soil Properties", Transactions of the American Society of Agricultural Engineers, Vol. 25, No. J, pp. 1316-1320. S.C.S., 1982. "TR -20 Project Formulation -Hydrology, Technical Release No. 20", U.S. Department of Agriculture, Soil Conservation Service, Hydrology Unit Division of Engineering. United States Department of Agriculture, Web Soil Survey. Retrieved from https://websoilsurvey.sc.egov.usda.gov 18 900 Route 146, Clifton Park, New York 12065 phone (518) 371-7621 - fax (518) 371-9540 e-mail: info@edpllp.com I1I: It:� MZftL lR:\xi VA \ s 'aft TAW IL .: 't .. __ - '� ii www ti ��~ ��'�► TAft y� IV s � � =� � � +-�`���"'.-,, �`�„�`" � �'�,,.'""`,�``�a►►"' �•'` °►''� �►'�'�i tib'''' � - = VEL � h 7 _ • —1.lie� . r _ 1 — .fir s le - 4r 16 rr 1 !e- k Y F J ,1 ~ f' ~ ° Z ' 7 a -.f • f •. - �' P r jr .9 - S 1 Q A 1 _r ` 16 W_- Roy Manu; F/// Ifti 1� THE ISOLATORS ROW INTRODUCTION An important component of any Stormwater Pollution Prevention Plan is inspection and maintenance. The StormTech Isolator Row is a technique to inexpensively enhance Total Suspended Solids (TSS) and Total Phosphorus (TP) removal with easy access for inspection and maintenance. THE ISOLATOR ROW The Isolator Row is a row of StormTech chambers, either SC -160, SC_ 310, SC -310-3, SC -740, DC -780, MC -3500 or MC -4500 models, that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric -wrapped chambers provide for settling and filtration of sediment as storm water rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls (SC -310, SC- 310-3 and SC -740 models) allow storm water to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage areas of the adjacent stone and chambers from sediment accumulation. A woven geotextile fabric is placed between the stone and the Isolator Row chambers. The woven geotextile provides a media for stormwater filtration, a durable surface for maintenance, prevents scour of the underlying stone and remains intact during high pressure jetting. A non- woven fabric is placed over the chambers to provide a filter media for flows passing through the perforations in the sidewall of the chamber. The non -woven fabric is not required over the SC -160, DC -780, MC -3500 or MC -4500 models as these chambers do not have perforated side walls. The Isolator Row is typically designed to capture the "first flush" and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole provides access to the Isolator Row and typically includes a high flow weir. When flow rates or volumes exceed the Isolator Row weir capacity the water will flow over the weir and discharge through a manifold to the other chambers. Looking down the Isolator Row from the manhole opening, woven geotextile is shown between the chamber and stone base. .a.P Al.*- .,. * StormTech Isolator Row with Overflow Spillway (not to scale) Another acceptable design uses one open grate inlet structure. Using a "high/low" design (low invert elevation on the Isolator Row and a higher MANHOLE invert elevation on the manifold) an open grate structure can provide the WITH OW advantages of the Isolator Row by creating a differential between the OVERWE R Isolator Row and manifold thus allowing for settlement in the Isolator Row. The Isolator Row may be part of a treatment train system. The design of the treatment train and selection of pretreatment devices by the ECCENTRIC design engineer is often driven by regulatory requirements. Whether HEADER pretreatment is used or not, the Isolator Row is recommended by StormTech as an effective means to minimize maintenance requirements and maintenance costs. Note: See the StormTech Design Manual for detailed information on designing inlets for a StormTech system, including the Isolator Row. OPTIONALACCESS OPTIONAL PRE-TREATMENT STORMTE('H ISOLATOR ROW INSPECTION/MAINTENANCE INSPECTION The frequency of inspection and maintenance varies by location. A routine inspection schedule needs to be established for each individual location based upon site specific variables. The type of land use (i.e. industrial, commercial, residential), anticipated pollutant load, percent imperviousness, climate, etc. all play a critical role in determining the actual frequency of inspection and maintenance practices. At a minimum, StormTech recommends annual inspections. Initially, the Isolator Row should be inspected every 6 months for the first year of operation. For subsequent years, the inspection should be adjusted based upon previous observation of sediment deposition. The Isolator Row incorporates a combination of standard manhole(s) and strategically located inspection ports (as needed). The inspection ports allow for easy access to the system from the surface, eliminating the need to perform a confined space entry for inspection purposes. If upon visual inspection it is found that sediment has accumulated, a stadia rod should be inserted to determine the depth of sediment. When the average depth of sediment exceeds 3 inches throughout the length of the Isolator Row, clean-out should be performed. MAINTENANCE The Isolator Row was designed to reduce the cost of periodic maintenance. By "isolating" sediments to just one row, costs are dramatically reduced by eliminating the need to clean out each row of the entire storage bed. If inspection indicates the potential need for maintenance, access is provided via a manhole(s) located on the end(s) of the row for cleanout. If entry into the manhole is required, please follow local and OSHA rules for a confined space entries. Maintenance is accomplished with the JetVac process. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, the captured pollutants are flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/JetVac combination vehicles. Selection of an appropriate JetVac nozzle will improve maintenance efficiency. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" are best. Most JetVac reels have 400 feet of hose allowing maintenance of an Isolator Row up to 50 chambers long. The JetVac process shall only be performed on StormTech Isolator Rows that have AASHTO class 1 woven geotextile (as specified by StormTech) over their angular base stone. StormTech Isolator Row (not to scale) Note: Non -woven fabric is only required over the inlet pipe connection into the end cap for SC-160LP, DC -780, MC -3500 and MC -4500 chamber models and is not required over the entire Isolator Row. SC -740, SC -310; COVER ENTIRE ISOLA' GEOSYNTHETICS 601T NON -V SC -730 SC -310 MC -4500, MC -3500, DC -780, SC CONNECTION TC GEOSYNTHETICS 601T NONA SUMP DE SITE DESI( (24" [600 mm] MI OPTIONAL INSPECTION PORT j 24" (600 mm) HDPE ACCESS PIPE REQUIRED: MC -4500, MC -3500, SC -740, DC -780 12" (300 mm) HDPE ACCESS PIPE REQUIRED: SC -310 8" (200 mm) HDPE ACCESS PIPE REQUIRED: SC-160LP STORMTECH CHAMBER STORMTECH END CAP SYNTHETICS 315WT WOVEN GEOTEXTILE BETWEEN ,HAMBERS, CONTINUOUS FABRIC WITHOUT SEAMS i 4500 8.25' (2.5 m) MIN WIDE: MC -3500 5'(1.5 m) MIN WIDE: DC -780, SC -740 4'(1.2 m) MIN WIDE: SC -310, SC-160LP ISOLATOR ROW STEP BY STEP MAINTENANCE PROCEDURES STEP 1 Inspect Isolator Row for sediment. A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod,measure depth of sediment and record results on maintenance log. iv. If sediment is at or above 3 inch depth, proceed to Step 2. If not, proceed to Step 3. 6) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Mirrors on poles or cameras may be used to avoid a confined space entry 2. Follow OSHA regulations for confined space entry if entering manhole iii. If sediment is at or above the lower row of sidewall holes (approximately 3 inches), proceed to Step 2. If not, proceed to Step 3. STEP 2 Clean out Isolator Row using the JetVac process. A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45 inches or more is preferable B) Apply multiple passes of JetVac until backf lush water is clean C) Vacuum manhole sump as required STEP 3 Replace all caps, lids and covers, record observations and actions. STEP 4 Inspect & clean catch basins and manholes upstream of the StormTech system. 11 4 SAMPLE MAINTENANCE LOG sliv11 16.3 f� ' �ko�ke 9/24/11 0'1 6!20/'13 0.6 7/7/13 6.3 fE New 4 kSE0 LL0 KoV%, Flyea POLV4 Ls C -T f rave aE D:)m c}ro,ae Some cjrLE f e1E Sm mucktj feeL, AebKs vLsLbLe 4k wo,�kko Le o;�kA Lvx NXI iso Lo&or Row, rA0, kEeK0,KCe Atte Stjs ew MWW4 LuuLr� b NEWYORK Parks,, Recreation, S. - TATE Of OPPORTUNITY and Historic Preservation -\i I ANDREW M. CUOMO ROSE HARVEY Governor Commissioner June 23, 2016 Ms. Pamela Price The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 Re: DEC Regatta View Union Ave, Dyer Switch Rd, Regatta View Dr, Saratoga Springs, NY 16PRO2962 Dear Ms. Price'. Thank you for requesting the comments of the Division for Historic Preservation of the Office of Parks, Recreation and Historic Preservation (OPRHP). We have reviewed the submitted materials in accordance with the New York State Historic Preservation Act of 1980 (section 14.09 of the New York Parks, Recreation and Historic Preservation Law). Additionally, the 0 P RH P has also reviewed t h e Phase 1 B/2 Archaeological survey Rep o rt entitled Stage IB12 Archaeological Survey Interlaken Subdivision Project, Saratoga Springs, Saratoga County, New York, prepared by Greenhouse Consultants Incorporated (Greenhouse Consultants, August 19990, which included the investigation of the same property as indicated in this proposed project. This recommendation pertains only to this proposed Area of Potential Effects (APE) indicated with this Project Submission and referred to in Greenhouse Consultants Report as Zone B. It is not applicable to any other portion of the project property or other properties investigated by Greenhouse Consultants in their 1999 report. Should the project design be changed OPRHP recommends further consultation with this office. Based upon this review, it is the OPRHP's opinion that your project will have No Impact upon cultural resources in or eligible for inclusion in the State and National Register of Historic Places. If further Correspondence is required regarding this project, please refer to the project number (PR) noted above. If you have any questions, I can be reached via email at J osa ly n. Fe rq u so n (a-_), park s. ny. g ov. Sincerely, Josalyn Ferguson Historic Preservation Specialist/Archaeology Division for Historic Preservation P.O. 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'i 'O a C ,_ i O ai O ce QCS c S cz cz o 73 Mo O � N ce ce CX y �. , _ `'� u C/) � c) Q i D m i ct CL3 ct M W O N M Q cd M � cz o T N M Ld co Quo N C) L � PI ° or - �� {® .•• 0 Alk 9 Do■■uKI ° a•Yi � Y Y Y JI rI �. of - � 9 7�ul.�d• _• . yoo - �' m Ll i fCk fN kill ®® _ _ 1•' B — _ ,L .Ml Table of Contents StormIT:eche 1.0 Introduction................................................................................................................................................................2 2.0 Product Information....................................................................................................................................................3 3.0 Structural Capabilities................................................................................................................................................7 4.0 Foundation for Chambers..........................................................................................................................................9 5.0 Cumulative Storage Volumes....................................................................................................................................10 6.0 Required Materials and Row Separation..................................................................................................................12 7.0 Inletting the Chambers............................................................................................................................................13 8.0 Outlets for Chambers..............................................................................................................................................16 9.0 Other Considerations................................................................................................................................................17 10.0 System Sizing..........................................................................................................................................................18 11.0 Detail Drawings........................................................................................................................................................19 12.0 Inspection and Maintenance....................................................................................................................................22 13.0 General Notes..........................................................................................................................................................24 14.0 StormTech Product Specifications............................................................................................................................25 15.0 Chamber Specifications for Contract Documents....................................................................................................26 * For MC -3500 and MC -4500 designs, please refer to the MC-3500/MC-4500 Design Manual The StormTech Technical Services Department assists design professionals in specifying StormTech stormwater systems. This assistance includes the layout of chambers to meet the engineer's volume requirements and the connec- tions to and from the chambers. The Technical Department can also assist converting and cost engineering projects currently specified with ponds, pipe, concrete and other manufactured stormwater detention/retention products. Please note that it is the responsibility of the design engineer to ensure that the chamber bed layout meets all design require- ments and is in compliance with applicable laws and regulations governing this project. �a PROPOSED LAYOUT PROPOSED ELEVATIONS o < Y (212) STORMTECH DC -780 CHAMBERS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 381.50 00 o (26) STORMTECH DC -780 END CAPS MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 371.50 ' z w o INSTALLED WITH 6" COVER STONE, 9" BASE STONE, 40% STONE VOID MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 371.00 U v O INSTALLED SYSTEM VOLUME: 18,492 CF (PERIMETER STONE INCLUDED) MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 371.00 _ 6 AREA OF SYSTEM: 8,405 FT2 MINIMUM ALLOWABLE GRADE (TOP OF REINFORCED CONCRETE PAVEMENT): 371.00 W Q ❑ U o PERIMETER OF SYSTEM: 438 FT TOP OF STONE: 370.00 00J ° TOP OF CHAMBER: 369.500 Z o 18 TOP MANIFOLD INVERT: 367.42 J o 18" BOTTOM MANIFOLD INVERT: 367.13 24" ISOLATOR ROW INVERT: 367.01 - BOTTOM OF CHAMBER: 367.00 0- # UNDERDRAIN INVERT: 366.25 U BOTTOM OF STONE: 366.25 w 3 Ile - ❑ a 169.47' 158.18' 18" X 18" ADS N-12 MANIFOLD z W O o ws MAXIMUM INLET FLOW 7.3 CFS, INV a o �= 5" ABOVE CHAMBER BASE N w o (SIZE TBD BY ENGINEER / SEE U o TECH SHEET #7 FOR MANIFOLD w 55w SIZING GUIDANCE) 18" X 18" ADS N-12 MANIFOLD ❑ ,� F o PLACE MINIMUM 12.5' OF ADS GEOSYNTHETICS STRUCTURE (B15B)PER STRUCTURE(B15A)PER MAXIMUM OUTLET FLOW 4.0 CFS, INV 1.6" 315WTK WOVEN GEOTEXTILE OVER BEDDING ABOVE CHAMBER BASE z - ENGINEER'S PLAN W/ELEVATED ENGINEER'S PLAN W/ELEVATED STONE AND UNDERNEATH CHAMBER FEET FOR(SIZE TBD BY ENGINEER / SEE TECH SHEET i BYPASS MANIFOLD BYPASS MANIFOLD g SCOUR PROTECTION AT ALL CHAMBER INLET (DESIGN BY ENGINEER/ (DESIGN BY ENGINEER/ #7 FOR MANIFOLD SIZING GUIDANCE) Y N ROWS PROVIDED BY OTHERS) PROVIDED BY OTHERS) U Y 18" X 18" ADS N-12 MANIFOLDo MAXIMUM INLET FLOW 17.2 CFS, ADS N-12 NV 5" ABOVE CHAMBER BASE d W I(SIZE TBD BY ENGINEER) w m (SIZE TBD BY ENGINEER / SEE I w o TECH SHEET 47 FOG GUIDA O D G� FROM B SOUTH o Q 6" ADS N-12 DUAL WALL SOLID HDPE UNDERDRAIN 4 m - ISOLATOR ROW I (SIZE TBD BY ENGINEER) c o o ? STRUCTURE (B16) PER X ADS N-12 MANIFOLD M MAXIMUU M OUTLET FLOW 4.0 CFS, INV 1.6" ENGINEER'S PLAN W/ELEVATED ISOLATOR ROW ISOLATOR ROW ABOVE CHAMBER BASE ,,BYPASS MANIFOLD (SIZE TBD BY ENGINEER / SEE TECH SHEET ° (DESIGN BY ENGINEER / 47 FOR MANIFOLD SIZING GUIDANCE) PROVIDED BY OTHERS) 18" X 18" ADS N-12 MANIFOLD 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN L o w - MAXIMUM INLET FLOW 7.3 CFS, INV (SIZE TBD BY ENGINEER) 0 m - 5" ABOVE CHAMBER BASE INSPECTION PORT (TYP.) OUTLET CONTROL STRUCTURE (A) o m (SIZE TBD BY ENGINEER / SEE 24" PREFABRICATED END CAP PER ENGINEER'S PLAN ° m TECH SHEET #7 FOR MANIFOLD PART# SC740EPE24B (DESIGN BY ENGINEER / PROVIDED - TYP OF ALL SC -740 24" BY OTHERS) o SIZING GUIDANCE o CONNECTIONS AND ISOLATOR ROWS 18" ADS N-12 BOTTOM CONNECTION ADS N-12 o w MAXIMUM OUTLET FLOW 4.0 CFS, INV❑ 'o F (SIZE TBD BY ENGINEER) 1.6" ABOVE CHAMBER BASE No mm ow (SIZE TBD BY ENGINEER /SEE TECH � F SHEET 47 FOR MANIFOLD SIZING ¢ _ GUIDANCE) w O o 0 Ha ow O J O - � J O O � N NOTES • 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. • THE SITE DESIGN ENGINEER MUST REVIEW THE PROXIMITY OF THE CHAMBERS TO THE SLOPE AND SHEET CONSIDER EFFECTS OF POSSIBLE SATURATED SOILS ON THE SLOPE'S INTEGRITY. 1 OF 1 This manual is exclusively intended to assist engineers in the design of subsurface stormwater systems using StormTech chambers. 1 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 1.0 Introduction 1.1 INTRODUCTION StormTech stormwater management systems allow stormwater professionals to create more profitable, environmentally sound developments. Compared with other subsurface systems, StormTech systems offer lower overall installed cost, superior design flexibility and enhanced performance. Applications include com- mercial, residential, agricultural and highway drainage. StormTech has invested over $10 million and many years in the development of StormTech chambers. These inno- vative products exceed the rigorous requirements of the standards governing the design of thermoplastic structures. 1.2 THE GOLD STANDARD IN STORMWATER MANAGEMENT The advanced designs of StormTech chambers were created by implementing an aggressive research, development, design and manufacturing protocol. StormTech chamber products establish the new gold standard in stormwater management through: • Collaborations with experts in the field of buried plastic structures and polyolefin materials • The development and utilization of new testing methods and proprietary test methods • The use of thermoformed prototypes to verify engineering models, perform in -ground testing and install observation sites • The investment in custom-designed, injection molding equipment • The utilization of polypropylene and polyethylene as manufacturing materials • The design of molded -in features not possible with traditional thermoformed chambers Section 3.0 of this design manual, Structural Capabilities, provides a detailed description of the research, develop- ment and design process. Many of StormTech's unique chamber features can benefit a site developer, stormwater system designer, and installer. Where applicable, StormTech Product Specifications are referenced throughout this design manual. If StormTech's unique product benefits are important to a stormwater sys- tem design, consider including the applicable StormTech Product Specifications on the site plans. This can prevent substitutions with inferior products. Refer to Section 14.0, StormTech Product Specifications. 1.3 PRODUCT QUALITY AND DESIGN TO INTERNATIONAL STANDARDS StormTech chambers are designed to meet the full scope of design requirements of Section 12.12 of the AASHTO LRFD Bridge Design Specifications and produced to the requirements of the American Society of Testing Materials StormTech° (ASTM) International specifications F2418 (polypropylene chambers) and F2922 (polyethylene chambers). StormTech chambers provide the full AASHTO safety fac- tors for live loads and permanent earth loads. The two ASTM standards mentioned previously are linked to the AASHTO LRFD Bridge Design Specifications Section 12.12 design standard. Both ASTM standards require that the safety factors included in the AASHTO guidance are achieved as a prerequisite to meeting either ASTM F2418 or ASTM F2922. StormTech chambers are also designed in accordance with ASTM F2787, "Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers" which provides specif- ic guidance on how to design thermoplastic chambers in accordance with AASHTO Section 12.12. These stan- dards provide both the assurance of product quality and safe structural design. For non-proprietary specifications for public bids that ensure high product quality and safe design, consider including the specification in Section 15.0 Chamber Specifications for Contract Documents. 1.4 TECHNICAL SUPPORT FOR PLAN REVIEWS StormTech's in-house technical support staff is available to review proposed plans that incorporate StormTech chamber systems. They are also available to assist with plan conversions from existing products to StormTech. Not all plan sheets are necessary for StormTech's review. Required sheets include plan view sheet(s) with design contours, cross sections of the stormwater system including catch basins and drainage details. When specifying StormTech chambers it is recommended that the following items are included in project plans: StormTech chamber system General Notes, applicable StormTech chamber illustrations and StormTech chamber system Product Specifications. These items are available in various formats and can be obtained by contacting StormTech at 1-860-529-8188 or may be downloaded at www.stormtech.com. StormTech's plan review is limited to the sole purpose of determining whether plans meet StormTech chamber systems' minimum requirements. It is the ultimate responsibility of the design engineer to assure that the stormwater system's design is in full compliance with all applicable laws and regulations. StormTech products must be designed and installed in accordance with StormTech's minimum requirements. SEND PLANS TO: StormTech, Plan Review, 70 Inwood Road, Suite 3, Rocky Hill, CT 06067 E-mail: info@stormtech.com. File size should not exceed 10 MB. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 2.0 Product Information 2.1 PRODUCT APPLICATIONS StormTech chamber systems may function as storm - water detention, retention, first -flush storage, or some combination of these. The StormTech chambers can be used for commercial, municipal, industrial, recreational, and residential applications especially for installations under parking lots and commercial roadways. One of the key advantages of the StormTech chamber system is its design flexibility. Chambers may be con- figured into beds or trenches of various sizes or shapes. They can be centralized or decentralized, and fit on nearly all sites. Chamber lengths enhance the ability to develop on both existing and pre -developed projects. The systems can be designed easily and efficiently around utilities, natural or man-made structures and any other limiting boundaries. 2.2 CHAMBERS FOR STORMWATER DETENTION Chamber systems have been used effectively for storm - water detention for over 15 years. A detention system temporarily holds water while it is released at a defined rate through an outlet. While some infiltration may occur in a detention system, it is often considered an environ- mental benefit and a storage safety factor. Over 70% of StormTech's installations are non -watertight detention systems. There are only a few uncommon situations where a detention system might need to limit infiltration: the subgrade soil's bearing capacity is significantly affected by saturation such as with expansive clays or karst soils, and; in sensitive aquifer areas where the depth to groundwater does not meet local guidelines. Adequate pretreatment could eliminate concerns for the latter case. A thermoplastic liner may be considered for both situations to limit infiltration. 2.3 STONE POROSITY ASSUMPTION A StormTech chamber system requires the application of clean, crushed, angular stone below, between and above the chambers. This stone serves as a structural component while allowing conveyance and storage of stormwater. Storage volume examples throughout this Design Manual are calculated with an assumption that the stone has an industry standard porosity of 40%. Actual stone porosity may vary. Contact StormTech for information on calculating stormwater volumes with varying stone porosity assumptions. 2.4 CHAMBER SELECTION Primary considerations when selecting between the SC-310TM, SC-740TM and DC-780TM chambers are the depth to restrictive layer, available area for subsurface storage, cover height and outfall restrictions. The StormTech SC -310 chamber shown on page 4 is ideal for systems requiring low-rise and wide -span solutions. This low profile chamber allows the storage of large vol- umes, 1.3 ft3/ft2 (0.40 m3/m2) [minimum], at minimum depths. StormTechm } The SC -310 and SC -740 chambers and end plates. Pl%L kfirr StormTech systems can be integrated into retrofit and new construc- tion projects. Like the Stormtech SC -310, the StormTech SC -310-3 found on page 6 allows for a design option for sites with both limited cover and limited space. With only 3" of spacing between the chambers, the SC -310-3 still pro- vides 1.3 ft3/ft2 (0.40 m3/m2) [minimum] of storage. The StormTech SC -740 chamber shown on page 8 opti- mizes storage volumes in relatively small footprints. By providing 2.2 ft3/ft2 (0.67 m3/m2) [minimum] of storage, the SC -740 chambers can minimize excavation, backfill and associated costs. The DC -780 chamber shown on page 10 has been developed for those applications which exceed the max- imum 8 ft (2.44 m) burial depth of the SC -740 and SC -310 chambers. The DC -780 is a modified version of the SC -740 allowing it to reach a maximum burial depth of 12 ft (3.66 m). The design of the DC -780 chamber, like other StormTech chambers, is designed and manu- factured in accordance with the AASHTO LRFD Bridge Design Specifications as well as ASTM F 2418 and ASTM F 2787 ensuring structural adequacy for deeper systems. The end corrugations of the DC -780 chamber have not been modified in order to allow connections to the SC -740 chamber. This will allow hybrid systems utilizing both chambers in one system design. 3 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech SC -31 0 Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximizing land usage for commercial and municipal applications. ° ,P -OM u Lis r N 7. 61 °.tll���l�llNl�� A No 11111,J111111 . a4� •'7 -1� V 1,2" - �. Shipping 41 chambers/pallet 108 end caps/pallet 18 pallets/truck ,►• 12" (300 mm) 6 DIA. MAX (150 mm) SC -310 End Cap 16.0" (400 mm) �_ -� 34.0" (864 mm)�- 11� StormTech SC -310 Chamber (not to scale) Nominal Chamber Specifications :5Z Size (L x W x H) 85.4" x 34.0" x 16.0" (2170 x 864 x 406 mm) Chamber Storage 14.7 ft' (0.42 m3) Min. Installed Storage* 31.0 ft' (0.88 m3) Weight 37.0 lbs (16.8 kg) *Assumes 6" (150 mm) stone above, below and between chambers and 40% stone porosity. a 90.7" (2300 mm) 1 Chamber 85.4" (2170 mm) INSTALLED II II II I �ii .I �6 .I �611111 Jill Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 4 StormTech SC -31 0 Chamber SC -310 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6" (150 mm) Stone Base Under the Chambers. CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 POLYPROPLENE (PP) CHAMBERS OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED - OR VERTICAL) 12" (300 mm) MIN DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS Storage Volume Per Chamber ft' (m3) Bare Chamber and Stone Chamber Stone Foundation Depth Storage in. (mm) ft' (m3) 6 (150) 12 (300) 18 (450) StormTech SC -310 14.7 (0.4) 31.0 (0.9) 35.7(l.0) 40.4(l.1) (Vote: Assumes 6" (150 mm) of stone above chambers, 6" (150 mm) row spacing and 40% stone porosity. Amount of Stone Per Chamber Stone Foundation Depth ENGLISH TONS (yds') 6" 12" 1811 StormTech SC -310 1 2.1 (1.5 yd3) 2.7 (1.9 yd3) 3.4 (2.4 yd 3) METRIC KILOGRAMS (m')l 150 mm 300 mm 450 mm StormTech SC -310 1830 (1.1 m3) 2490 (1.5 m3) 2990 (1.8 m3) Note: Assumes 6" (150 mm) of stone above, and between chambers. Volume of Excavation Per Chamber yd' (m3) Stone Foundation Depth 6" (150 mm) 12" (300 mm) 18" (450 mm) StormTech SC -310 2.9 (2.2) r 3.4 (2.6) 1 3.8 (2.9) Note: Assumes 6" (150 mm) of row separation and 18" (450 mm) of cover. The volume of excavation will vary as the depth of the cover increases. GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. 8' (2.4 m) MAX j DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 mm) MIN 12" (300 mm) TYP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 28 (711) 14.70 (0.416) 31.00 (0.878) 27 (686) 14.70 (0.416) 30.21 (0.855) 26 (680) Stone 14.70 (0.416) 29.42 (0.833) 25 (610) Cover 14.70 (0.416) 28.63 (0.811) 24 (609) 14.70 (0.416) 27.84 (0.788) 23 (584) 14.70 (0.416) 27.05 (0.766) 22 (559) 14.70 (0.416) 26.26 (0.748) 21 (533) 14.64 (0.415) 25.43 (0.720) 20 (508) 14.49 (0.410) 24.54 (0.695) 19 (483) 14.22 (0.403) _23.58 (0.668) 18 (457) 13.68 (0.387) 22.47 (0.636) 17 (432) 12.99 (0.368) 21.25 (0.602) 16 (406) 12.17 (0.345) 19.97 (0.566) 15 (381) 11.25 (0.319) 18.62 (0.528) 14 (356) 10.23 (0.290) 17.22 (0.488) 13 (330) 9.15 (0.260) 15.78 (0.447) 12 (305) 7.99 (0.227) 14.29 (0.425) 11 (279) 6.78 (0.192) 12.77 (0.362) 10 (254) 5.51 (0.156) 11.22 (0.318) 9 (229) 4.19 (0.119) 9.64 (0.278) 8 (203) 2.83 (0.081) 8.03 (0.227) 7 (178) 1.43 (0.041) 6.40 (0.181) 6 (152) 0 4.74 (0.134) 5 (127) 0 3.95 (0.112) 4 (102) 0 3.16 (0.090) 3 (76) 0 2.37 (0.067) 2 (51) 0 1.58 (0.046) 1 (25) 0 0.79 (0.022) Note: Add 0.79 cu. ft. (0.022 m 3) of storage for each additional inch (25 mm) of stone foundation. CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 POLYPROPLENE (PP) CHAMBERS OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED - OR VERTICAL) 12" (300 mm) MIN DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS Storage Volume Per Chamber ft' (m3) Bare Chamber and Stone Chamber Stone Foundation Depth Storage in. (mm) ft' (m3) 6 (150) 12 (300) 18 (450) StormTech SC -310 14.7 (0.4) 31.0 (0.9) 35.7(l.0) 40.4(l.1) (Vote: Assumes 6" (150 mm) of stone above chambers, 6" (150 mm) row spacing and 40% stone porosity. Amount of Stone Per Chamber Stone Foundation Depth ENGLISH TONS (yds') 6" 12" 1811 StormTech SC -310 1 2.1 (1.5 yd3) 2.7 (1.9 yd3) 3.4 (2.4 yd 3) METRIC KILOGRAMS (m')l 150 mm 300 mm 450 mm StormTech SC -310 1830 (1.1 m3) 2490 (1.5 m3) 2990 (1.8 m3) Note: Assumes 6" (150 mm) of stone above, and between chambers. Volume of Excavation Per Chamber yd' (m3) Stone Foundation Depth 6" (150 mm) 12" (300 mm) 18" (450 mm) StormTech SC -310 2.9 (2.2) r 3.4 (2.6) 1 3.8 (2.9) Note: Assumes 6" (150 mm) of row separation and 18" (450 mm) of cover. The volume of excavation will vary as the depth of the cover increases. GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. 8' (2.4 m) MAX j DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 mm) MIN 12" (300 mm) TYP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 5 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech SC -31 0-3 Chamber The proven strength and durability of the SC -310-3 Chamber allows for a design option for sites where limited cover, limited space, high water table and escalated aggregate cost are a factor. The SC -310-3 has a minimum cover requirement of 16" (400 mm) to bottom of pavement and reduces the spacing requirement between chambers by 50% to 3" (76 mm). This provides a reduced footprint overall and allows the designer to offer a traffic bearing application yet comply with water table separation regulations. StormTech SC -310-3 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H) 85.4" x 34.0" x 16.0" (2170 x 864 x 406 mm) Chamber Storage 14.7 ft' (0.42 m3) Min. Installed Storage* 29.3 ft' (0.83 m3) Weight 37.0 lbs (16.8 kg) *Assumes 6" (150 mm) stone above and below chambers, 3" (76 mm) 12" (300 mm) row spacing and 40% stone porosity. �6�� DIA. MAX (150 mm) Shipping SC -310 End Cap 41 chambers/pallet 108 end caps/pallet 18 pallets/truck Typical Cross Section Detail t 16.0" (400 mm) 34.0" (864 mm)�- CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 POLYPROPLENE (PP) CHAMBERS OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 90.7" (2300 mm) SC -310 Chamber ,I ,.li" I�1' IIAI I�11' 'IIAI Ili' IAf' 4�1' I,AIi' ll�l IAII' 1�! °ilA1i" GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. 12" (300 mm) MIN 3C-310 END CAP DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS 3" (80 mm) MIN PAVEMENT LAYER i 6" (150 mm) 16" 181, 81 MIN (400 mm) MIN (450 mm) MIN (2.4 m) MAX 16" (405 mm) -i - L j DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 mm) MIN 34" (865 mm) 12" (300 mm) TYP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 6 StormTech SC -31 0-3 Chamber SC -310-3 Cumulative Storage Volume Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6"(150 mm) Stone Base Under the Chambers. 28 (711) (1.22) 152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) 14.7 (0.416) 14.7 (0.416) 29.34 (0.831) 28.60 (0.810) 27 (686) 26 (660) Stone 14.7 (0.416) 27.87 (0.789) 25 (635) over 14.7 (0.416) 27.14 (0.769) 26.41 (0.748) 24 (610) 14.7 (0.416) 23 (584) 14.7 (0.416) 25.68 (0.727) 22 (559) 14.7 (0.416) 24.9 5 (0.707) 21 (533) 14.64 (0.415) 24.18 (0.685) 20 (508) 14.49 (0.410) 23.36 (0.661) 19 (483) 14.22 (0.403) 22.47 (0.636) 18 (457) 13.68 (0.387) 21.41 (0.606) 17 (432) 12.99 (0.368) 20.25 (0.573) 16 (406) 12.17 (0.345) 19.03 (0.539) 15 (381) 11.25 (0.319) 17.74 (0.502) 14 (356) 10.23 (0.290) 16.40 (0.464) 13 (330) 9.15 (0.260) 15.01 (0.425) 12 (305) 7.99 (0.226) 13.59 (0.385) 11 (279) 6.78 (0.192) 12.13 (0.343) 10 (254) 5.51 (0.156) 10.63 (0.301) 9 (229) 4.19 (0.119) 9.11 (0.258) 8 (203) 2.83 (0.080) 7.56 (0.214) 7 (178) 1.43 (0.040) 5.98 (0.169) 6 (152) 0 4.39 (0.124) 5 (127) � 0 3.66 (0.104) 4 (102) Stone Foundation 0 2.93 (0.083) 3 (76) 0 2.19 (0.062) 2 (51) 0 1.46 (0.041) L 0 1 0.73 0.021) Note: Add 0.73 fN (0.021 m') of storage for each additional inch (25 mm) of stone foundation. Storage Volume per Chamber ft' (m') r Bare TChamber and Stone Volume Chamber Stone Foundation Depth Storage � in. (mm) ft' (ma) 6 (150) 12 (300)18 (450) SC -310-3 114.7 (0.42) 1 29.3 (0.83) 33.7(0.95) 38.1 (1.08) Note: Assumes 6" (150 mm) of stone above chambers, 3" (76 mm) row spacing and 40% stone porosity. Volume of Excavation Per Chamber yd (m3) Stone Foundation Depth 6" (150) 12" (300) 18" (450) SC -310-3 2.6 (2.0) 3.0 (2.3) 3.4 (2.6) Note: Assumes 3" (76 mm) of row separation, 6" (150 mm) of stone above the chambers and 16" (400 mm) of cover. The volume of excavation will vary as depth of cover increases. Amount of Stone Per Chamber Stone Foundation Depth ENGLISH TONS (yd3) 6" 12" 1811 SC -310-3 1.9 (1.4) 2.5 (1.8) 3.1 (2.2) METRIC KILOGRAMS (m3) 150 mm 300 mm 450 mm SC -310-3 1724 (1.0) 2268 (1.3) 12(1.7) Note: Assumes 6" (150 mm) of stone above chambers and 3" (76 mm) row spacing. Minimum Required Bearing Resistance for Service Loads ksf (kPa) 1.5 6 9 9 9 9 9 12 12 12 1515 (0.46) (152) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) 2 6 6 9 9 9 9 12 12 12 15 15 (0.61) 152) (152) (229) (229) (229),(229) (305) (305) (305) (381) (381) 2.5 6 6 6 6 6 9 9 9 12 12 12 (0.76) (152) (152) (152) (152) (152) (229) (229) (229) (305) (305) (305) 3 6 6 6 6 6 6 9 9 9 9 12 (0.91) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (305) 3.5 6 6 6 6 6 6 6 9 9 9 12 /i n7\ /i Cr)\ /i Cr)\ /1 Cr)\ /i Cn\ /i Cr)\ /i Cr)\ /i Cr)\ /nnn\ /nnn\ I /nnn\ /onc\ .._. , , M ---/ , M ---, , M ---, , M --/ , M __/ , M __/ , M ---, ,---, ,---, ,---, ,___/ 4 6 6 6 6 6 6 6 9 9 9 9 (1.22) 152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) 4.5 6 6 6 6 6 6 6 6 9 9 9 (1.37) 152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) 5 6 6 6 6 6 6 6 9 9 9 9 (1.52) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) 5.5 6 6 6 6 6 6 6 9 9 9 12 (1.68) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (305) 6 6 6 6 6 6 6 9 9 9 9 12 (1.83) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (305) 6.5 6 6 6 6 6 6 9 9 9 12 12 (1.98) (152) (152) (152) (152) (152) (152) (229) (229) (229) (305) (305) 7 6 6 6 6 6 9 9 9 9 12 12 (2.13) (152) (152) (152) (152) (152) (229) (229) (229) (229) (305) (305) 7.5 6 6 6 6 9 9 9 9 12 12 12 (2.29) (152) (152) (152) (152) (229) (229) (229) (229) (305) (305) (305) 8 6 6 6 9 9 (2.44) (152) (152) (152) (229) (229) 9 9 (229) I (229) 12 12 (305) (305) 12 15 (305) (381) NOTE. The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the sub - grade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consid- eration for the range of soil moisture conditions expected under a stormwater system. 7 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech SG -740 Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking _ lots thus maximizing land usage for commercial and municipal applications. P -16• -A_ f .� 1 — .1W 16 StormTech SC -740 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H) 85.4" x 51.0" x 30.0" (2170 x 1295 x 762 mm) Chamber Storage 45.9 ft' (1.30 m3) Min. Installed Storage* 74.9 ft' (2.12 m3) Weight 74.0 lbs (33.6 kg) *Assumes 6" (150 mm) stone above, below and between chambers and 40% stone porosity. Shipping 30 chambers/pallet 60 end caps/pallet 12 pallets/truck (200 mm) car �vvv i iii 111 vire. IVIM/\ SC -740 End Cap 30.0" (762 mm) 51.0" (1295 mm) 90.7" (2300 mm) — SC -740 Chamber -� 85.4" (2170 mm) INSTALLED 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CO 0 0 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 8 StormTech SC -740 Chamber SC -740 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6" (150 mm) Stone Base Under the Chambers. 1-,epVVrWJ in System Inches (mm) 42 1067 41 1041 Uumullative Chamber .g• Ft' (ml) 45.90 1.300 45.90 1.300 , Cumulative Storage Ft' (ml) 74.90 2.121) 73.77 2.089 40 1016 Stone 45.90 1.300 72.64 2.057 39 991 38 965 Cover 45.90(1.3091_71.52 45.90 1.300 (2.025 70.39 1.993 37 948 45.90 1.300 69.26 1.961 36 914 35 889 45.OOL 45.85 1.298 68.14 1.929 66.98 1.897 34 864 33 838 45.69 1.294 45.41 1.286 65.75 1.862) 64.46 1.825 32 813 44.81 1.269 62.97 1.783 31 787 30 762 29 737 28 711 44.01 1.246 43. 9L 41.98(l. 40.80 1.155 61.36 1.737 59.66 1.689 57.89 1.639 56.05 1.587 27 686 26 660 39.54 (1.120L 38.18 1.081 54.1111.534 52.23 1.479 25 635 36.74 1.040 50.23 1.422 24 610 35.22 0.977 48.19 1.365 23 584 33.64 0.953 46.11 1.306 22 559 31.99 0.906 44.00 1.246 21 533 30.29 0.858 41.85 1.185 20 508 28.54 0.808 39.67 1.123 19 483 18 457 26.74 0.757 24.89 0.705 37.47 (1.061 35.23 0.997 17 432 23.00 0.651 32.96 0.939 16 406 21.06 0.596) 30.68 0.869 15 381 19.09 0.541 28.36 0.803 14 356 17.081Q.484 26.03 0.737 13 330 15.04 0.426 23.68 0.670 12 305 12.97 0.367 21.31 0.608 11 279 10.87 0.309 18.92 0.535 10 254 9 (229) 8.74 0.247 6.58 (0.186) 16.51 0.468 14.09 (0.399) CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 POLYPROPLENE (PP) CHAMBERS OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN SC -740 SC -740 Cumulative Storage Volumes Per Chamber (cont.) 8 (203) 4.4125 11.66 (0.330) 7 178 2.21 (0.063) 9.21 0.264 6 152 0 6.76 0.191 5 (127) 0 5.63 0.160 4 102 Stone Foundation 0 4.51 0.125 3 76 0 3.38 0.095 2 (51) 0 2.25 0.064) 1 (25) 0 1.13 (0.032) (Vote: Add 1.13 cu. ft. (0.032 m 3) of storage for each additional inch (25 mm) of stone foundation. Storage Volume Per Chamber ft' (m3) Bare Chamber and Stone Chamber Stone Foundation Depth Storage in. (mm) ft' (m3) 6 (150) 12 (300) 18 (450) StormTech SC -740 45.9 (1.3) 1 74.9 (2.1) 81.7 (2.3) 88.4 (Vote: Assumes 6" (150 mm) of stone above chambers, 6" (150 mm) row spacing and 40% porosity. Amount of Stone Per Chamber Stone Foundation Depth ENGLISH TONS (yd') 6" 1211 1811 StormTech SC -740'1- 3.8 (2.8 yd') 4.6 (3.3 yd3) 5.5 (3.9 yd') (Vote: Assumes 6" (150 mm) of stone above, and between chambers Volume of Excavation Per Chamber yd' (m3) Stone Foundation Depth 6" (150 mm) 12" (300 mm) 18" (450 mm) StormTech SC -740 5.5 (4.2) 6.2 (4.7) 6.8 (5.2) (Vote: Assumes 6" (150 mm) of row separation and 18" (450 mm) of cover. Volume of excavation will vary as depth of cover increases. tX&dllPtIji i i SOILS GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. PAVEMENT LAYER 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED �� 8' INSTALLATIONS WHERE RUTTING FROM VEHICLES MAYOCCUR, 1 8„ INCREASE COVER TO 24 600 mm). 2.4 m \` (450 mm) MIN* MAX 6" (150 mm) MIN 30" (760 mm) DEPTH OF STONE TO BE DETERMINED BY DESIGN ENGINEER 6" (150 mm) MIN I I END CAP 6° (150 mm) MIN 51" (1295 mm) �� 12" (300 mm) TYP THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. 9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech 1C-780 Chamber. Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost- effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots thus maximizing land usage for com- mercial and municipal applications. • 12' Deep Cover applications. • Designed in accordance with ASTM F 2787 and produced to meet the ASTM F 2418 product standard. • AASHTO safety factors provided for AASHTO Design Truck (1-120) and deep cover conditions StormTech DC -780 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H) 85.4" x 51.0" x 30.0" (2169 x 1295 x 762 mm) Chamber Storage 46.2 ft' (1.3 m3) Min. Installed Storage* 78.4 ft' (2.2 m3) * Assumes 9" (230 mm) stone Shipping below, 6" (150 mm) stone above, 6" (150 mm) row spacing and 24 chambers/pallet 40% stone porosity. 60 end caps/pallet 30.0" 12 pallets/truck (762 mm) 51.0" (1295 mm) — CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 POLYPROPLENE (PP) CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 1It� (450 mm) MIN* MAX �o��aaa a op�°oa a a a �4 a 6" (150 mm) MIN 30„ (760 mm) OD PERIMETER STONE EXCAVATION WALL ME- fl, � o CAN BE SLOPED DEPTH OF STONE TO BE ( =III III I I III III I III III IIi11111 III III III III III III III III III III III III III III III III III III 11 11111 IIIIIIII III III III III III IIIIIIIII OR VERTICAL) �I I _ DETERMINED BY DESIGN 11111114111111111114- 11 Ii i i11 =i it ENGINEER 9" (230 mm) MIN SC-740/DC-780 "' l _111 I I I 1 - 6.. 12" (300 mm) MIN END CAP (150 mm) MIN 51" (1295 mm) 12" (300 mm) TYP DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SUBGRADE SOILS THE INSTALLED CHAMBER SYSTEM SHALL PROVIDE THE LOAD FACTORS SPECIFIED IN THE AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS SECTION 12.12 FOR EARTH AND LIVE LOADS, WITH CONSIDERATION FOR IMPACT AND MULTIPLE VEHICLE PRESENCES. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10 2.0 Product Information 2.5 STORMTECH CHAMBERS StormTech chamber systems have unique features to improve site optimization and reduce product waste. The SC -740, SC -310 and DC -780 chambers can be cut at the job site in approximately 6.5" (165 mm) incre- ments to shorten a chamber's length. Designing and constructing chamber rows around site obstacles is easily accomplished by including specific cutting instructions or a well placed "cut to fit" note on the design plans. The last chamber of a row can be cut in any of its corrugation's valleys. An end cap placed into the trimmed corrugation's crest completes the row. The trimmed -off piece of a StormTech chamber may then be used to start the next row. See Figure 4. To assist the contractor, StormTech chambers are molded with simple assembly instructions and arrows that indicate the direction in which to build rows. Rows are formed by overlapping the next chamber's "Start End" corrugation with the previously laid chamber's end corrugation. Two people can safely and efficiently form rows of chambers without complicated connectors, special tools or heavy equipment. Product Specifications: 2.2, 2.4, 2.5, 2.9 and 3.2 Figure 4 — Distance Between Corrugations (not to scale) CREST 14 PL 0\/FPI AP NFXT 7 START END BUILD ROW IN THIS DIRECTION SC -740 chamber 5.8" (147 mm) CREST 14 PL OVERLAP NEXT VALLEY 13 PL CHAMBER HERE 6.5" (165 mm) 12 PL n iTJ � n ffR ffR ffR n_n n n n START END BUILD ROW IN THIS DIRECTION --a— SC-310 chamber StormTechm 2.6 STORMTECH END CAPS The StormTech end cap has features which make the chamber system simple to design, easy to build and more versatile than other products. StormTech end caps can be easily secured within any corrugation's crest. A molded -in handle makes attaching the end cap a one- person operation. Tools or fasteners are not required. StormTech end caps are required at each end of a chamber row to prevent stone intrusion (two per row). The SC -740 and DC -780 end A a caps will accept up to a 24" (600 mm) HDPE inlet pipe. The SC -310 end cap will accept up tc a 12" (300 mm) HDPE inlet pipe. See Figure 5. Product Specifications: 3.1, 3.2, 3.3 and 3.4 Figure 5 — Chamber End Caps (not to scale) SC-740/DC-780 CHAMBER FABRICATED END CAP (TOP AND BOTTOM FEED) PIPES SIZES RANGE FROM 6" (150 mm) TO 24" (600 mm) (INVERTS VARY WITH PIPE SIZE) SC -740 / DC -780 end cap 71 SC -310 CHAMBER FABRICATED END CAP (TOP AND BOTTOM FEED) PIPES SIZES RANGE FROM 6" (150 mm) TO 12" (300 mm) (INVERTS VARY WITH PIPE SIZE) SC -310 end cap Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 12 3.0 Structural Capabilities 3.1 STRUCTURAL DESIGN APPROACH When installed per StormTech's minimum requirements, StormTech products are designed to exceed American Association of State Highway and Transportation Officials (AASHTO) LRFD recommended design factors for Earth loads and Vehicular live loads. AASHTO Vehicular live loads (previously HS -20) consist of two heavy axle config- urations, that of a single 32 (142 kN) kip axle and that of tandem 25 (111 kN) kip axles. Factors for impact and mul- tiple presences of vehicles ensure a conservative design where structural adequacy is assumed for a wide range of street legal vehicle weights and axle configurations. Computer models of the chambers under shallow and deep conditions were developed. Utilizing design forces from computer models, chamber sections were evaluated using AASHTO procedures that consider thrust and moment, and check for local buckling capacity. The pro- cedures also considered the time -dependent strength and stiffness properties of polypropylene and polyethyl- ene. These procedures were developed in a research study conducted by the National Cooperative Highway Research Program (NCHRP) for AASHTO, and published as NCHRP Report 438 Recommended LRFD Specifications for Plastic Pipe and Culverts. Product Specifications: 2.12. StormTech does not recommend installing StormTech products underneath buildings or parking garages. When specifying the StormTech products in close proximity to buildings, it is important to ensure that the StormTech products are not receiving any loads from these structures that may jeopardize the long term performance of the chambers. 3.2 FULL SCALE TESTING After developing the StormTech chamber designs, the chambers were subjected to rigorous full-scale testing. The test programs verified the predicted safety factors of the designs by subjecting the chambers to more severe load conditions than anticipated during service life. Capacity under live loads and deep fill was investi- gated by conducting tests with a range of cover depths. Monitoring of long term deep fill installations has been done to validate the long term performance of the StormTech products. 3.3 INDEPENDENT EXPERT ANALYSIS StormTech worked closely with the consulting firm Simpson Gumpertz & Heger Inc. (SGH) to develop and evaluate the SC -740, SC -310 and DC -780 chamber designs. SGH has world-renowned expertise in the design of buried drainage structures. The firm was the principal investigator for the NCHRP research program that developed the structural analysis and design methods adopted by AASHTO for thermoplastic culverts. SGH conducted design calcula- tions and computer simulations of chamber performance under various installation and live load conditions. They worked with StormTech to design the full-scale test pro- grams to verify the structural capacity of the chambers. SGH also observed all full-scale tests and inspected the chambers after completion of the tests. SGH continues to be StormTech's structural consultant. 13 Call StormTech at 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3.0 Structural Capabilities 3.4 INJECTION MOLDING To comply with both the structural and design require- ments of AASHTO's LRFD specifications and ASTM F 2787 as well as the product requirements of ASTM F 2418 or ASTM F2922, StormTech uses proprietary injection molding equipment to manufacture the cham- bers and end caps. In addition to meeting structural goals, injection molding allows StormTech to design added features and advan- tages into StormTech's parts including: • Precise control of wall thickness throughout parts • Precise fit of joints and end caps • Molded -in inspection port fitting • Molded -in handles on end caps • Molded -in pipe guides with blade starter slots • Repeatability for Quality Control (See Section 3.6) Product Specifications: 2.1, 3.1 and 3.3 3.5 POLYPROPYLENE AND POLYETHYLENE RESIN StormTech chambers are injection molded from poly- propylene and polyethylene. Polypropylene and polyeth- ylene chambers are inherently resistant to chemicals typically found in stormwater run-off. StormTech cham- bers maintain a greater portion of their structural stiff- ness through higher installation and service tempera- tures. StormTech polypropylene and polyethylene are virgin materials specially designed to achieve a high 75 -year creep modulus that is necessary to provide a sound long-term structural design. Since the modulus remains high well beyond the 75 -year value, StormTech cham- bers can exhibit a service life in excess of 75 years. ar StormIT:eche m W 3.6 QUALITY CONTROL StormTech chambers are manufactured under tight quality control programs. Materials are routinely tested in an environmentally controlled lab that is verified every six months via the external ASTM Proficiency Testing Program. The chamber material properties are measured and controlled with procedures following ISO 9001:2000 requirements. Statistical Process Control (SPC) techniques are applied during manufacturing. Established upper and lower control limits are maintained on key manufacturing para- meters to maintain consistent product. Product Specifications: 2.13 and 3.6 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 14 4.0 Foundation for Chambers 4.1 FOUNDATION REQUIREMENTS StormTech chamber systems and embedment stone may be installed in various native soil types. The sub - grade bearing capacity and chamber cover height deter- mine the required depth of clean, crushed, angular stone for the chamber foundation. The chamber foundation is the clean, crushed, angular stone placed between the subgrade soils and the feet of the chamber. As cover height increases (top of chamber to top of finished grade) the chambers foundation requirements increase. Foundation strength is the product of the sub - grade soils bearing capacity and the depth of clean, crushed, angular stone below the chamber foot. Table 1 for the SC -740 and SC -310 and Table 2 for the DC -780 specify the required minimum foundation depth for vary- ing cover heights and subgrade bearing capacities. 4.2 WEAKER SOILS For sub -grade soils with allowable bearing capacity less than 2000 pounds per square foot [(2.0 ksf) (96 kPa)], a geotechnical engineer should evaluate the specific conditions. These soils are often highly variable, may contain organic materials and could be more sensitive to moisture. A geotechnical engineer's recommendations may include increasing the stone foundation, improving the bearing capacity of the sub -grade soils through compaction, replacement, or other remedial measures including the use of geogrids. The use of a thermoplas- tic liner may also be considered for systems installed in subgrade soils that are highly affected by moisture. The project engineer is responsible for ensuring overall site settlement is within acceptable limits. A geotechnical engineer should always review installation of StormTech chambers on organic soils. 4.3 CHAMBER SPACING OPTION StormTech always requires a minimum of 6" (150 mm) clear spacing between the feet of chambers rows for the SC -310, SC -740 and DC -780 chambers. However, increasing the spacing between chamber rows may allow the application of StormTech chambers with either less foundation stone or with weaker subgrade soils. This may be a good option where a vertical restriction on site prevents the use of a deeper foundation. Contact StormTech's Technical Service Department for more information on this option. In all cases, StormTech recommends consulting a geotechnical engineer for subgrade soils with a bearing capacity less than 2.0 ksf (96 kPa). Table 1 — SC -310 and SC -740 Minimum Required Foundation Depth in inches (millimeters) Cover Minimum 96 Required ,0 Bearing Resistance for Service ,: Loads P. , ; 96 6 6 6 6 6 j 6 6 6 j 6 6 6 1 6 9 1 9 1 9 1 9 1 9 12 12 12—' 15115 1(1.5), 0.46(152) (152) (152) (152) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) 2 6 6 6 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 15 15 15 (0.61) (152) (152) (152) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) (381) 2.5 (0.76) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 6 (152) 9 9 (229) (229) 9 (229) 9 (229) 9 (229) 12 (305) 12 (305) 12 (305) 15 (381) 15 15 (381) (381) 18 (457) 3 6 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 15 15 15 18 18 (0.91) (152) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) (381) (457) (457) 3.5 6 6 6 6 6 1 6 6 6 9 9 9 9 9 12 12 12 12 15 15 18 18 21 (1.07) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (457) (457) (533) 4 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 12 15 15 18 18 21 (1.22) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (457) (457) (533) 4.5 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 12 15 15 18 18 21 (1.37) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (457) (457) (533) 5 6 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 15 15 15 18 18 21 (1.52) (152) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) (381) (457) (457) (533) 5.5 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 12 15 15 15 18 18 21 (1.68) (152) (152) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (381) (457) (457) (533) 6 6 6 6 6 6 6 9 9 9 9 9 12 12 12 12 15 15 15 18 18 21 21 (1.83) (152) (152) (152) (152) (152).(152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (381) (457) (457) (533) (533) 6.5 6 6 6 6 6 9 9 9 9 9 9 12 12 12 15 15 15 18 18 18 21 24 (1.98) (152) (152) (152) (152) (152) (229) (229) (229) (229) (229) (229) (305) (305) (305) (381) (381) (381) (457) (457) (457) (533) (610) 7 6 6 6 6 9 9 9 9 9 9 12 12 12 12 15 15 15 18 18 21 21 24 (2.13) (152) (152) (152) (152) (229) (229) (229) (229) (229) (229) (305) (305) (305) (305) (381) (381) (381) (457) (457) (533) (533) (61 0)_ 7.5 6 6 6 9 9 9 9 9 12 12 12 12 12 15 15 15 18 18 21 21 24 27 (2.29) (152) (152) (152) (229) (229) (229) (229) (229) (305) (305) (305) (305) (305) (381) (381) (381) (457) (457) (533) (533) (610) (686) 8 (2.44) 6 (152) 9 9 (229) (229) 9 (229) 9 9 9 (229),(229) (229) 12 (305) 12 .(305) 12 (305) 12 12 (305) (305) 15 15 15 (381) (381) , (381) 18 18 (457) (457) 21 (533) 21 (533) 24 24 (610) (610) 27 (686) NOTE: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. 15 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 4.0 Foundation for Chambers/5.0 Cumulative Storage Volumes Table 2 - DC -780 Minimum Required Foundation Depth in inches (millimeters) NOTE: The design engineer is solely responsible for assessing tyre aeating resistance (aitowable bearing capacity) of the sanyt,ade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Tables 3, 4 and 5 provide cumulative storage volumes for the SC -310, SC -740 and DC -780 chamber systems. This information may be used to calculate a detention/retention system's stage storage volume. A spreadsheet is available at www.stormtech.com in which the number of chambers can be input for quick cumulative storage calculations. Product Specifications: 1. 1, 2.2, 2.3, 2.4, and 2.6 Table 3 - SC -310 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6" (150 mm) Stone Base Under the Chambers. 28 (711) � 14.70 (0.416) 31.00 (0.878) 27 (686) 14.70 (0.416) 30.21 (0.855) 26 (680) Stone 14.70 (0.416) 29.42 (0.833) 25 (610) Cover 14.70 (0.416) 28.63 (0.811) 24 (609) 14.70 (0.416) 27.84 (0.788) 8.5 9 1 9 9 9 9 9 12 12 1 12 12 1 12 15 1 15 15 1 18 18 1 18 2117T 24 24 27 30 (2.59) (229) (229) (229) (229) (229) (229) (305) (305) (305) (305) (305) (381) (381) (381) (457) (457) (457) (533) (610) (610) (686) (762) 9.0 9 9 9 9 9 12 12 12 12 12 15 15 15 18 18 18 21 21 24 24 27 30 (2.74) (229) (229) (229) (229) (229) (305) (305) (305) (305) (305) (381) (381) (381) (457) (457) (457) (533) (533) (610) (610) (686) (762) 9.5 9 9 9 9 12 12 12 1 12 12 15 15 15 18 18 18 21 21 24 24 27 30 33 (2.90) (229) (229) (229) (229) (305) (305) (305) (305) (305) (381) (381) (381) (457) (457) (457) (533) (533) (610) (610) (686) (762) (838) 10.0 9 9 12 12 12 12 12 15 15 15 15 18 18 18 21 21 24 24 27 30 33 36 (3.05) (229) (229) (305) (305) (305) N (305) (305) (381) (381) (381) (381) (457) N (457) (457) (533) (533) (610) (610) (686) (762) (838) (915) 10.5 9 12 12 12 12 12 15 15 15 15 18 18 18 21 21 24 24 27 30 30 33 36 (3.20) (229) (305) (305) (305) (305) (305) (381) (381) (381) (381) (457) (457) (457) (533) (533) (610) (610) (686) (762) (762) (838) (915) 11.0 12 12 12 12 12 15 15 15 15 18 18 18 21 21 24 24 27 27 30 33 36 39 (3.35) (305) (305) (305) (305) (305) (381) (381) (381) (381) (457) (457) (457) (533) (533) (610) (610) (686) (686) (762) (838) (915) (991) 11.5 12 12 12 12 15 15 15 15 18 18 18 21 21 24 24 27 27 30 33 36 39 42 (3.50) (305) (305) (305) (305) (381) (381) (381) (381) (457) (457) (457) (533) (533) (610) (610) (686) (686) (762) (838) (915) (991) (1067) 12.0 12 12 12 15 15 15 15 18 18 18 21 21 21 24 24 27 30 30 33 36 39 42 (3.66) (305) (305)1(305), (381) i (381) (381) (381) (457) (457) (I 457) , (533) (533) (533) (610) (610) (686) , (762) (762) (838) (915) (991) (1067) NOTE: The design engineer is solely responsible for assessing tyre aeating resistance (aitowable bearing capacity) of the sanyt,ade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. Tables 3, 4 and 5 provide cumulative storage volumes for the SC -310, SC -740 and DC -780 chamber systems. This information may be used to calculate a detention/retention system's stage storage volume. A spreadsheet is available at www.stormtech.com in which the number of chambers can be input for quick cumulative storage calculations. Product Specifications: 1. 1, 2.2, 2.3, 2.4, and 2.6 Table 3 - SC -310 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6" (150 mm) Stone Base Under the Chambers. 28 (711) � 14.70 (0.416) 31.00 (0.878) 27 (686) 14.70 (0.416) 30.21 (0.855) 26 (680) Stone 14.70 (0.416) 29.42 (0.833) 25 (610) Cover 14.70 (0.416) 28.63 (0.811) 24 (609) 14.70 (0.416) 27.84 (0.788) 23 (584) 14.70 0.416 27.05 (0.766) 22 (559) 14.70 (0.416) 26.26 (0.748) 21 533 14.64 0.415 25.43 0.720 20 (508) 14.49 (0.410) 24.54 (0.695) 19 (483) 14.22 (0.403) 23.58 (0.668) 18 457 13.68 0.387 22.47 0.636 17 (432) 12.99 (0.368) 21.25 (0.602) Table 3 - SC -310 Cumulative Storage Volumes (cont.) 16 (406) 12.17 (0.345)- 19.97 (0.566 15 (381) 11.25 (0.319) 18.62 (0.528) 14 (356) 10.23 (0.290) 17.22 (0.488) 13 (330) 9.15 0.260 15.78 0.447 12 (305) 7.99 (0.227) 14.29 (0.425) 11 (279) 6.78 (0.192) 12.77 (0.362) 10 254 5.51 0.156 11.22 0.318 9 (229) 4.19 (0.119) 9.64 (0.278) 8 (203) 2.83 (0.081) 8.03 (0.227) 7 178 1.43 0.041 6.40 0.181 6 (152) 0 4.74 (0.134) 5 (127) � 0 3.95 (0.112) 4 102 Stone 0 3.16 0.090 3 (76) Foundation 0 2.37 (0.067) 2 (51) 0 1.58 (0.046) 1 (25) 0 0.79 (0.022) (Vote: Add 0.79 ft' (0.022 m 3) of storage for each additional inch (25 mm) of stone foundation. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 16 5.0 Cumulative Storage Volumes TABLE 4 - SC -740 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 6" (150 mm) Stone Base Under the Chambers. l•pr-'rTotal in System Chamber .g• System Cumulative Storage 42 (1067) 45.90 (1.300t_74.90 (2.121) 41 1041 45.90 1.300 73.77 2.089 40 (1016) Stone 45.90 (1.300) 72.64 (2.057) 39 991 Cover 45.90 1.300 71.52 2.025 38 (965) 45.90 (1.300) 70.39 (1.993) 37 948 45.90 1.300 69.26 1.961 36 914 45.90 1.300 68.14(l.92 35 889 45.85 1.298) 66.98 1.897 34 864 45.69 1.294 65.75(l.86 33 838 45.41 1.286 64.46 1.825 32 (813 44.81 1.269 62.97 1.783 31 787 44.01 1.246 61.36 1.737 30 762 43.06 1.219 59.66(l.68 29 737 41.98 1.189 57.89 1.639 28 711 40.80 1.155 56.05 (1.587 27 686 39.54 1.120 54.17 1.534 26 660 38.18 1.081 52.23 (1.479 25 635 36.74 1.040 50.23 1.422 24 610 35.22 0.977 48.19 (1.365 23 584 33.64 0.953 46.11 1.306 22 559 31.99 (0.906L 44.00 (1.246) 21 (533) 30.29 0.858 41.85 1.185 20 (508) 28.54 0.808 39.67 1.123 19 483 26.74 0.757L 37.47 1.061 18 457 24.89 (0.705) 35.23 (0.997 17 432 23.00 0.651 32.96 0.939 16 406 21.06 (0.596) 30.68 (0.869 15 381 19.09 0.541 28.36 0.803 14 356 17.08 (0.484 26.03 0.737 13 330 15.04 0.426 23.68 0.670 12 305 12.97 0.367 21.31 (0.608) 11 279 10.87 0.309 18.92 0.535 10 254 8.74 0.247 16.51 (0.468 9 229 6.58 0.186 14.09 0.399 8 203 4.41 (0.125) 11.66 (0.330 7 178 2.21 0.063 9.21 0.264 6 152 0 6.76 0.191 5 127 0 5.63 0.160 4 102 Stone 0 4.51 0.125 3 76 Foundation 0 3.38 0.095 2 51 0 2.25 0.064 1 (25) 0 1.13 (0.032) Note: Add 1.13 ft' (0.032 m 3) of storage for each additional inch (25 mm) of stone foundation. Table 5 - DC -780 Cumulative Storage Volumes Per Chamber Assumes 40% Stone Porosity. Calculations are Based Upon a 9" (230 mm) Stone Base Under the Chambers. i in System Inches (mm) 45 (1143) Chamber .g• Ft' (ml) 46.27 1.310 o , Cumulative Stor,�• Ft' (ml) 78.47 2.222 44 1118 46.27 1.310 77.34 2.190 43 1092 Stone 46.27 1.310 76.21 2.158 42 1067 Cover 46.27 1.310 75.09 2.126 41 1041 46.27 1.310 73.96 2.094 40 1016 46.27 1.310) 72.83 2.062 39 991 46.27 1.310 71.71 2.030 38 (965) 37 940 46.21(.309) 46.04 1.304 70.54 1.998 69.32 1.963 36 914 45.76 1.296 68.02 1.926 35 889 45.15 1.278) 66.53 1.884 34 864 44.34 1.255 64.91 1.838 33 838 43.38 1.228 63.21 1.790 32 813 42.29 1.198 61.43 1.740 31 (787) 30 762 41.11 (1.164) 39.83 1.128 59.59 (1.688) 57.70 1.634 29 737 38.47 1.089 55.76 1.579 28 711 37.01 1.048 53.76 1.522 27 686 35.49 1.005 51.72 1.464 26 660 33.90 0.960) 49.63 1.405 25(635) 32.24 0.913 47.52 1.346 24 610 30.54 0.865) 45.36 1.285 23 584 28.77 0.815 43.18 1.223 22 559 21 533 2 6.9 6 0.763 25.10 0.711 40.97 1.160 38.72 1.096 20 508 23.19 0.657 36.45 1.032 19 483 21.25 0.602 34.16 0.967 18 457 19.26 0.545 31.84 0.902 17 432 17.24_(Q.488) 29.50 0.835 16 406 15.19 0.430 27.14 0.769 15 381 14 356) 13.10 0.371 10.98 0.311 24.76 0.701) 22.36 0.633 13 330 8.83 0.250 19.95 0.565 12 305 6.66 0.189) 17.52 0.496 11 279 4.46 0.126 15.07 0.427 10 254 9 229 2.24 (0.064) 0 12.61 0.357 10.14 0.287 8 203 0 9.01 0.255 7 178 Stone 0 7.89 0.223 6 152 5 127 4 102 Foundation 0 0 0 6.76 0.191 5.63 0.160 4.51 0.128 3 76 0 3.38 0.096 2 (51) 1 (25) 0 0 2.25 0.064 1.13 (0.032) Note: Add 1.13 cu. ft. (0.032 m3) of storage for each additional inch (25 mm) of stone foundation. 17 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 6,0 Required Materials/Row Separation 6.1 CHAMBER ROW SEPARATION StormTech SC -740, SC -310 and DC -780 chambers must be specified with a minimum 6" (150 mm) space between the feet of adjacent parallel chamber rows. Increasing the space between rows is acceptable. This will increase the storage volume due to additional stone voids. 6.2 STONE SURROUNDING CHAMBERS Refer to Table 6 for acceptable stone materials. StormTech requires clean, crushed, angular stone below, between and above chambers as shown in Figure 6. Acceptable grada- tions are listed in Table 6. Subrounded and rounded stone are not acceptable. 6.3 GEOTEXTILE SEPARATION REQUIREMENT A non -woven geotextile that meets AASHTO M288 Class 2 Separation requirements must be applied as a separation layer to prevent soil intrusion into the clean, crushed, Table 6 - Acceptable Fill Materials StormTechm angular stone as shown in Figure 6. The geotextile is required between the clean, crushed, angular stone and the subgrade soils, the excavation's sidewalls and the fill materials. The geotextile should completely envelope the clean, crushed, angular stone. Overlap adjacent geotex- tile rolls per AASHTO M288 separation guidelines. Contact StormTech for a list of acceptable geotextiles. 6.4 FILL ABOVE CHAMBERS Refer to Table 6 and Figure 6 for acceptable fill material above the 6" (150 mm) of clean, crushed, angular stone. Minimum and maximum fill requirements for the SC -740, SC -310 and DC -780 chambers are shown in Figure 6 below. StormTech requires a minimum of 24" (600 mm) of fill in non -paved installations where rutting from vehi- cles may occur. Table 6 provides details on soil class and compaction requirements for suitable fill materials. 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 FORA' 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. Figure 6 - Fill Material Locations Once layer 'C' Is CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF placed any soil/ THERMOPLASTIC CORRUGATED WALL STORMWATER material can be COLLECTION CHAMBERS". GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD placed in layer 'D' CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL up to the finished POLYPROPLENE (PP) CHAMBERS MATERIALS. grade. Most pave- OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ment subbase ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL PAVEMENT LAYER AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS (DESIGNED BY ENGINEER) soils can be used to replace the ,` ` >` ;` ` ` ` `` ` D ` SC -310 & SC -740 - 8'(2.4 m) MAX materials require- ``yi ` i ` i\ >; „ tA� avi3wRiia�v -U ii ii ii l ii -ii l -ii II ii ii l l i it l l -ii H ii 41 ii l l ` C ii l l - ii i I1 j1�tA�XcI U pv�d��oAvyR n Gb�i��Q�,yy ii DC -780 - 12' (3.6 m) MAX ments Of layer o o o o = (450 mm) MIN 'C' or °D' at the a a 6' (150 mm) MIN a a a4 `�� j - design engineer's o o a ��� _ © SC -740 & DC -780 - 30" (760 mm) discretion. l SC -310 - 16" (406 mm) PERIMETER STONE -11 EXCAVATION WALL O O A AN BE LOPED -11-111-11DEPTH OF STONE TO BE (C S O _I I_I _III- _I I_I _III_III_III_III_III_I I_I I_I I_I I_I I_I I_I I_I OR VERTICAL) IIII I I II I II I I II I II I II I II I II I II I II I II I II I Iii=I I II I II I I 11-111-111-1 1 1 1, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII=IIIIIIIIIII- li � DETERMINED Y DESIGN ENGINEER NE ER SC -310 & SC -740 - 6" (150 mm) MIN 12" (300 mm)M END"'-iii IIIIIIIii DC -780 - 9" (230 mm) MIN CAP 6 12" (300 mm) TYP (150 mm) MIN DESIGN ENGINEER IS RESPONSIBLE FOR SC -740 & DC -780 - 51" (1295 mm) ENSURING THE REQUIRED BEARING SC -310 - 34" (865 mm) CAPACITY OF SUBGRADE SOILS Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 18 AASHTO MATERIAL MATERIAL LOCATION DESCRIPTION COMPACTION / DENSITY REQUIREMENT CLASSIFICATIONS FINAL FILL: FILL MATERIAL FOR LAYER'D' STARTS FROM THE TOP OF THE 'C' LAYER ANY SOIL/ROCK MATERIALS, NATIVE SOILS, PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D TO THE BOTTOM OF FLEXIBLE PAVEMENT OR PER ENGINEER'S PLANS. CHECK PLANS N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND OR UNPAVED FINISHED GRADE ABOVE. FOR PAVEMENT SUBGRADE PREPARATION REQUIREMENTS. NOTE THAT PAVEMENT SUBBASE MAY BE REQUIREMENTS. PART OF THE 'D' LAYER AASHTO M145' BEGIN COMPACTIONS AFTER 12" (300 mm) OF MATERIAL OVER INITIAL FILL: FILL MATERIAL FOR LAYER'C' GRANULAR WELL -GRADED A-1, A-2-4, A-3 THE CHAMBERS IS REACHED. COMPACT ADDITIONAL LAYERS STARTS FROM THE TOP OF THE SOIL/AGGREGATE MIXTURES, <35% FINES o IN 6" (150 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY C EMBEDMENT STONE ('B' LAYER) TO 18" (450 OR PROCESSED AGGREGATE. OR FOR WELL GRADED MATERIAL AND 95% RELATIVE DENSITY mm) ABOVE THE TOP OF THE CHAMBER. AASHTO M431 FOR PROCESSED AGGREGATE MATERIALS. ROLLER GROSS NOTE THAT PAVEMENT SUBBASE MAY BE A MOST PAVEMENT SUBBASE MATERIALS VEHICLE WEIGHT NOT TO EXCEED 12,000 Ibs (53 kN). DYNAMIC PART OF THE 'C' LAYER. CAN BE USED IN LIEU OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, FORCE NOT TO EXCEED 20,000 Ibs (89 kN). 7, 78, 8, 89, 9, 10 EMBEDMENT STONE: FILL SURROUNDING CLEAN, CRUSHED, ANGULAR STONE, AASHTO M43' B THE CHAMBERS FROM THE FOUNDATION STONE ('A' LAYER) TO THE 'C' LAYER ABOVE. NOMINAL SIZE DISTRIBUTION BETWEEN 3/4-2 INCH (20-50 mm) 3, 357, 4, 467, 5, 56, 57 NO COMPACTION REQUIRED. FOUNDATION STONE: FILL BELOW CLEAN, CRUSHED, ANGULAR STONE, AASHTO M4 A CHAMBERS FROM THE SUBGRADE UP TO NOMINAL SIZE DISTRIBUTION BETWEEN 3, 357, 4, 467, 5, 5 56, 57 PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. 2 3 THE FOOT (BOTTOM) OF THE CHAMBER. 3/4-2 INCH (20-50 mm) 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 FORA' 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. Figure 6 - Fill Material Locations Once layer 'C' Is CHAMBERS SHALL BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF placed any soil/ THERMOPLASTIC CORRUGATED WALL STORMWATER material can be COLLECTION CHAMBERS". GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 6" (150 mm) MAX LIFTS TO 95% STANDARD placed in layer 'D' CHAMBERS SHALL MEET THE REQUIREMENTS OF ASTM F2418 PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL up to the finished POLYPROPLENE (PP) CHAMBERS MATERIALS. grade. Most pave- OR ASTM F2922 POLYETHYLENE (PE) CHAMBERS ment subbase ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL PAVEMENT LAYER AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS (DESIGNED BY ENGINEER) soils can be used to replace the ,` ` >` ;` ` ` ` `` ` D ` SC -310 & SC -740 - 8'(2.4 m) MAX materials require- ``yi ` i ` i\ >; „ tA� avi3wRiia�v -U ii ii ii l ii -ii l -ii II ii ii l l i it l l -ii H ii 41 ii l l ` C ii l l - ii i I1 j1�tA�XcI U pv�d��oAvyR n Gb�i��Q�,yy ii DC -780 - 12' (3.6 m) MAX ments Of layer o o o o = (450 mm) MIN 'C' or °D' at the a a 6' (150 mm) MIN a a a4 `�� j - design engineer's o o a ��� _ © SC -740 & DC -780 - 30" (760 mm) discretion. l SC -310 - 16" (406 mm) PERIMETER STONE -11 EXCAVATION WALL O O A AN BE LOPED -11-111-11DEPTH OF STONE TO BE (C S O _I I_I _III- _I I_I _III_III_III_III_III_I I_I I_I I_I I_I I_I I_I I_I OR VERTICAL) IIII I I II I II I I II I II I II I II I II I II I II I II I II I Iii=I I II I II I I 11-111-111-1 1 1 1, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII=IIIIIIIIIII- li � DETERMINED Y DESIGN ENGINEER NE ER SC -310 & SC -740 - 6" (150 mm) MIN 12" (300 mm)M END"'-iii IIIIIIIii DC -780 - 9" (230 mm) MIN CAP 6 12" (300 mm) TYP (150 mm) MIN DESIGN ENGINEER IS RESPONSIBLE FOR SC -740 & DC -780 - 51" (1295 mm) ENSURING THE REQUIRED BEARING SC -310 - 34" (865 mm) CAPACITY OF SUBGRADE SOILS Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 18 7.0 Inletting the Chambers The design flexibility of a StormTech chamber system includes many inletting possibilities. Contact StormTech's Technical Service Department for guidance on design- ing an inlet system to meet specific site goals. 7.1 TREATMENT TRAIN A properly designed inlet system can ensure good water quality, easy inspection and maintenance, and a long sys- tem service life. StormTech recommends a treatment train approach for inletting an underground stormwater man- agement system under a typical commercial parking area. Treatment train is an industry term for a multi -tiered water quality network. As shown in Figure 7, a StormTech rec- ommended inlet system can inexpensively have tiers of treatment upstream of the StormTech chambers: Tier 1 — Pre-treatment (BMP) Tier 2 - StormTech Isolator® Row Tier 3 - Enhanced Treatment (BMP) Figure 7 — Typical StormTech Treatment Train Inlet System STRUCTURE WITF OVERFLOW WEIF ECCENTRIC OVERFLOW MANIFOLD ADS 315ST WOVEN (OR EQUAI GEOTEXTILE OVER FOUNDATIO STONE FOR SCOUR PROTECTIO AT ALL CHAMBER INLET ROW cTn OPTIONAL PRE-TREATMENT STORMTECH SOLATOR ROW 7.2 PRE-TREATMENT (BMP) - TREATMENT TIER 1 In some areas pre-treatment of the stormwater is required prior to entry into a stormwater system. By treating the stormwater prior to entry into the system, the service life of the system can be extended, pollutants such as hydrocarbons may be captured, and local regu- lations met. Pre-treatment options are often described as a Best Management Practice or simply a BMP. Pre-treatment devices differ greatly in complexity, design and effectiveness. Depending on a site's characteristics and treatment goals, the simple, least expensive pre- treatment solutions can sometimes be just as effective as the complex systems. Options include a simple deep sumped manhole with a 900 bend on its outlet, baffle boxes, swirl concentrators, and devices that com- bine these processes. Some of the most effective pre- treatment options combine engineered site grading with vegetation such as bio-swales or grassy strips. The type of pretreatment device specified as the first level of treatment up -stream of a StormTech chamber system can vary greatly throughout the country and from site -to -site. It is the responsibility of the design engineer to understand the water quality requirements and design a stormwater treatment system that will satisfy local regulators and follow applicable laws. A design engineer should apply their understanding of local weather conditions, site topography, local mainte- nance requirements, expected service life, etc ... to select an appropriate stormwater pre-treatment system. 7.3 STORMTECH ISOLATOR ROW - TREATMENT TIER 2 StormTech has a patented technique to inexpensively enhance Total Suspended Solids (TSS) removal and pro- vide easy access for inspection and maintenance. The StormTech Isolator Row is a row of standard StormTech chambers surrounded with appropriate filter fabrics and connected to a manhole for easy access. This applica- tion basically creates a filter/detention basin that allows water to egress through the surrounding filter fabric while sediment is trapped within. It may be best to think of the Isolator Row as a first -flush treatment device. First -Flush is a term typically used to describe the first 1/2" to 1" (13-25 mm) of rainfall or runoff on a site. The majority of stormwa- ter pollutants are carried in the sediments of the first - flush, therefore the Isolator Row is an effective component of a treatment train. The StormTech Isolator Row should be designed with a manhole with an overflow weir at its upstream end. The diversion manhole is multi -purposed. It can provide access to the Isolator Row for both inspection and main- tenance and acts as a diversion structure. The manhole is connected to the Isolator Row with a short length of 12" (300 mm) pipe for the SC -310 chamber and 24" (600 mm) pipe for the SC -740 and DC -780 chambers. These pipes are connected to the Isolator Row with a 12" (300 mm) fabricated end cap for the SC -310 chamber and a 24" (600 mm) fabricated end cap for the SC -740 and DC -780 chambers. The overflow weir typically has its crest set between the top of the chamber and its midpoint. This allows stormwater in excess of the Isolator Row's stor- age/conveyance capacity to bypass into the chamber system through the downstream manifold system. Specifying and installing proper geotextiles is essential for efficient operation and to prevent damage to the system during the JetVac maintenance process. In a typical configuration, two strips of woven geotextile that meet AASHTO M288 Class 1 requirements are required between the chambers and the stone foundation. This strong filter fabric traps sediments and protects the stone base during maintenance. A strip of non -woven 19 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 7.0 Inletting the Chambers Figure 8 — StormTech Isolator Row Detail COVER ENTIRE ISOLATOR ROW WITH ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE SC -740 & DC -780 - 8'(2.4 m) MIN WIDE STRIP SC -310 - 5'(1.5 m) MIN WIDE STRIP STORMTECH HIGHLY RECOMMENDS FLEXSTORM PURE INSERTS IN ANY UPSTREAM STRUCTURES WITH OPEN GRATES SUMP DE SITE DESK (24" [600 mm] MII StormTechm OPTIONAL INSPECTION PORT SC -310 - 12" (300 mm) HDPE ACCESS PIPE USE FACTORY PRE -FABRICATED END CAP Note: Non -woven geotextile over DC -780 Isolator Row chambers is not required. AASHTO M288 Class 2 geotextile is draped over the Isolator chamber row. This 6-8 oz. (217-278 g/m2) non- woven filter fabric prevents sediments from migrating out of the chamber perforations while allowing modest amounts of water to flow out of the Isolator Row. Figure 8 is a detail of the Isolator Row that shows proper applica- tion of the geotextiles. Contact StormTech for a table of acceptable geotextiles. .,� F 0.6 mi �FAt%p Inspection is easily accomplished through the upstream manhole or optional inspection ports. Maintenance of an Isolator Row is fast and easy using the JetVac process through the upstream manhole. Section 12.0 explains the inspection and maintenance process in more detail. Isolator Rows can be sized to accommodate either a water quality volume or a water quality flow rate requirement. The use of filter fabric around the Isolator Row chambers allows stormwater to egress out of the row during and between storm events. The rate of egression for design is depend- ent upon the chamber model and sediment accumulation on the geotextile. Contact StormTech's Technical Services Department for more information on Isolator Row sizing. END CAP (SC -740 SHOWN) S 315WTK WOVEN STONE AND CHAMBERS SC -740 & DC -780 - 5'(1.5 m) MIN WIDE SC -310 - 4'(1.2 m) MIN WIDE CONTINUOUS FABRIC STRIPS WITHOUT SEAMS 7.4 ENHANCED TREATMENT (BMP) - TREATMENT TIER 3 As regulations have become more stringent, requiring higher levels of containment removal, water quality sys- tems may be required to treat higher flow rates, greater volumes or to provide a higher level of filtration or other more sophisticated treatment process. StormTech sys- tems can easily be configured with enhanced treatment techniques located either upstream or down stream of the retention or detention chamber system. Located upstream of an infiltration bed, between the pretreatment device and the Isolator Row, enhanced treatment pro- vides a high level of contaminant removal which protects groundwater or better preserves the infiltration surface. Located downstream of detention, enhanced treatment provides a higher level of contaminant removal prior to discharge to a receiving body. Enhanced treatment BMPs are normally applied where specific regulations and specific water quality product approvals are in place. StormTech works closely with providers of enhanced treatment technologies to meet local requirements. 7.5 TREATMENT TRAIN CONCLUSION The treatment train is a highly effective water -quality approach that may not add significant cost to a StormTech system being installed under commercial parking areas. The StormTech Isolator Row adds a significant level of treatment, easy inspection and maintenance, while maintaining storage volume credit for the cost of a modest amount of geotextile. Finally where higher levels of treatment are required, StormTech can integrate other technologies into the treatment train to provide the most cost effective treatment approach. This treatment train concept provides three levels of treatment, inspection and maintenance upstream and downsstream of the StormTech detention/retention bed. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 20 7.0 Inletting the Chambers 7.6 OTHER INLET OPTIONS While the three -tiered treatment train approach is the recommended method of inletting StormTech chambers for typical under -commercial parking applications, there are other effective inlet methods that may be considered. For instance, Isolator Rows, while adding an inexpen- sive level of confidence, are not always necessary. A header system with fewer inlets can be designed to fur- ther minimize the cost of a StormTech system. There may be applications where stormwater pre-treatment may not be necessary at all and the system can be inlet directly from the source. Contact StormTech's Technical Service Department to discuss inlet options. 7.7 LATERAL FLOW RATES The embedment stone surrounding the StormTech chambers allows the rapid conveyance of stormwater between chamber rows. Stormwater will rise and fall evenly within a bed of chambers. A single StormTech SC -740 chamber is able to release or accept storm - water at a rate of at least 0.5 cfs (14.2 I/s) through the surrounding stone. 7.8 INLETTING PERPENDICULAR TO A ROW OF CHAMBERS WITH INSERTA TEE There is an easy, inexpensive method to perpendicularly inlet a row of chambers. Simply connect the inlet directly to the chamber with an Inserta Tee. Figure 9 shows a typical detail along with the standard sizes offered for each chamber model. Figure 9 - Inserta Tee Detail CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) INSERTA TEE _,, i_M i f iiiiiiiiiiiiiiiiii CONNECTION - - --- - (X) PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE DO NOT INSTALL INSERTA-TEE AT CHAMBER JOINTS A 4 A INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION SECTION A -A SIDE VIEW MUST EXTEND 6" (150 mm) PAST MIIIII PIPE DIA. MAX DIAMETER OF HEIGHT FROM BASE OF CHAMBER FOOT CHAMBER INSERTA TEE CHAMBER (X) 0.48 SC -310 6" (150 mm) 4" (100 mm) 3.5" SC -740 10" (250 mm) 4" (100 mm) NOTE: PART NUMBERS WILL VARY BASED ON DC -78010" (250 mm) 4" (100 mm) INLET PIPE MATERIALS. CONTACT INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS STORMTECH FOR MORE INFORMATION. GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON 7.9 MAXIMUM INLET PIPE VELOCITIES TO PREVENT SCOURING OF THE STONE FOUNDATION The primary function of the inlet manifold is to convey and distribute flows to a sufficient number of rows in the chamber bed such that there is ample conveyance capacity to pass the peak flows without creating an unacceptable backwater condition in upstream piping or scour the foundation stone under the chambers. Manifolds are connected to the end caps either at the top or bottom of the end cap. High inlet flow rates from either connection location produce a shear scour poten- tial of the foundation stone. Inlet flows from top inlets also produce impingement scour potential. Scour poten- tial is reduced when standing water is present over the foundation stone. However, for safe design across the wide range of applications, StormTech assumes minimal standing water at the time the design flow occurs. To minimize scour potential, StormTech recommends the installation of woven scour protection fabric at each inlet row. This enables a protected transition zone from the concentrated flow coming out of the inlet pipe to a uni- form flow across the entire width of the chamber for both top and bottom connections. Allowable flow rates for design are dependent upon: the elevation of inlet pipe, foundation stone size and scour protection. An appropriate scour protection geotextile is installed from the end cap to at least 10.5' (3.2 m) for the SC -310, SC - 740 and DC 780 chambers for both top and bottom feeding inlet pipes. See StormTech's Tech Sheet #7 for guidance on mani- fold sizing. ADS's Technical Services department can also assist with sizing inlet manifolds for the StormTech chamber systems. Table 7A - Standard distances from base of chamber to invert of inlet and outlet manifolds on StormTech end caps. *See StormTech's Tech Sheet #7 for manifold sizing guidance* 21 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. MIIIII PIPE DIA. INV. (IN) INV. (FT) INV. (MM) 6" 050 mm) 5.8" 0.48 146 0 8" (200 mm) 3.5" 0.29 88 1.38 10" (250 mm) 1.4" 0.12 37 1.21 6" (150 mm) 0.5" 0.04 12 0 8" (200 mm) 0.6" 0.05 15 0 10" (250 mm) 0.7" 0.06 18 00 12" (300 mm) 0.9" 0.08 24 *See StormTech's Tech Sheet #7 for manifold sizing guidance* 21 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 1 ■ PIPE DIA. 6" (150 mm) INV. (IN) 18.5" INV. (FT) 1.54 INV. (MM) 469 8" (200 mm) 16.5" 1.38 421 0 10" (250 mm) 14.5" 1.21 369 12" (300 mm) 12.5" 1.04 317 15" (375 mm) 9" 0.75 229 18" (450 mm) 5" 0.42 128 6" (150 mm) 0.5" 0.04 12 8" (200 mm) 0.6" 15 10" (250 mm) 0.7" _0.05 0.06 18 0 12" (300 mm) 1.2" 0.10 30 m 15" (375 mm) 1.3" 0.11 34 18" (450 mm) 1.6" 0.13 40 24" (600 mm) 0.1" 0.01 3 *See StormTech's Tech Sheet #7 for manifold sizing guidance* 21 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 8.0 Outlets for Chambers 8.0 OUTLETS FOR STORMTECH CHAMBER SYSTEMS The majority of StormTech installations are detention systems and have some type of outlet structure. An outlet manifold is generally designed to ensure that peak flows can be conveyed to the outlet structure. To drain the system completely, an underdrain system is located at or below the bottom of the foundation stone. Some beds may be designed with a pitched base to ensure complete drainage of the system. A grade of 112% is usually satisfactory. An outlet pipe may be located at a higher invert within a bed. This allows a designed volume of water to infiltrate while excess volumes are outlet as necessary. This is an excellent method of recharging groundwater, replicating a site's pre -construction hydraulics. Depending on the bed layout and inverts, outlet pipes should be placed in the embedment stone along the bed's perimeter as shown in Figures 10 and 11. Solid outlet pipes should also be used to penetrate the StormTech end caps at the designed outlet invert as shown in Figure 12. An Isolator Row should not be directly pene- trated with an outlet pipe. For systems requiring higher outlet flow rates, a combination of connections may be utilized as shown in Figure 13. In detention and retention applications the discharge of water from the stormwater management system is determined based on the hydrology of the area and the hydraulic design of the system. It is the design engineer's responsibility to design an outlet system that meets their hydraulic objectives while following local laws and regulations. Table 713 — Maximum outlet flow rate capacities from StormTech manifolds. PIPE DIA. OUTLET FLOW FLOW (CFS) FLOW (L/S) _ 6" (150 mm) 8" (200 mm) 0.4 0.7 11.3 19.8 10" (250 mm) 12" (300 mm) 1.0 2.0 28.3 56.6 76.5 113.3 198.2 15" (375 mm) 2.7 _ 18" (450 mm) 4.0 24" (600 mm) 7.0 30" (750 mm) 36" (900 mm) 11.0 16.0 311.5 453.1 42" (1050 mm) i 48" (1200 mm) 22.0 28.0 623.0 792.9 StormTechm Figure 10 — Underdrain Parallel SECTION A_A BED PERIMETER o° oo° o0 oog°C�'B�aC�' I oo°o ��poo°c 00 PERFORATED UNDERDRAIN PIPE I TO OUTLET A CONTROL – – – STRUCTURE A Figure 11 — Underdrain Perpendicular BED PERIMETER ---i STORMTECH CHAMBER STONE BASE BENEATH CHAMBER C AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE TO OUTLET CONTROL STRUCTURE Figure 12 — Outlet Manifold BED PERIMETER --- i STORMTECH CHAMBER STONE BASE �po0° BENEATH CHAMBER AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE —STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) SECTION B_B i L_i ii vi iii L_ L.1 UNDERDRAIN PIPE STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) TO OUTLET CONTROL STRUCTURE Figure 13 — Combination Outlet SECTION A_A OUTLET NUMBER AND SIZE OF UNDER- STORMTECH CONTROL DRAINS PER ENGINEER DESIGN CHAMBER o��°�o STRUCTURE 0 op o BED PERIMETER FOUNDATION ADS 601 STONE BENEATH o o°pyo v NON -WOVEN CHAMBER GEOTEXTILE (OR EQUAL) B OUTLET CONTROL STRUCTURE PER ENIGNEER'S DESIGN STORMTECH SECTION B_B CHAMBER 000°, FOUNDATION 8g`�08g o°0000°c, STONE BENEATH L CHAMBER STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) PERFORATED UNDERDRAIN PIPE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 22 SECTION C_C STORMTECH CHAMBERO�O��O��o 0 00000000000g STONE BASE Og BENEATH CHAMBER MANIFOLD OUTLET PIPING TO OUTLET CONTROL STRUCTURE Figure 13 — Combination Outlet SECTION A_A OUTLET NUMBER AND SIZE OF UNDER- STORMTECH CONTROL DRAINS PER ENGINEER DESIGN CHAMBER o��°�o STRUCTURE 0 op o BED PERIMETER FOUNDATION ADS 601 STONE BENEATH o o°pyo v NON -WOVEN CHAMBER GEOTEXTILE (OR EQUAL) B OUTLET CONTROL STRUCTURE PER ENIGNEER'S DESIGN STORMTECH SECTION B_B CHAMBER 000°, FOUNDATION 8g`�08g o°0000°c, STONE BENEATH L CHAMBER STONE BEDDING UNDER DRAINAGE PIPE (PER DESIGN) PERFORATED UNDERDRAIN PIPE AASHTO M288 CLASS 2 NON -WOVEN GEOTEXTILE Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 22 9.0 Other Considerations 9.1 EROSION CONTROL Erosion and sediment control measures must be integrated into the plan to protect the stormwater system both during and after construction. These practices may have a direct impact on the system's infiltration performance and longevity. Vegetation, temporary sediment barriers (silt fences, hay bales, fabric -wrapped catch basin grates), and strategic stormwater runoff management may be used to control erosion and sedimentation. StormTech recommends the use of pipe plugs on the inlet pipe until the system is in service. 9.2 SITE IMPROVEMENT TECHNIQUES When site conditions are less than optimal, StormTech recognizes many methods for improving a site for con- struction. Some techniques include the removal and replacement of poor materials, the use of engineered subgrade materials, aggregates, chemical treatment, and mechanical treatments including the use of geo- synthetics. StormTech recommends referring to AASHTO M 288 guidelines for the appropriate use of geotextiles. StormTech also recognizes geogrid as a potential compo- nent of an engineered solution to improve site conditions or as a construction tool for the experienced contractor. StormTech chamber systems are compatible with the use of geosynthetics. The use of geosynthetics or any other site improvement method does not eliminate or modify any of StormTech's requirements. It is the ulti- mate responsibility of the design engineer to ensure that site conditions are suitable for a StormTech chamber system. 9.3 CONFORMING TO SITE CONSTRAINTS StormTech chambers have the unique ability to conform to site constraints such as utility lines, light posts, large trees, etc. Rows of chambers can be ended short or interrupted by placing an end cap at the desired location, leaving the required number of chambers out of the row to get by the obstruction, then starting the row of chambers again with another end cap. See Figure 14 for an example. Figure 14 — Ability to Conform to Site Constraints UTILITY LINE StormTechm 9.4 LINERS StormTech chambers offer the distinct advantage and versatility that allow them to be designed as an open bottom detention or retention system. In fact, the vast majority of StormTech installations and designs are open bottom detention systems. Using an open bottom system enables treatment of the storm water through the under- lying soils and provides a volume safety factor based on the infiltrative capacity of the underlying soils. In some applications, however, open bottom detention systems may not be allowed. StormTech's Tech Sheet #2 provides guidance for the design and installation of ther- moplastic liners for detention systems using StormTech chambers. The major points of the memo are: • Infiltration of stormwater is generally a desirable stormwater management practice, often required by regulations. Lined systems should only be specified where unique site conditions preclude significant infiltration. • Thermoplastic liners provide cost effective and viable means to contain stormwater in StormTech sub- surface systems where infiltration is undesirable. • PVC and LLDPE are the most cost effective, installed membrane materials. • Enhanced puncture resistance from angular aggregate on the water side and from protrusions on the soil side can be achieved by placing a non -woven geotextile reinforcement on each side of the geomembrane. A sand underlayment in lieu of the geotextile reinforce- ment on the soil side may be considered when cost effective. • StormTech does not design, fabricate, sell or install thermoplastic liners. StormTech recommends con- sulting with liner professionals for final design and installation advice. Figure 15 — Chamber bed placed around light post. 77,ti 7L ��• 4' •� LA 23 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10.0 System Sizing For quick calculations, refer to the Site Calculator on StormTech's website at www.stormtech.com. 10.1 SYSTEM SIZING The following steps provide the calculations necessary to size a system. If you need assistance determining the number of chambers per row or customizing the bed configuration to fit a specific site, call StormTech's Technical Services Department at 1-888-892-2694. 1) Determine the amount of storage volume (Vs) required. It is the design engineer's sole responsibility to deter- mine the storage volume required by local codes. TABLE 8 - Storage Volume Per Chamber ft' (m3) Bare N Chamber and Stone Chamber Foundation Depth Storage in. (mm) I ft3 (m3) 6 (150) 12 (300) 18 (450) StormTech SC -740 45.9(l.3) 74.9 (2.1) 81.7 (2.3) 88.4 (2.5) StormTech SC -310 14.7 (0.4) 31.0 (0.35.7 (1.0) 40.4(l.1) ft' (m3) 9 (230) 12 (300) 18( 450) StormTech DC -780 46.2(l.3) 78.4 (2.2) 81.8 (2.3) 88.6 (2.5) Note: Assumes 40% porosity for the stone plus the chamber volume. 2) Determine the number of chambers (C) required. To calculate the number of chambers needed for adequate storage, divide the storage volume (Vs) by the volume of the selected chamber, as follows: C = Vs / Volume per Chamber 3) Determine the required bed size (S). To find the size of the bed, multiply the number of chambers needed (C) by either: StormTech SC -740 / DC -780 bed area per chamber = 33.8 ft2 (3.1 m3) StormTech SC -310 bed area per chamber = 23.7 ft2 (2.2 m3) S = (C x bed area per chamber) + [1 foot (0.3 m) x bed perimeter in feet (meters)] NOTE. It is necessary to add one foot (0.3 m) around the perimeter of the bed for end caps and working space. StormTechm 4) Determine the amount of clean, crushed, angular stone (Vst) required. TABLE 9 - Amount of Stone Per Chamber Stone Foundation Depth ENGLISH tons (yd') 6" 1211 1811 StormTech SC -740 3.8 (2.8) 4.6 (3.3) 5.5 (3.9) StormTech SC -310 2.1 (1.5) 2.7 (1.9) 3.4 (2.4) METRIC kg (m3) 150 mm 300 mm 450 mm StormTech SC -740 3450 (2.1) 4170 (2.5) 4490 (3.0) StormTech SC -310 1830(l.1) 2490(l.5) 2990(l.8) ENGLISH tons (yd') 9" 1211 1811 StormTech DC -780 4.2 (3.0) 4.7 (3.3) 5.6 (3.9) METRIC kg (m3) 230 mm 300 mm 450 mm StormTech DC -780 3810 (2.3) 4264 (2.5) 5080 (3.0) (Vote: Assumes 6" (150 mm) of stone above, and between chambers. To calculate the total amount of clean, crushed, angular stone required, multiply the number of chambers (C) by the selected weight of stone from Table 9. (VOTE: Clean, crushed, angular stone is also required around the perimeter of the system. 5) Determine the volume of excavation (Ex) required. 6) Determine the area of filter fabric (F) required. TABLE 10 - Volume of Excavation Per Chamber yd' (m3) Stone Foundation Depth 6" (150 mm) 12" (300 mm 18" (450 mm) StormTech SC -740 5.5 (4.2) 6.2 (4.7) 6.8 (5.2) StormTech SC -310 2.9 (2.2) 3.4 (2.6) 3.8 (2.9) 9" (230 mm) 12" (300 mm)18" (457 mm) StormTech DC -780 5.9 (4.5) 6.3 (4.8) 6.9 (5.3) Note: Assumes 6" (150 mm) of separation between chamber rows and 18" (450 mm) of cover. The volume of excavation will vary as the depth of the cover increases. Each additional foot of cover will add a volume of excavation of 1.3 yds' (1.0 m') per SC -740 / DC -780 and 0.9 yds' (0.7 m') per SC -310 chamber. The bottom and sides of the bed and the top of the embed- ment stone must be covered with ADS 601 (or equal) a non -woven geotextile (filter fabric). The area of the side- walls must be calculated and a 2 foot (0.6 m) overlap must be included where two pieces of filter fabric are placed side-by-side or end-to-end. Geotextiles typically come in 15 foot (4.6 m) wide rolls. 7) Determine the number of end caps (EC) required. Each row of chambers requires two end caps. Ec = number of rows x 2 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 24 11.0 Detail Drawings Figure 16 —Inspection Port Detail 1:7ralkT/04LTA 10400 CONCRETE SLAB 8" (200 mm) MIN THICKNESS FLEXSTORM CATCH IT PART# 6212NYFX (WITH USE OF OPEN GRATE 10" (250 mm) INSERTA TEE INSERTA TEE TO BE CENTERED ON CORRUGATION CREST Figure 17 — Under Drain Detail 25 STORMTECH 18" (450 mm) MIN WIDTH 1UTLET MANIFOLD CONCRETE COLLAR 12" (300 mm) NYLOPLAST INLINE DRAIN BODY W/SOLID HINGED COVER OR GRATE PART# 2712AG1ON SOLID COVER: 1299CGC GRATE: 1299CGS 10" (250 mm) ADS N-12 HDPE PIPE CHAMBER (SC -740 SHOWN) STORMTECH CHAMBER FOUNDATION' STONE BENEATH CHAMBERS ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE STORMTECH END CAP DUAL WAL PERFORA� HDPE UNDERDR, �o�aDOa�aa o�aa�o�aa�o�a ao�ao�aooao ooaooao� FOUNDATION STONE ��aO��aO�FKcl BENEATH CHAMBERS Da�Da�Da��oDa �DaNADa���� a Xv ADS GEOSYNTHETICS 601T V�/V�/V�/V�/V�/V�/V�/�� NON -WOVEN GEOTEXTILE jam/jam/jam/ I V V IVILJLI A lII V LJ VILL VI 1I114LJLI AVI AlIII V V 1 LI A VI I L DESIGN ENGINEER 4" (100 mm) TYP FOR SC -310 SYSTEMS SECTION B -B 6" (150 mm) TYP FOR SC -740, DC -780 SYSTEMS Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 12.0 Inspection & Maintenance STORMTECH ISOLATORTM ROW - STEP-BY-STEP MAINTENANCE PROCEDURES Step 1) Inspect Isolator Row for sediment A) Inspection ports (if present) i. Remove lid from floor box frame ii. Remove cap from inspection riser iii. Using a flashlight and stadia rod, measure depth of sediment iv. If sediment is at, or above, 3" (76 mm) depth proceed to Step 2. If not proceed to Step 3. B) All Isolator Rows i. Remove cover from manhole at upstream end of Isolator Row ii. Using a flashlight, inspect down Isolator Row through outlet pipe 1. Follow OSHA regulations for confined space entry if entering manhole 2. Mirrors on poles or cameras may be used to avoid a confined space entry iii. If sediment is at or above the lower row of sidewall holes [approximately 3" (76 mm)] proceed to Step 2. If not proceed to Step 3. Step 2) Clean out Isolator Row using the JetVac process A) A fixed floor cleaning nozzle with rear facing nozzle spread of 45" (1143 mm) or more is preferable B) Apply multiple passes of JetVac until back- flush water is clean C) Vacuum manhole sump as required during jetting Step 3) Replace all caps, lids and covers Step 4) Inspect and clean catch basins and manholes upstream of the StormTech system following local guidelines. Figure 20 — StormTech Isolator Row (not to scale) 12.3 ECCENTRIC PIPE HEADER INSPECTION Theses guidelines do not supercede a pipe manufac- turer's recommended I&M procedures. Consult with the manufacturer of the pipe header system for specific I&M procedures. Inspection of the header system should be carried out quarterly. On sites which generate higher levels of sediment more frequent inspections may be necessary. Headers may be accessed through risers, access ports or manholes. Measurement of sediment may be taken with a stadia rod or similar device. Clean- out of sediment should occur when the sediment volume has reduced the storage area by 25% or the depth of sediment has reached approximately 25% of the diameter of the structure. 12.4 ECCENTRIC PIPE MANIFOLD MAINTENANCE Cleanout of accumulated material should be accom- plished by vacuum pumping the material from the head- er. Cleanout should be accomplished during dry weath- er. Care should be taken to avoid flushing sediments out through the outlet pipes and into the chamber rows. Eccentric Header Step -by -Step Maintenance Procedures 1. Locate manholes connected to the manifold system 2. Remove grates or covers 3. Using a stadia rod, measure the depth of sediment 4. If sediment is at a depth of about 25% pipe volume or 25% pipe diameter proceed to step 5. If not proceed to step 6. 5. Vacuum pump the sediment. Do not flush sediment out inlet pipes. 6. Replace grates and covers 7. Record depth and date and schedule next inspection Figure 21 — Eccentric Manifold Maintenance 3, 4, 5 Please contact StormTech's Technical Services Department at 888-892-2894 for a spreadsheet to estimate cleaning intervals. 27 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 13.0 General Notes 1. StormTech ("StormTech") requires installing contrac- tors to use and understand StormTech 3s latest Installation Instructions prior to beginning system installation. 2. Our Technical Services Department offers installa- tion consultations to installing contractors. Contact our Technical Service Representatives at least 30 days prior to system installation to arrange a pre- installation consultation. Our representatives can then answer questions or address comments on the StormTech chamber system and inform the Installing contractor of the minimum installation requirements before beginning the system's construction. Call 860-529-8188 to speak to a Technical Service Representative or visit www.stormtech.com to receive a copy of our Installation Instructions. StormTech's requirements for systems with pavement design (asphalt, concrete pavers, etc.): Minimum cover for the SC -740, DC -780 and SC -310 chambers is 18" (457 mm) not including pavement; Maximum cover for the SC -740 and SC -310 chambers is 96" (2.4 m) including pavement design; Maximum cover for the DC -780 chamber is 12' (3.6 m) including pavement design. For installations that do not include pavement, where rutting from vehicles may occur, minimum required cover is 24" (610 mm), maximum cover is as stated above. 4. The contractor must report any discrepancies with the bearing capacity of the chamber foundation materials to the design engineer. StormTechm 5. AASHTO M288 Class 2 non -woven geotextile (filter fabric) must be used as indicated in the project plans. 6. Stone placement between chamber rows and around perimeter must follow instructions as indicated in the most current version of StormTech's Installation Instructions. 7. Backfilling over the chambers must follow require- ments as indicated in the most current version of StormTech's Installation Instructions. 8. The contractor must refer to StormTech's Installation Instructions for a Table of Acceptable Vehicle Loads at various depths of cover. This information is also available at StormTech's website: www.stormtech.com. The contractor is responsible for preventing vehicles that exceed StormTech's requirements from traveling across or parking over the stormwater system. Temporary fencing, warning tape and appropriately located signs are commonly used to prevent unauthorized vehicles from entering sensitive construction areas. 9. The contractor must apply erosion and sediment con- trol measures to protect the stormwater system during all phases of site construction per local codes and design engineer's specifications. 10. STORMTECH PRODUCT WARRANTY IS LIMITED. Contact StormTech for warranty information. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 28 14.0 StormTech Product Specifications 1.0 GENERAL 1.1 StormTech chambers are designed to control stormwater runoff. As a subsurface retention sys- tem, StormTech chambers retain and allow effective infiltration of water into the soil. As a subsurface detention system, StormTech chambers detain and allow for the metered flow of water to an outfall. 2.0 CHAMBER PARAMETERS 2.1 The Chamber shall be injection molded of an impact modified polypropylene or polyethylene copolymer to maintain adequate stiffness through higher temperatures experienced during installation and service. 2.2 The nominal chamber dimensions of the StormTech SC -740 and DC -780 shall be 30.0" (762 mm) tall, 51.0" (1295 mm) wide and 90.7" (2304 mm) long. The nominal chamber dimensions of the StormTech SC - 310 shall be 16.0" (406 mm) tall, 34.0" (864 mm) wide and 90.7" (2304 mm) long. The installed length of a joined chamber shall be 85.4" (2169 mm). 2.3 The chamber shall have a continuously curved section profile. 2.4 The chamber shall be open -bottomed. 2.5 The chamber shall incorporate an overlapping corrugation joint system to allow chamber rows of almost any length to be created. The overlapping corrugation joint system shall be effective while allowing a chamber to be trimmed to shorten its overall length. 2.6 The nominal storage volume of all StormTech cham- bers includes the volume of the clean, crushed, angular stone with an assumed 40% porosity. The nominal storage volume of a joined StormTech SC -740 chamber shall be 74.9 ft3 (2.1 m3) per chamber when installed per StormTech's typical details. This equates to a storage volume per unit area of bed of 2.2 ft3/ft2 (0.67 m3/m2). The nominal storage volume of a joined StormTech DC -780 chamber shall be 78.4 ft3 (2.2 m3) per chamber when installed per StormTech's typical details. This equates to a storage volume per unit area of bed of 2.3 ft3/ft2 (0.70 m3/m2). The nominal storage volume of a joined StormTech SC -310 chamber shall be 31.0 ft3 (0.88 m3) per chamber when installed per StormTech's typical details. This equates to a storage volume per unit area of bed of 1.3 ft3/ft2 (0.40 m3/m2). 2.7 The SC -740 and SC -310 chambers shall have forty- eight orifices penetrating the sidewalls to allow for lateral conveyance of water. 2.8 The chamber shall have two orifices near its top to allow for equalization of air pressure between its interior and exterior. 2.9 The chamber shall have both of its ends open to allow for unimpeded hydraulic flows and visual inspections down a row's entire length. 2.10 The chamber shall have 14 corrugations. 2.11 The chamber shall have a circular, indented, flat surface on the top of the chamber for an optional 4" (100 mm) diameter (maximum) inspection port. 2.12 The chamber shall be analyzed and designed using AASHTO methods for thermoplastic culverts contained in the LRFD Bridge Design Specifications, 2nd Edition, including Interim Specifications through 2001. Design live load shall be the AASHTO design truck. Design shall consider earth and live loads as appropriate for the minimum to maximum specified depth of fill. 2.13 The chamber shall be manufactured in an ISO 9001:2000 certified facility. 3.0 END CAP PARAMETERS 3.1 The end cap shall be designed to fit into any corrugation of a chamber, which allows: capping a chamber that has its length trimmed; segmenting rows into storage basins of various lengths. 3.2 The end cap shall have saw guides to allow easy cutting for various diameters of pipe that may be used to inlet the system. 3.3 The end cap shall have excess structural adequacies to allow cutting an orifice of any size at any invert elevation. 3.4 The primary face of an end cap shall be curved outward to resist horizontal loads generated near the edges of beds. 3.5 The end cap shall be manufactured in an ISO 9001:2000 certified facility. 29 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 15.0 Chamber Specifications for Contract Documents STORMWATER CHAMBER SPECIFICATIONS: 1. Chambers shall be StormTech SC -740, SC -310 or approved equal. 2. Chambers shall conform to the requirements of ASTM F 2922, "Standard Specification for Polyethylene (PE) Corrugated Wall Stormwater Collection Chambers." 3. Chamber rows shall provide continuous, unobstructed internal space with no internal support panels. 4. 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. 5. Chambers shall conform to the requirements of ASTM F2787, "Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers." STORMWATER CHAMBER SPECIFICATIONS: 1. Chambers shall be StormTech DC -780 or approved equal. 2. Chambers shall conform to the requirements of ASTM F 2418, "Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers." 3. Chamber rows shall provide continuous, unobstructed internal space with no internal support panels. 4. 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. 5. Chambers shall conform to the requirements of ASTM F2787, "Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers." 6. Only chambers that are approved by the engineer will be allowed. The contractor shall submit (3 sets) of the following to the engineer for approval before delivering chambers to the project site: A structural evaluation by a registered structural engineer that demonstrates that the load factors specified in the AASHTO LRFD Bridge Design Specifications, Section 12.12 are met. The 50 -year creep modulus data specified in ASTM F2922 must be used as part of the AASHTO structural evaluation to verify long-term performance. 7. Chambers shall be produced at an ISO 9001 certified manufacturing facility. 8. All design specifications for chambers shall be in accordance with the manufacturer's latest design manual. 9. The installation of chambers shall be in accordance with the manufacturer's latest installation instructions. 6. Only chambers that are approved by the engineer will be allowed. The contractor shall submit (3 sets) of the following to the engineer for approval before delivering chambers to the project site: A structural evaluation by a registered structural engineer that demonstrates that the load factors specified in the AASHTO LRFD Bridge Design Specifications, Section 12.12 are met. The 50 -year creep modulus data specified in ASTM F2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. 7. Chambers shall be produced at an ISO 9001 certified manufacturing facility. 8. All design specifications for chambers shall be in accordance with the manufacturer's latest design manual. 9. The installation of chambers shall be in accordance with the manufacturer's latest installation instructions. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 30 A Family of Products and Services for tk-m,� Stormwater Industry: • MC -3500 and MC -4500 Chambers and End Caps • SC -310 and SC -740 Chambers and End Caps • DC -780 Chambers and End Caps • Fabricated End Caps • Fabricated Manifold Fittings • Patented Isolator Row for Maintenance and Water Quality • Chamber Separation Spacers • In -House System Layout Assistance • On -Site Educational Seminars • Worldwide Technical Sales Group • Centralized Product Applications Department • Research and Development Team • Technical Literature, 0&M Manuals and Detailed CAD drawings all downloadable via our Web Site Please contact one of our inside project application professionals or Engineered Product Managers (EPMs) to discuss your particular application. A wide variety of technical support material is available in print, electronic media or from our website at www.stormtech.com. For any questions, please call StormTech at 888-892-2694. J .♦ . MC -4500 MC -3500 DC -780 SC -740 SC -310 StormTecho Detention • Retention • Water Quality A division of 11111111111111111111117 LULU ` 70 Inwood Road, Suite 3 Rocky Hill Connecticut 06067 860.529.8188 888.892.2694 1 fax 866.328.8401 fax 860.529.8040 � www.stormtech.com www.stormtech.com ADS "Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com. Advanced Drainage Systems, the ADS logo, and the green stripe are registered trademarks of Advanced Drainage Systems. s StormTech° and the Isolator° Row are registered trademarks of StormTech, Inc. Green Building Council Member logo is a registered trademark of the U.S. Green Building Council. © 2014 Advanced Drainage Systems, Inc. S250211 12/14 Regular Inspection and Maintenance Guidance for Porous Pavements Regular inspection and maintenance is critical to the effective operation of porous pavement. It is the responsibility of the owner to maintain the pavement in accordance with the minimum design standards. This page provides guidance on maintenance activities that are typically required for these systems, along with the suggested frequency for each activity. Individual systems may have more, or less, frequent maintenance needs, depending on a variety of factors including the occurrence of large storm events, seasonal changes, and traffic conditions. Inspection Activities Visual inspections are an integral part of system maintenance. This includes monitoring pavement to ensure water drainage, debris accumulation, and surface deterioration. ACTIVITY FREQUENCY Check for standing water on the surface of the pavement after a precipitation event. If standing water remains within 30 minutes after rainfall had ended, cleaning of porous pavement is recommended. Vacuum sweeper shall be used regularly to remove sediment and organic debris on the pavement surface. The sweeper may be fitted with water jets. Pavement vacuuming should occur during spring cleanup following the last snow event to remove accumulated debris, at minimum. 2 to 4 times per year, more Pavement vacuuming should occur during fall cleanup to remove dead leaves, at minimum. frequently for high use sites or sites with higher potential for run- Power washing can be an effective tool for cleaning clogged areas. This should occur at on mid pressure typically less than 500 psi and at an angle of 30 degrees or less. Check for debris accumulating on pavement, especially debris buildup in winter. For loose debris, a power/leaf blower or gutter broom can be used to remove leaves and trash. Check for damage to porous pavements from non-design loads. Damaged areas may be repaired by use of infrared heating and rerolling of pavement. Typical costs may be 2,000/ day for approximately 500 ft of trench. Maintenance Activities Routine preventative cleaning is more effective than corrective cleaning. Activity Frequency Controlling run-on and debris tracking is key to extending the life of porous surfaces. Erosion and sedimentation control of adjacent areas is crucial. Whenever vacuuming Vacuuming adjacent non porous asphalt can be effective at minimizing run-on. adjacent porous pavements Repairs may be needed from cuts of utilities. Repairs can be made using standard (non- porous) asphalt for most damages. Repairs using standard asphalt should not exceed 15% of total area. Do not store materials such as sand/salt, mulch, soil, yard waste, and other stock piles on porous surfaces. Stockpiled snow areas on porous pavements will require additional maintenance and vacuuming. Stockpiling on snow on porous pavements is not recommended and will lead As needed to premature clogging. Damage can occur to porous pavement from non-design loads. Precautions such as clearance bars, signage, tight turning radius, high curbs, and video surveillance may be required where there is a risk off non-design loads. Posting of signage is recommended indicating presence of porous pavement. Signage should display limitation of design load (i.e. passenger vehicles only, light truck traffic, etc. as per pavement durability rating.) 2/2011, University of New Hampshire Stormwater Center CHECKLIST FOR INSPECTION OF POROUS PAVEMENTS Location: Inspector: Date: Time: Site Conditions: Date Since Last Rain Event: Inspection Items Satisfactory (S) or Unsatisfactory (U) Comments/Corrective Action 1. Salt /Deicing *Note complete winter maintenance guidance is available at UNHSC 3. Use salt only for ice management S U Piles of accumulated salt removed in spring S U 2. Debris Cleanup (2-4 times a year minimum, Spring &Fall) Clean porous pavement to remove sediment and organic debris on the pavement surface via vacuum street sweeper. S U Adjacent non porous pavement vacuumed S U Clean catch basins (if available) S U 3. Controlling Run -On (2-4 times a year) Adjacent vegetated areas show no signs of erosion and run-on to porous pavement S U 4. Outlet /Catch Basin Inspection (if available) (2 times a year, After large storm events) No evidence of blockage S U Good condition, no need for cleaning/repair S U 5. Poorly Drained Pavement (2-4 times a year) Pavement has been pressure washed and vacuumed S U 6. Pavement Condition (2-4 times a year minimum, Spring &Fall) No evidence of deterioration S U No cuts from utilities visible S U No evidence of improper design load applied S U 7. Signage /Stockpiling (As Needed) Proper signage posted indicating usage for traffic load S U No stockpiling of materials and no seal coating S U Corrective Action Needed Due Date 1. 2. 3. 2/2011, University of New Hampshire Stormwater Center 71 Winter Maintenance Guidelines for Porous Asphalt lh 7v27 N�7 O -ML • Plow after every storm. Special plow blades may be used to prevent scarring but are not necessary. Raised blade is not recommended • Up to —75% net salt reductions for porous asphalt have been documented. USE SALT REDUCTION NUMBERS WITH CAUTION!!! • Excess salt application maybe needed during challenging storm events. Salt reductions typically occur between storm events with no black ice formation. e Salt reduction amounts are site specific and are affected by degree of shading and General hours of operation. Maintenance e Apply anti -icing treatments prior to storms. Anti -icing has the potential to provide the benefit of increased traffic safety at the lowest cost and with less environmental impact. • Apply deicing treatments during., and after storms as necessary to control compact snow and ice not removed by plowing. • Sand application should be limited since its use will increase the need for vacuuming. • Mixed precipitation and compact snow or ice is problematic for all paved surfaces, but is particularly problematic for porous surfaces. This is corrected by application of excess deicing chemicals. • Recommended posting of signs indicating difference of performance after sunrise and sunset. • Apply standard amounts of deicing agents during storm events. • g Event• Duren Amounts will be adjusted based on site specific requirements, hours of operation, and degree of shading. • Additional Deicing may be required during challenging storm events. • Deicing is NOT required for black ice development. Meltwater readily drains through Between porous surfaces thereby preventing black ice. Storms • Night time deicing may require additional maintenance activities. • Daytime deicing may be minimal once pavement is exposed to sunlight. • The UNH Stormwater Center: http://www.unh.edu/erg/cstev/ Additional • Pennsylvania Asphalt Pavement Association (PAPA) Porous Asphalt Pavements Resources Guide: http://www.pahotmix.org/PDF/porousl.pdf • National Asphalt Pavement Association (NAPA) Porous Asphalt Pavements for Stormwater Management Revised 11/2008, Information Series 131 Jan 2011, UNHSC A-, SC!NWERSITY OF 14FW HAMPSHIRE STORMWATER CENTER NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION Division of Fish, Wildlife & Marine Resources New York Natural Heritage Program 625 Broadway, 5t" Floor, Albany, New York 12233-4757 Phone: (518) 402-8935 • Fax: (518) 402-8925 Website: www.dec.nygov June 07, 2016 Pamela Price The Environmental Design Partnership, LLP 900 Route 146 Clifton Park, NY 12065 Re: Regatta View -- residential development on the east side of Route 9P Town/City: City of Saratoga Springs County: Saratoga Dear Pamela Price: Al k Iftwe NIEW In response to your recent request, we have reviewed the New York Natural Heritage Program database with respect to the above project. We have no records of rare or state -listed animals or plants, or significant natural communities at your site or in its immediate vicinity. The absence of data does not necessarily mean that rare or state -listed species, significant natural communities, or other significant habitats do not exist on or adjacent to the proposed site. Rather, our files currently do not contain information that indicates their presence. For most sites, comprehensive field surveys have not been conducted. We cannot provide a definitive statement on the presence or absence of all rare or state -listed species or significant natural communities. Depending on the nature of the project and the conditions at the project site, further information from on-site surveys or other resources may be required to fully assess impacts on biological resources. This response applies only to known occurrences of rare or state -listed animals and plants, significant natural communities, and other significant habitats maintained in the Natural Heritage Database. Your project may require additional review or permits; for information regarding other permits that may be required under state law for regulated areas or activities (e.g., regulated wetlands), please contact the NYS DEC Region 5 Office, Division of Environmental Permits, as listed at www.dec.ny.gov/about/3938l.html. 648 Sincerely, Andrea Chaloux Environmental Review Specialist New York Natural Heritage Program 1. IL L 4L k L. V al -1- NIB NXIN WN %All Ij q I 1P, n.. �6- '11� lk,, *-ft, Elk lot �Z� lk lk tiLk JL IL lk is -L % I IL t7z: IL IL. % I L Lq 6 q k s 9L 'Era A A IML R-st wmb yAi %L L 6M- 9", a,pd.p —1 9ML WMF.—%lrA6 9ML 10%� %ft WF_ Maw- ��' iii IF 4F ir [% !�� �a r l , �I %L�i�i F LA IJE� Table of Contents 1.0 Product Information........................................................................2 2.0 Foundation for Chambers....................................................................8 3.0 Required Materials/Row Separation..........................................................11 4.0 Hydraulics...............................................................................13 5.0 Cumulative Storage Volume.................................................................15 6.0 System Sizing........................................................................... 20 7.0 Structural Cross Sections and Specifications.................................................. 22 8.0 General Notes............................................................................24 9.0 Inspection and Maintenance............................................................... 25 *For SC -310, SC -740 & DC -780 designs, please refer to the SC-310/SC-740/DC-780 Design Manual. StormTech Engineering Services assists design professionals in specifying StormTech stormwater systems. This assistance includes the layout of chambers to meet the engineer's volume requirements and the connections to and from the chambers. They can also assist converting and cost engineering projects currently specified with ponds, pipe, concrete vaults and other manufactured stormwater detention/retention products. Please note that it is the responsibility of the site design engineer to ensure that the chamber bed layout meets all design requirements and is in compliance with applicable laws and regulations governing a project. PROPOSEDLAYOUT 60 STORMTECH MC -3500 CHAMBERS 12 STORMTECH MC -3500 END CAPS 12 STONE ABOVE (in) 9 STONE BELOW (in) 40 % STONE VOID 12,371 INSTALLED SYSTEM VOLUME (CF) (PERIMETER STONE INCLUDED) 3,775 SYSTEM AREA (fP) 282 SYSTEM PERIMETER (ft) PROPOSED ELEVATIONS MAXIMUM ALLOWABLE GRADE (TOP OF PAVEMENT/UNPAVED): 979.50 MINIMUM ALLOWABLE GRADE (UNPAVED WITH TRAFFIC): 974.00 MINIMUM ALLOWABLE GRADE (UNPAVED NO TRAFFIC): 973.50 MINIMUM ALLOWABLE GRADE (BASE OF FLEXIBLE PAVEMENT): 973.50 MINIMUM ALLOWABLE GRADE (TOP OF RIGID PAVEMENT): 973.50 TOP OF STONE: 972.50 TOP OF MC -3500 CHAMBER: 971.50 18" TOP MANIFOLD INVERT: 969.42 24" BOTTOM CONNECTION INVERT: 967.92 24" ISOLATOR ROW INVERT: 967.92 18" BOTTOM MANIFOLD INVERT: 967.90 BOTTOM OF MC -3500 CHAMBER: 967.75 UNDERDRAIN INVERT: 967.00 BOTTOM OF STONE: 967.00 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. N � INSPECTION PORT 71.86' 61.10' 24" ADS N-12 BOTTOM CONNECTION INVERT 2.06" ABOVE CHAMBER BASE (SEE NOTES) /XT 6" ADS N-12 DUAL WALL PERFORATED HDPE UNDERDRAIN (SIZE TBD BY ENGINEER) 1 • •• •• r, •• ■ END 0n TYP OF ALL MC -3500 24" BOTTOM CONNECTIONS ■ ISOLATOR ROWS H- O w o 0 } m z gw� 2 = LLI C D U o J O ° O m 0 L0 I? rn v a q ULU o z #£ o N C LU w o a This manual is exclusively intended to assist engineers in the design of subsurface stormwater systems using StormTech chambers. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 18" CORED END CAP, PART# MC35001 EPP1 8TC TYP OF ALL MC -3500 18" TOP CONNECTIONS {� \ I PLACE MINIMUM 17.5' OF ADS GEOSYNTHETICS 315WTM WOVEN GEOTEXTILE OVER BEDDING STONE AND UNDERNEATH CHAMBER FEET FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS 18" X 18" ADS N-12 TOP MANIFOLD INVERT 20.03" ABOVE CHAMBER BASE (SEE NOTES) PROPOSED STRUCTURE W/ELEVATED BYPASS MANIFOLD MAXIMUM INLET FLOW 16.2 CFS (DESIGN BY ENGINEER / PROVIDED BY OTHERS) H- O w o 0 } m z gw� 2 = LLI C D U o J O ° O m 0 L0 I? rn v a q ULU o z #£ o N C LU w o a This manual is exclusively intended to assist engineers in the design of subsurface stormwater systems using StormTech chambers. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech MC -3500 Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for commercial and municipal applications. StormTech MC -3500 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H) 90" (2286 mm) x 77" (1956 mm) x 45" (1143 mm) Chamber Storage 109.9 ft3 (3.11 m3) Min. Installed Storage* 178.9 ft3 (5.06 m3) Weight 134 lbs (60.8 kg) *This assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone between chambers/end caps and 40% stone porosity. Shipping 15 chambers/pallet 16 end caps/pallet 7 pallets/truck StormTech MC -3500 End Cap (not to scale) Nominal Chamber Specifications Size (L x W x H) 26.5" (673 mm) x 71" (1803 mm) x 45.1" (1145 mm) Chamber Storage 14.9 ft3 (0.42 m3) Min. Installed Storage* 46.0 ft3 (1.30 m3) Weight 49 lbs (22.2 kg) *This assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below, 6" (150 mm) of stone perimeter, 9" (230 mm) between chambers/end caps and 40% stone porosity. 22.2„ (564 mm)� 0" 45.0" MM) (1143 mm) 25.7" (653 mm) Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 2 StormTech MC -3500 Chamber Storage Volume Per Chamber/End Cap ft3 (m3 NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 6" (150 mm) stone perimeter. Amount of Stone Per Chamber ENGLISH tons : Stone Foundation Depth (yd 3) ' 951 1211 1551 1851 MC -3500 9.1(6.4) 9.7 (6.9) 10.4 (7.3) 11.1(7.8) End Cap 4.1(2.9) 4.3 (3.0) 4.5 (3.2) 4.7 (3.3) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -3500 _ 8220 (4.9) _ 8831(5.3) 9443 (5.6) 10054(6.0) End Cap 3699 2.2 3900 2.3 4100 2.5 4301 2.6 NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 6" (150 mm) of perimeter stone in front of end caps. General Cross Section EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE Volume of Excavation Per Chamber/End Cap yd (m3) Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) MC -3500 12.4 (9.5) 12.8 (9.8) 13.3 (10.2) 13.8 (10.5) N End Cap I 4.1 (3.1) 4.2 (3.2) 4.4 (3.3) 4.5 (3.5) NOTE -Assumes 9" (230 mm) separation between chamber rows and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. I/_// 11/ GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 24" (2.4 m) (600 mm) MIN* MAX 12" (300 mm) MIN � =1 DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" 230 mm MIN III ( ) 6" (150 mm) MIN III II I Illlllllli I� IIII I�IIII�I�I�IIIII I �IIIIIIIII I I IIIIIIIIIII I I IIIIIIIIIII I I IIIIIIIIIII I I IIIIIIIII II I IIIIIIIIIIIIII I I�Illlliiillli��llll I_Illllllllliiill i Ilii�l� _i i Illl i i Illl i i IIIIIII I I IIIIIII -iii- _ 9„ MC 3500 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS "MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. 3 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. Bare Chamber/End Cap and Stone Unit Volume -Stone Foundation Depth Storage in. (mm) ft, 9 12 15 18 (m3) (230) J300) (375) (450) MC -3500 � Chamber 109.9 178.9 184.0 189.2 194.3 (3.11) (5.06) (5.21) (5.36) (5.5) MC -3500 14.9 46.0 � 47.7 49.4 51.1 End Cap (0.42) (1.33) (1.35) (1.40) (1.45) NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 6" (150 mm) stone perimeter. Amount of Stone Per Chamber ENGLISH tons : Stone Foundation Depth (yd 3) ' 951 1211 1551 1851 MC -3500 9.1(6.4) 9.7 (6.9) 10.4 (7.3) 11.1(7.8) End Cap 4.1(2.9) 4.3 (3.0) 4.5 (3.2) 4.7 (3.3) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -3500 _ 8220 (4.9) _ 8831(5.3) 9443 (5.6) 10054(6.0) End Cap 3699 2.2 3900 2.3 4100 2.5 4301 2.6 NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 6" (150 mm) of perimeter stone in front of end caps. General Cross Section EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE Volume of Excavation Per Chamber/End Cap yd (m3) Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) MC -3500 12.4 (9.5) 12.8 (9.8) 13.3 (10.2) 13.8 (10.5) N End Cap I 4.1 (3.1) 4.2 (3.2) 4.4 (3.3) 4.5 (3.5) NOTE -Assumes 9" (230 mm) separation between chamber rows and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. I/_// 11/ GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 24" (2.4 m) (600 mm) MIN* MAX 12" (300 mm) MIN � =1 DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" 230 mm MIN III ( ) 6" (150 mm) MIN III II I Illlllllli I� IIII I�IIII�I�I�IIIII I �IIIIIIIII I I IIIIIIIIIII I I IIIIIIIIIII I I IIIIIIIIIII I I IIIIIIIII II I IIIIIIIIIIIIII I I�Illlliiillli��llll I_Illllllllliiill i Ilii�l� _i i Illl i i Illl i i IIIIIII I I IIIIIII -iii- _ 9„ MC 3500 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS "MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. 3 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. StormTech MC -4500 Chamber Designed to meet the most stringent industry performance standards for superior structural integrity while providing designers with a cost-effective method to save valuable land and protect water resources. The StormTech system is designed primarily to be used under parking lots, thus maximizing land usage for commercial and municipal applications. StormTech MC -3500 Chamber (not to scale) Nominal Chamber Specifications Size (L x W x H) 52" (1321 mm) x 100" (2540 mm) x 60" (1524 mm) Chamber Storage 106.5 ft3 (3.01 m3) Min. Installed Storage* 162.6 ft3 (4.60 m3) Weight 120 lbs (54.4 kg) *This assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below chambers, 9" (230 )mm between chambers/end caps and 40% stone porosity. Shipping 7 chambers/pallet 11 pallets/truck 30.7" (781 mm) INSTALLED 35.1" ~j (891 mm) 48.3" (1227 mm) INSTALLED LENGTH StormTech MC -3500 End Cap (not to scale) Nominal Chamber Specifications Size (L x W x H) 35.1" (891 mm) x 90.2" (2291 mm) x 59.4" (1509 mm) Chamber Storage 35.7 ft3 (1.01 m3) Min. Installed Storage* 108.7 ft3 (3.08 m3) Weight 120 lbs (54.4 kg) *This assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below, 6" (150 mm) of stone perimeter, 9" (230 mm) between chambers/end caps and 40% stone porosity. 90.2" (2291 mm) 100.0" (2540 mm) 52.0" (1321 mm) ACTUAL LENGTH ., nm) nm) Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 4 StormTech MC -4500 Chamber Storage Volume Per Chamber/End Cap ft3 (m3 NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12" (300 mm) stone perimeter. Amount of Stone Per Chamber Bare Chamber/End Cap and Stone ENGLISH tons Unit Volume -Stone Foundation Depth (yd 3) Storage 12" in. (mm) 18" MC -4500 ft, 9 12 15 18 9.6 (6.8) J10.0(7.1)- (230) � (300) (375)T (450) MC -4500 106.5 162.6 166.3 169.9 173.6 Chamber (3.02) (4.60) (4.71) (4.81) (4.91) MC -4500 35.7 1 108.7 F111.9 115.2 118.4 End Cap (1.01) 1 (3.08) `(3.17) (3.26) (3.35) NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12" (300 mm) stone perimeter. Amount of Stone Per Chamber ENGLISH tons i Stone Foundation Depth (yd 3) 9" 12" 15" 18" MC -4500 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2) End Cap 9.6 (6.8) J10.0(7.1)- 10.4 (7.4) 10.9 (7.7) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -4500 6681(4.0) 7117 (4.2) 7552 (4.5) 7987 (4.7) End Cap 8691(5.2) 9075 (5.4) 9460 (5.6) t 9845 (5.9) NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 12" (300 mm) of perimeter stone in front of end caps. General Cross Section EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) 12" (300 mm) MIN MC -4500 END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS Volume of Excavation Per Chamber/End Cap yd3 (m3) Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) MC -4500 10.5 (8.0) 10.8 (8.3) 11.2 (8.5) 11.5 (8.8) End Cap 9.3 (7.1) 9.6 (7.3) 9.9 (7.6) 10.2 (7.8) NOTE- Assumes 9" (230 mm) separation between chamber rows, 12" (300 mm) of perimeter in front of end caps, and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) r ;. 24" (2.1 m) (600 mm) MIN* MAX �0" iznn __N nnini L DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" (230 mm) MIN 12" (300 mm) TYP *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. 5 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 1.0 Product Information To assist the contractor, StormTech chambers are molded with simple assembly instructions and arrows that indicate the direction in which to build rows. The corrugation valley immediately adjacent to the lower joint corrugation is marked "Overlap Here - Lower Joint." The corrugation valley immediately adjacent to the upper joint corrugation is marked "Build This Direction - Upper Joint." Two people can safely and efficiently carry and place chambers without cumbersome connectors, special tools or heavy equipment. Each row of chambers must begin and end with a joint corrugation. Since joint corrugations are of a different size than the corrugations along the body of the chamber, chambers cannot be field cut and installed. Only whole MC -3500 and MC -4500 chambers can be used. For system layout assistance contact FIGURE 5 -Chamber and End Cap Components P StormTech° StormTech. 1.5 MC -3500 AND MC -4500 END CAPS The MC -3500 and MC -4500 end caps are easy to install. These end caps are designed with a corrugation joint that fits over the top of either end of the chamber. The end cap joint is simply set over the top of either of the upper or lower chamber joint corrugations (Figure 7). The MC -3500 end cap has pipe cutting guides for 12"-24" (300 mm -600 mm) top inverts (Figure 9). The MC -4500 end cap has pipe cutting guides for 12"-42" (300 mm -1050 mm) bottom inverts and 12"-24" (300 mm -600 mm) top inverts (Figure 8). Standard and custom pre -cored end caps are available. Pre -cored end caps, 18" in diameter and larger include a welded crown plate. LOWER JOINT CORRUGATION FIGURE 6 -Chamber Joint Overlap r REST STIFFENING RIB FIGURE 6 -End Cap Joint Overlap Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 1.0 Product Information FIGURE 8—MC-4500 End Cap Inverts TOP INVERTS 12" (300 mm) 15" (375 mm) 18" (450 mm) 24" (600 mm) FIGURE 9—MC-4500 End Cap Inverts TOP INVERTS 12" (300 mm) 15" (375 mm) 18" (450 mm) 24" (600 mm) StormlTe9cho OTTOM INVERTS 42" (1050 mm) 36" (900 mm) 30" (750 mm) 24" (600 mm) 18" (450 mm) 15" (375 mm) 12" (300 mm) 2.0 Foundations for Chambers 2.1 FOUNDATION REQUIREMENTS StormTech chamber systems can be installed in various soil types. The subgrade bearing capacity and the cover height over the chambers determine the required depth of clean, crushed, angular foundation stone below the chambers. Foundation stone, also called bedding, is the stone between the subgrade soils and the feet of the chamber. Flexible structures are designed to transfer a significant portion of both live and dead loads through the surrounding soils. Chamber systems accomplish this by creating load paths through the columns of embedment stone between and around the rows of chambers. This creates load concentrations at the base of the columns between the rows. The foundation stone spreads out the concentrated loads to distributed loads that can be supported by the subgrade soils. Since increasing the cover height (top of chamber to finished grade) causes increasing soil load, a greater depth of foundation stone is necessary to distribute the load to the subgrade soils. Table 1 and 2 specify the minimum required foundation depths for varying cover heights and allowable subgrade bearing capacities. These tables are based on StormTech service loads. The minimum required foundation depth is 9" (230 mm) for both chambers. OTTOM INVERTS 30" (750 mm) 24" (600 mm) 18" (450 mm) 15" (375 mm) 12" (300 mm) LIVE AND DEAD LOAD STONE COLUMN ANIENOW/111AN FOUNDATION bfl a�_V i STONE SUBGRADE fi 2.2 WEAKER SOILS StormTech has not provided guidance for subgrade bearing capacities less than 2000 pounds per square foot [(2.0 ksf) (96 kPa)]. These soils are often highly vari- able, may contain organic materials and could be more sensitive to moisture. A geotechnical engineer must be consulted if soils with bearing capacities less than 2000 psf (96 kPa) are present. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 8 2.0 Foundations for Chambers TABLE 1 MC -3500 Minimum Required Foundation Depth in inches (millimeters) Assumes 9" (230 mm) row spacing. J ove m) W Minimum Bearing Re ,0 3.9 3.8 3.7 3.6 3.5 3.4 3.3 3.2 3.1 6 11) (206) (201) (196) (192) (187) (182) (177) (172) (168) (163) (158) (153) (148) r7 o.d 3.0 (144) 2.9 (139) 2.8 2.7 2.6 2.5 2.4 2.3 2.2 (134) (129) (124) (120) (115) (110) (105) 2.1 (101) � 2.0 1 (96) 1 2.0 (0.61) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 2.5 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 18 (0.76) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) 3.0 (0.91) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 3.5 (1.07) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 24 (600) 24 (600) 4.0 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 15 18 18 24 24 24 (1.22) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) 1 (600) (600) (600) 4.5 (1.37) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 30 (750) 5.0 (1.52) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 1215 (300) (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 5.5 9 9 9 9 9 9 9 12 12 12 12 12 15 15 15 18 18 18 24 24 24 24 24 30 30 (1.68) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (600) (750) (750) 6.0 (1.83) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 6.5 (1.98) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 30 (750) 7.0 9 9 9 9 12 12 12 12 12 12 15 15 15 18 18 18 24 24 24 24 30 30 30 30 36 (2.13) (230) (230) (230) (230) (300) (300) (300) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) (750) (900) 7.5 (2.30) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 36 (900) 36 (900) 8.0 (2.44) 9 (230) 12 1 (300) 12 (300) 12 (300) 12 (300) 12 (300) 15 1 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 1 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 1 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 1 (750) 36 (900) 36 (900) 36 (900) NOTE: The design engineer is solely responsible for assessing the bearing resistance (allowable bearing capacity) of the subgrade soils and determining the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. FIGURE 10A MC -3500 Structural Cross Section Detail (Not to scale) EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPLENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) \ \ 8' J\0�T 24 (2.4 m) (600 mm) MIN* MAX i 12" (300 mm) MIN 45" (1140 mm) =__ _ _ = DEPTH OF STONE TO BE DETERMINED BY SITE DESIGN ENGINEER 9" 230 mm MIN 6" 150 mm MIN Vffl IIIIII IIIIII� II II III�I�I ( )( ) IIIIIIIIIIII II IIII IIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIVIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIiii � IIiIIIIIIIIIIIIIIII lii Ilii' Ili IIIIIII III IIiII II IIIIIII IIII IIIIIII II IIIIIIIIIIIIIIIII -"' " � � i -III =1 11=1 11= MC -3500 9 77" (1950 mm) 12" (300 mm) TYP END CAP (230 mm) MIN SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. 9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 2.0 Foundations for Chambers TABLE 2—MC-4500 Minimum Required Foundation Depth in inches (millimeters) Assumes 9" (230 mm) row spacing. Nuit me aesign engineer is soiery responsiDie ror assessing me Dearing resistance (anowaDie Dearing capacity) or me suagraae soils ana aerermrnrng the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. FIGURE 106 MC -4500 Structural Cross Section Detail (Not to scale) EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE IVI1.-4J V V END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) „4.2 4.1 24" (2.1 m) - - (600 mm) MIN* MAX \- 12" (300 mm) MIN 2.0 (0.61) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 2.5 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 18 18 24 (0.76) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (450) (450) (600) 3.0 (0.91) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 3.5 (1.07) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 4.0 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 15 18 18 18 24 24 24 24 30 (1.22) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) 4.5 (1.37) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 5.0 (1.52) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 36 (900) 5.5 9 9 9 9 9 12 12 12 12 15 15 15 18 18 18 24 24 24 24 24 30 30 30 36 36 (1.68) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (600) (750) (750) (750) (900) (900) 6.0 (1.83) 9 (230) 9 (230) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 30 (750) 36 (900) 36 (900) 36 (900) 6.5 (1.98) 9 (230) 12 (300) 12 (300) 12 (300) 12 (300) 15 (375) 15 (375) 15 (375) 15 (375) 18 (450) 18 (450) 18 (450) 24 (600) 24 (600) 24 (600) 24 (600) 24 (600) 30 (750) 30 (750) 30 (750) 30 (750) 36 (900) 36 (900) 36 (900) 42 (1050) 7.0 1212 12 12 15 15 15 15 18 18 18 24 24 24 24 24 30 30 30 30 36 36 36 (2.13) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (600) (750) (750) (750) (750) (900) (900) (900) 1(1420)1(142, 05 050) Nuit me aesign engineer is soiery responsiDie ror assessing me Dearing resistance (anowaDie Dearing capacity) or me suagraae soils ana aerermrnrng the depth of foundation stone. Subgrade bearing resistance should be assessed with consideration for the range of soil moisture conditions expected under a stormwater system. FIGURE 106 MC -4500 Structural Cross Section Detail (Not to scale) EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PERIMETER STONE EXCAVATION WALL (CAN BE SLOPED OR VERTICAL) ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE IVI1.-4J V V END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10 24" (2.1 m) - - (600 mm) MIN* MAX \- 12" (300 mm) MIN 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED 1 1IIIi\i _\iTi= BY SITE DESIGN ENGINEER 9" (230 mm) MIN 91. 100" (2540 mm) (230 mm) MIN 12" (300 mm) TYP *MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 10 3.0 Required Materials/Row Separation StormlTe9cho 3.1 Foundation and Embedment Stone The stone surrounding the chambers consists of the foundation stone below the chambers and embedment stone surrounding the chambers. The foundation stone and embedment stone are important components of the structural system and also provide open void space for stormwater storage. Table 3 provides the stone specifications that achieve both structural requirements and a porosity of 40% for stormwater storage. Figure 11 specifies the extents of each backfill stone location. TABLE 3 -Acceptable Fill Materials MATERIAL LOCATION DESCRIPTION AASHTO DESIGNATION COMPACTION/DENSITY REQUIREMENT FINAL FILL: FILL MATERIAL FOR LAYER `D' STARTS FROM THE TOP OF THE `C' LAYER TO THE BOTTOM OF FLEXIBLE ANY SOIL/ROCK MATERIALS, NATIVE SOILS, OR PREPARE PER SITE DESIGN ENGINEER'S PLANS. PAVED D PAVEMENT OR UNPAVED FINISHED GRADE ABOVE. NOTE PER ENGINEER'S PLANS. CHECK PLANS FOR N/A INSTALLATIONS MAY HAVE STRINGENT MATERIAL AND THAT PAVEMENT SUBBASE MAY BE PART OF THE `D' PAVEMENT SUBGRADE REQUIREMENTS. PREPARATION REQUIREMENTS. LAYER AASHTO M145' INITIAL FILL: FILL MATERIAL FOR LAYER `C' STARTS FROM GRANULAR WELL -GRADED SOIL/AGGREGATE A -1,A -2-4,A-3 BEGIN COMPACTOINS AFTER 24" (600 mm) OF MATERIAL OVER THE TOP OF THE EMBEDMENT STONE (`B' LAYER) TO 24" MIXTURES, <35% FINES OR PROCESSED OR THE CHAMBERS IS REACHED. COMPACT ADDTIONAL LAYERS C AGGREGATE. IN 12" (300 mm) MAX LIFTS TO A MIN. 95% PROCTOR DENSITY (600 mm) ABOVE THE TOP OF THE CHAMBER. NOTE THAT AASHTO M43' PAVEMENT SUBBASE MAY BE A PART OF THE `C' LAYER. MOST PAVEMENT SUBBASE MATERIALS CAN BE USED IN LIEU OF THIS LAYER. 3, 357, 4, 467, 5, 56, 57, 6, 67, 68, 7, FOR WELL -GRADED MATERIAL AND 95% RELATIVE DENSITY FOR PROCESSED AGGREGATE MATERIALS. 78, 8, 89, 9,10 EMBEDMENT STONE: FILL SURROUNDING THE CHAMBERS AASHTO M43' B FORM THE FOUDATION STONE (`A' LAYER) TO THE `C' CLEAN, CRUSHED, ANGULAR STONE NO COMPACTION REQUIRED LAYER ABOVE. 3,4 FOUNDATION STONE: FILL BELOW CHAMBERS FROM THE AASHTO M43' A CLEAN, CRUSHED, ANGULAR STONE PLATE COMPACT OR ROLL TO ACHIEVE A FLAT SURFACE. z s SUBGRADE UP TO THE FOOT (BOTTOM) OF THE CHAMBER. 3,4 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 9" (230 mm) (MAX) LIFTS USING TWO FULL COVERAGES WITH A VIBRATORY COMPACTOR. 3. WHERE INFILTRATION SURFACES MAY BE COMPROMISED BY COMPACTION, FOR STANDARD DESIGN LOAD CONDITIONS, A FLAT SURFACE MAY BE ACHIEVED BY RAKING OR DRAGGING WITHOUT COMPACTION EQUIPMENT. FOR SPECIAL LOAD DESIGNS, CONTACT STORMTECH FOR COMPACTION REQUIREMENTS. FIGURE 11 Fill Material Locations ADS GEOSYNTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR STONE IN A & B LAYERS C -OO MC -4500 - 7.0' (2.1 m) MAX PAVEMENT LAYER (DESIGNED MC -3500 - 8.0'(2.4 m) MAX BY SITE DESIGN ENGINEER) \�\\� 'TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED \� 24" INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR,\'\�i/ INCREASE COVER TO 30" (750 mm). (600 mm) MIN* 12" (300 mm) MIN MC -4500 - 60" (1524 mm) MC -3500 - 45" (1143 mm) III—III—I DEPTH OF STONE TO III—III—III—III—III—III—III—III—III—III—III III—III—III—III—III—III —III—III—III—II II—III—III—III—III—III—III—III—III—II -'11=III=III= 1=III=III=III=III=III=III=III=III— 1=III=III=III=III=III=1 III=III=III=III= =III=III=III=III=III=III=III=III= =III= BE DETERMINED BY ;III__„III== III—III=III—III=III—III—III=III=1 =11I=111=III—III=III=III 11=III—III=III=1'=111=III=111=III=11I=1II=III=1I SITE DESIGN ENGINEER __ Ill lllllllilllllllllllllllllllllll—llll� — 11 III=111 ;,111=1i1=i�'="'— -iil=iii=i��="' -iii=lil=iii=iii=iii=lil=III=III= END CAP " 9 (230 mm) MIN SUBGRADE SOILS 9" MC -4500 - 100" (2540 mm) 12” (300 mm) MIN (230 mm) MIN I i-MC-3500-77"(1956mm) Once layer `C' is placed, any soil/material can be placed in layer `D' up to the finished grade. Most pavement subbase soils can be used to replace the materials of layer `C' or `D' at the design engineer's discretion. 11 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 3.0 Required Materials/Row Separation 3.2 FILL ABOVE CHAMBERS Refer to Table 3 and Figure 11 for acceptable fill material above the clean, crushed, angular stone. StormTech requires a minimum of 24" (600 mm) from the top of the chamber to the bottom of flexible pavement. For non - paved installations where rutting from vehicles may occur StormTech requires a minimum of 30" (750 mm) from top of chamber to finished grade. 3.3 GEOTEXTILE SEPARATION A non -woven geotextile meeting AASHTO M288 Class 2 separation requirements must be installed to completely envelope the system and prevent soil intrusion into the crushed, angular stone. Overlap adjacent geotextile rolls per AASHTO M288 separation guidelines. Contact StormTech for a list of acceptable geotextiles. 3.4 PARALLEL ROW SEPARATION/ PERPENDICULAR BED SEPARATION Parallel Row Separation The minimum installed spacing between parallel rows after backfilling is 9" (230 mm) for the MC -3500 and MC -4500 chambers (measurement taken between the outside edges of the feet). Spacers may be used for layout convenience. Row spacing wider than the minimum spacing above may be specified. Perpendicular Bed Separation When beds are laid perpendicular to each other, a minimum installed spacing of 36" (900 mm) between beds is required. 3.5 Special Structural Designs StormTech engineers may provide special structural designs to enable deeper cover depths or increase the capacity to carry higher live loads. Special designs may utilize the additional strength that can be achieved by compaction of embedment stone or by increasing the spacing between rows. Increasing the spacing between chamber rows may also facilitate the application of StormTech chambers with either less foundation stone or with weaker subgrade soils. This may be a good option where vertical restrictions on site prevent the use of a deeper foundation. Contact ADS Engineering Services for more information on special structural designs. System Cross Section JAL . _ .. :. �.Ivors Minimum Row Spacing 9" (230 mm) Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information, 12 4.0 Hydraulics 4.1 GENERAL StormTech subsurface chamber systems offer the flexibility for a variety of inlet and outlet configurations. Contact the StormTech Technical Services Department or your local StormTech representative for assistance configuring inlet and outlet connections. The open graded stone around and under the chambers provides a significant conveyance capacity ranging from approximately 0.8 cfs (23 I/s) to 13 cfs (368 I/s) per MC - 3500 chamber and 0.54 cfs (15 I/s) to 8.5 cfs (240 I/s) for the MC -4500 chamber. The actual conveyance capacity is dependent upon stone size, depth of foundation stone and head of water. Although the high conveyance capacity of the open graded stone is an important component of the flow network, StormTech recommends that a system of inlet and outlet manifolds be designed to distribute and convey the peak flow through the chamber system. It is the responsibility of the design engineer to provide the design flow rates and storage volumes for the stormwater system and to ensure that the final design meets all conveyance and storage requirements. However, StormTech will work with the design engineer to assist with manifold and chamber layouts that meet the design objectives. FIGURE 12 StormTech Isolator Row Detail StormTech° 4.2 THE ISOLATOR° ROW The Isolator Row is a patented system that inexpensively captures total suspended solids (TSS) and debris and provides easy access for inspection and maintenance. A double layer of woven geotextile between the bottom of the chambers and the foundation stone provides the filter media that satisfies most contaminant removal objectives. Each installed MC -3500 chamber and MC -3500 end cap provides 42.9 ft2 (4.0 m2) and 7.5 ft2 (0.7 m2) of bottom filter area respectively. Each installed MC -4500 chamber and MC -4500 end cap provides 30.1 ft2 (2.80 m2) and 12.8 ft2 (1.19 m2) of bottom filter area respectively. The Isolator Row can be configured for maintenance objectives or, in some regulatory jurisdictions, for water quality objectives. For water quality applications, Isolator Rows can be sized based on water quality volume or flow rate. All Isolator Rows require: 1) a manhole for maintenance access, 2) a means of diversion of flows to the Isolator Row and 3) a high flow bypass. Flow diversion can be accomplished by either a weir in the upstream access manhole or simply by feeding the Isolator Row at a lower elevation than the high flow bypass. Contact StormTech for assistance sizing Isolator Rows. When additional stormwater treatment is required, StormTech systems can be configured using a treatment train approach where other stormwater BMPs are located in series. COVER PIPE CONNECTION TO END END CAP (MC -4500 SHOWN) CAP WITH ADS GEOSYNTHETICS / / OPTIONAL INSPECTION PORT 601T NON -WOVEN GEOTEXTILE CHAMBER (MC -4500 SHOWN) CATCH BASIN OR MANHOLE I 124" (600 mm) HDPE ACCESS PIPE REQUIRED L TWO LAYERS OF ADS GEOSYNTHETICS 315WTM WOVEN USE FACTORY PRE -CORED OR GEOTEXTILE BETWEEN FOUNDATION STONE AND CHAMBERS PREFABRICATED END CAP MC -3500 - 8.3 (2.5 m) MIN WIDE CONTINUOUS FABRIC STRIP SUMP DEPTH TBD BY MC -4500 - 10.3' (3.1 m) MIN WIDE CONTINUOUS FABRIC STRIP SITE DESIGN ENGINEER (24" MIN (600 mm) RECOMMENDED) 13 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 4.0 Hydraulics FIGURE 13 Typical Inlet Configuration With Isolator Row and Scour Protection STRUCTURE WITH OVERFLOW WEIF (48" (1200 mm) MIN. DIA. WITH 24" (600 mm SUMP RECOMMENDED FOR ACCESS OVERFLOW MANIFOLD ADS 315WTM (OR EQUAL) WOVEN GEOTEXTILE OVER FOUNDATION STONE FOR SCOUR PROTECTION AT ALL CHAMBER INLET ROWS F7///- OPTIONAL PRE-TREATMENT 11111 IJ Ulm. l uuc:00 PIPE REQUIRED STORMTECH ISOLATOR ROW STORMTECH CHAMBERS 4.3 INLET MANIFOLDS The primary function of the inlet manifold is to convey and distribute flows to a sufficient number of rows in the chamber bed such that there is ample conveyance capacity to pass the peak flows without creating an unacceptable backwater condition in upstream piping or scour the foundation stone under the chambers. Manifolds are connected to the end caps either at the top or bottom of the end cap. Standard distances from the base of chamber to the invert of inlet and outlet manifolds connecting to StormTech end caps can be found in table 6. High inlet flow rates from either connection location produce a shear scour potential of the foundation stone. Inlet flows from top inlets also produce impingement scour potential. Scour potential is reduced when standing water is present over the foundation stone. However, for safe design across the wide range of applications, StormTech assumes minimal standing water at the time the design flow occurs. Table 4 -Allowable Inlet Flows* eine u 12 (300) 2.48 (70) 15 (375) 3.5(99) 18 (450) 5.5(156) 24 (600) 8.5 (241) [MC -3500] 24 (600) 1 9.5 (269) [MC -4500] *Assumes appropriate length of scour fabric per section 4.3 Table 5 -Maximum Outlet Flow Rate Capacities From StormTech Oulet Manifolds Table 6 -Standard Distances From Base of Chamber to Invert of Inlet and Outlet Manifolds on StormTech End Caps 0 To minimize scour potential, StormTech recommends the installation of woven scour protection fabric at each inlet row. This enables a protected transition zone from the concentrated flow coming out of the inlet pipe to a uniform m flow across the entire width of the chamber for both top and bottom connections. Allowable flow rates for design are dependent upon: the elevation of inlet pipe, foundation stone size and scour protection. With an appropriate scour protection geotextile installed from the end cap to at least 14.5 ft (4.42 m) in front of the inlet pipe for the MC -3500 and for the MC - 4500, for both top and bottom feeds, the flow rates listed in Table 4 can be used for all StormTech specified foundation stone gradations. *See StormTech's Tech Sheet #7 for manifold sizing guidance. MC -3500 ENDCAPS 6" (150 mm) 8" (200 mm) 10" (250 mm) 12" (300 mm) 33.21 31.16 29.04 26.36 _ 841 789 738 671 6" (150 mm) 0.4 11.3 8" (200 mm) 0.7 19.8 10" (250 mm) 1.0 28.3 12" (300 mm) 2.0 56.6 15" (375 mm) 2.7 76.5 18" (450 mm) 4.0 113.3 24" (600 mm) 7.0 198.2 30" (750 mm) 11.0 311.5 36"(900 mm) 16.0 453.1 42" (1050 mm) 22.0 623.0 48" (1200 mm)_F- 28.0 792.9 Table 6 -Standard Distances From Base of Chamber to Invert of Inlet and Outlet Manifolds on StormTech End Caps 0 To minimize scour potential, StormTech recommends the installation of woven scour protection fabric at each inlet row. This enables a protected transition zone from the concentrated flow coming out of the inlet pipe to a uniform m flow across the entire width of the chamber for both top and bottom connections. Allowable flow rates for design are dependent upon: the elevation of inlet pipe, foundation stone size and scour protection. With an appropriate scour protection geotextile installed from the end cap to at least 14.5 ft (4.42 m) in front of the inlet pipe for the MC -3500 and for the MC - 4500, for both top and bottom feeds, the flow rates listed in Table 4 can be used for all StormTech specified foundation stone gradations. *See StormTech's Tech Sheet #7 for manifold sizing guidance. MC -3500 ENDCAPS 6" (150 mm) 8" (200 mm) 10" (250 mm) 12" (300 mm) 33.21 31.16 29.04 26.36 _ 841 789 738 671 15" (375 mm) 23.39 594 18" (450 mm) 20.03 509 24" (600 mm) 14.48 369 12" (750 mm) 1.35 34 15"(900 mm) 1.5 40 18" (1050 mm) 1.77 46 24" (1200 mm) 2.06 52 MC -4500 ENDCAPS Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 14 12" (300 mm) 35.69 907 15" (375 mm) 32.72 831 18" (450 mm) 29.36 746 24" (600 mm) 23.05 585 12" (750 mm) 1.55 34 15"(900 mm) 1.7 43 18" (1050 mm) 1.97 50 CIO 24" (1200 mm) 2.26 57 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 14 5.0 Cumulative Storage Volumes 4.4 OUTLET MANIFOLDS The primary function of the outlet manifold is to convey peak flows from the chamber system to the outlet control structure. Outlet manifolds are often sized for attenuated flows. They may be smaller in diameter and have fewer row connections than inlet manifolds. In some applications however, the intent of the outlet piping is to convey an unattenuated bypass flow rate and manifolds may be sized similar to inlet manifolds. Since chambers are generally flowing at or near full at the time of the peak outlet flow rate, scour is generally not governing and outlet manifold sizing is based on pipe flow equations. In most cases, StormTech recommends that outlet manifolds connect the same rows that are connected to an inlet manifold. This provides a continuous flow path through open conduits to pass the peak flow without dependence on passing peak flows through stone. The primary function of the underdrains is to draw down water stored in the stone below the invert of the manifold. Underdrains are generally not sized for conveyance of the peak flow. 4.5 INSERTA TEE INLET CONNECTIONS The maximum outlet flow rate capacities from StormTech outlet manifolds can be found in Table 5. FIGURE 15 Inserta Tee Detail CONVEYANCE PIPE MATERIAL MAY VARY (PVC, HDPE, ETC.) j— INSERTA TEE CONNECTION W PLACE ADS GEOSYNTHETICS 315 WOVEN GEOTEXTILE (CENTERED ON INSERTA-TEE INLET) OVER BEDDING STONE FOR SCOUR PROTECTION AT SIDE INLET CONNECTIONS. GEOTEXTILE MUST EXTEND 6" (150 mm) PAST CHAMBER FOOT NOTE: PART NUMBERS WILL VARY BASED ON INLET PIPE MATERIALS. CONTACT STORMTECH FOR MORE INFORMATION. StormTech° FIGURE 14 Typical Inlet, Outlet and Underdrain Configuration INLET MANIF 1qF(_T1nK1 A_A SC PRu 1 r-%-, 11U14 BED r3ERIMET�^ ,TORMTE -HAMBE AND SIZ VI UIVVLRDRAIN( PER ENGINEER'S DESIGN UU I LC I UUN I MUL J 1 riUU I UI"tC (PER ENGINEER'S DESIGN/PROVIDED BY OTHERS) DO NOT INSTALL INSERTA-TEE AT CHAMBER JOINTS A- 0 0 00 0 A INSERTA TEE TO BE INSTALLED, CENTERED OVER CORRUGATION cines view )UTLET JIFOLD CHAMBER MAX DIAMETER OF HEIGHT FROM BASE OF INSERTA TEE CHAMBER (X) MC -3500 12" (250 mm) 6" (150 mm) MC -4500 12" (250 mm) 8" (200 mm) INSERTA TEE FITTINGS AVAILABLE FOR SDR 26, SDR 35, SCH 40 IPS GASKETED & SOLVENT WELD, N-12, HP STORM, C-900 OR DUCTILE IRON 15 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 5.0 Cumulative Storage Volumes Tables 7 and 8 provide cumulative storage volumes for the MC -3500 chamber and end cap. These tables can be used to calculate the stage - storage relationship for the retention or detention system. Digital spreadsheets in which the number of chambers and end caps can be input for quick StormTech° cumulative storage calculations are available at www.stormtech.com. For assistance with site- specific calculations or input into routing software, contact the StormTech Technical Services Department. TABLE 7 - MC -3500 Incremental Storage Volume Per Chamber Assumes 40% stone porosity. Calculations are based upon a 9" (230 mm) stone base under the chambers, 12" (300 mm) of stone above chambers, and 9" (230 mm) of spacing between chambers. 'Rowi - - �.- in System Chamber Storage Cumulative Storage in System Chamber Storage Cumulative Storage 66_(1676) 0.00 178.96 5.068 32 813 73.52 2.082 98.90 2.800 65 (1651) 0.00 177.25 (5.019) 31 (787) 70.75 (2.003) 95.52 (2.705) 64(1626) 0.00 175.54 4.971 30 (762) 67.92 (1.923) 92.12 (2.608) 63 (1600) Stone 0.00 173.83 (4.922) 29 737 65.05 1.842 88.68 2.511 62_(1575) Cover 0.00 172.11 4.874) 28 (711) 62.12 (1.759) 85.21 (2.413) 61 (1549) 1 0.00 170.40 (4.825) 27 (686) 59.15 (1.675) 81.72 2.314 60 (1524) 0.00 168.69 (4.777) 26 (680) 56.14 (1.590) 78.20 (2.214) 59 1499 0.00 166.98 4.728 25 (635) 53.09 (1.503 74.65 2.114) 58 (1473) 0.00 165.27 (4.680) 24 (610) 49.99 (1.416) 71.09 (2.013) 57 1448 0.00 163.55 4.631 23 (584) 46.86 (1.327) 67.50 (1.911) 56 (1422) 0.00 161.84 (4.583) 22 559 43.70 1.237 63.88 1.809 55 1397 0.00 160.13 (4.534) 21 (533) 40.50 (1.147) 60.25 (1.706) 54 (1372) 109.95 (3.113) 158.42 (4.486) 20 508 37.27 1.055 56.60 1.603 53 (1346) 109.89 (3.112) 156.67 (4.436) 19 (483) 34.01 (0.963) 52.93 (1.499) 52 1321, 109.69.3.106 154.84 4.385) 18 (457) 30.72 (0.870) 49.25 (1.395) 51 (1295) 109.40 (3.098) 152.95 (4.331) 17 432 27.40 (0.776) 45.54 1.290, 50 1270 109.00 3.086 151.00 4.276) 16 (406) 24.05 (0.681) 41.83 (1.184) 49 (1245) 108.31 (3.067) 148.88 (4.216) 15 381 20.69 0.586) 38.09 1.079 48 1219 107.28 3.038 146.55 4.150) 14 (356) 17.29 (0.490) 34.34 (0.973) 47 (1194) 106.03 (3.003) 144.09 (4.080) 13 (330) 13.88 (0.393) 30.58 (0.866) 46 (1168) 104.61 (2.962) 141.52 (4.007)12 (305) 10.44 (0.296) 26.81 (0.759) 45 (1143) 103.04 (2.918) 138.86 (3.932) 11 (279) 6.98 (0.198) 23.02 (0.652) 44 (1118) 101.33 (2.869) 136.13 (3.855) 10 (254) 3.51 (0.099) 19.22 (0.544) 43 (1092L__99.50 (2.818) 133.32 (3.775) 9 229,) 0.00 15.41 0.436) 42 (1067) 97.56 (2.763) 130.44 (3.694)8 (203) 0.00 13.70 (0.388) 41 (1041) 95.52 (2.705) 127.51 (3.611) 7(178) 0.00 11.98 0.339 40 1016 93.39 2.644 124.51 3.526 6 (152) Stone = 0.00 10.27 (0.291) 39 (991) 91.16 (2.581) 121.47 (3.440) 5 (127 Foundation 0.00 8.56 0.242 38 965) 88.86 2.516 118.37 3.352) 4 (102) 0.00 6.85 (0.194) 37 (948) 86.47 (2.449) 115.23 (3.263) 3 76 0.00 5.14 (0.145) 36 914 84.01 2.379 112.04 3.173 2 (51) 0.00 3.42 0.097 35 (889) 81.49 (2.307) 108.81 (3.081) 1 (25) 0.00 1.71 (0.048) n w inn A% -7n nn in nn A% 4 f% r- r w in nnnx NOTE: Add 1.71 ft' (0.030 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 16 5.0 Cumulative Storage Volume StormlTe9cho TABLE 8 - MC -3500 Incremental Storage Volume Per End Cap Assumes 40% stone porosity. Calculations are based upon a 9" (230 mm) stone base under the chambers, 12" (300 mm) of stone above end caps, and 9" (230 mm) of spacing between end caps and 6" (150 mm) of stone perimeter. Deptil-air'liver in System "UmMMIMve w End .p Storage Total System Cumulative Storage 66 (1676) A 0.00 46.96 (1.330) 65 (1651) 0.00 46.39 (1.314) 64 (1626) 0.00 45.82 (1.298) 631600) Stone 0.00 45.251.281 62 (1575) Cover 0.00 44.68 (1.265) 61 1549 0.00 44.11 1.249) 60 (1524) 0.00 43.54 (1.233) 59 (1499) 0.00 42.98 (1.217) 58(1473) 0.00 42.41 1.201 57 (1448) 0.00 41.84 (1.185) 56 1422 0.00 41.27 1.169 55 (1397) 0.00 40.70 (1.152) 54 (1372) 15.64 (0.443) 40.13 (1.136) 53 (1346)_15.64 (0.443) 39.56 (1.120 52 (1321) 15.63 (0.443) 38.99 (1.104) 51 1295) 15.62 0.442 38.41 1.088 50 (1270) 15.60 (0.442) 37.83 (1.071) 49 OZ45 15.56 (0.441) 37.24 (1.054) 48 (1219) 15.51 (0.439) 36.64 (1.037) 47 (1194) 15.44 (0.437) 36.02 (1.020) 46 1168 15.35 0.435 35.40 1.003 45 (1143) 15.25 (0.432) 34.77 (0.985) 44 (1118) 15.13 (0.428) 34.13 (0.966) 43 1092 14.99 0.424 33.48 0.948 42 (1067) 14.83 (0.420) 32.81 (0.929) 41 1041 14.65 0.415) 32.13 0.910) 40 (1016) 14.45 (0.409) 31.45 (0.890) 39 (991) 14.24 (0.403) 30.75 (0.871) 38(965),14.00 0.396 30.03 0.850 37 (948) 13.74 (0.389) 29.31 (0.830) 36 914 13.47 0.381 28.58 0.809 35 (889) 13.18 (0.373) 27.84 (0.788) 34 864 12.86 0.364 27.08 0.767 Ak Ak D1►.Total System Storagein Chamber .g 33 (838) 12.53 (0.355) 26.30 (0.745) 32 813 12.18(0.345)_25.53 0.723 31 (787) 11.81 (0.335) 24.74 (0.701) 30 762 11.42 0.323 23.93 0.678 29 (737) 11.01 (0.312) 23.12 (0.655) 28 (711) 10.58 (0.300) 22.29 (0.631) 27 686. 10.13 0.287) 21.45 (0.607 26 (680) 9.67 (0.274) 20.61 (0.583) 25 635 9.19 0.260 19.75 0.559 24 (610) 8.70 (0.246) 18.88 (0.559) 23 584 8.19 (0.232) 18.01 0.510 22 (559) 7.67 (0.217) 17.13 (0.485) 21 (533) 7.13 (0.202) 16.24 (0.460) 20 508 6.59 0.187 15.34 0.434 19 (483) 6.03 (0.171) 14.43 (0.409) 18 457 5.46 0.155 13.52 0.383 17 (432) 4.88 (0.138) 12.61 (0.357) 16 (406) 4.30 (0.122) 11.69 (0.331) 15 381) 3.70, .105) 10.76 (0.305) 14 (356) 3.10 (0.088) 9.83 (0.278) 13 330 2.49 0.071 8.90 0.252 12 (305) 1.88 (0.053) 7.96 (0.225) 11 279 1.26 0.036 7.02 0.199 10 (254) _ 0.63 (0.018) 6.07 (0.172) 9 (229) 0.00 f 5.12 (0.145) 8 (203) 0.00 4.55 (0.129) 7 X178 0.00 3.99 0.113) 6 (152) Stone 0.00 3.42 (0.097) 5 127) Foundation 0.00 2.85 0.081 4 (102) 0.00 2.28 (0.064) 3 76 0.00 1.71 0.048 2 (51) 0.00 1.14 (0.032) 1 25 0.00 0.56 0.016 NOTE: Add 0.56 W (0.016 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. 17 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 5.0 Cumulative Storage Volumes Tables 9 and 10 provide cumulative storage volumes for the MC -4500 chamber and end cap. These tables can be used to calculate the stage - storage relationship for the retention or detention system. Digital spreadsheets in which the number of chambers and end caps can be input for quick StormTech° cumulative storage calculations are available at www.stormtech.com. For assistance with site- specific calculations or input into routing software, contact the StormTech Technical Services Department. TABLE 9 - MC -4500 Incremental Storage Volume Per Chamber Assumes 40% stone porosity. Calculations are based upon a 9" (230 mm) stone base under the chambers, 12" (300 mm) of stone above chambers, and 9" (230 mm) of spacing between chambers. 'llllilepin System m a Ive Storagein Chamber I otal Syste"r .g 81(2057) 0.00 162.62 (4.065) 80 (2032) 0.00 161.40 (4.570) 79 (2007) 0.00 160.18 (4.536) 78 (1981) Stone 0.00 158.98 (4.501) 77 (1956) Cover 0.00 157.74 (4.467) 76 (1930) 0.00 156.62 (4.432) 75 (1905) 0.00 155.30 (4.398) 74 (1880) 0.00 154.09 (4.363) 73 (1854) 0.00 152.87 (4.329) 72 (1829) 0.00 151.65 (4.294) 71(1803) 0.00 150.43 (4.294) 70 (1778) 0.00 149.21 (4.225) 69 (1753) 106.51 (3.016) 147.99 (4.191) 68 (1727) 106.47 (3.015) 146.75 (4.156) 67 (1702) 106.35 (3.012) 145.46 (4.119) 66 (1676) 106.18 (3.007) 144.14 (4.082) 65 (1651) 105.98 (3.001) 142.80 (4.044) 64 (1626) 105.71 (2.993) 141.42 (4.005) 63 (1600) 105.25 (2.981) 139.93 (3.962) 62 (1575) 104.59 (2.962) 138.31 (3.917) 61(1549) 103.79 (2.939) 136.61 (3.869) 60 (1524) 102.88 (2.913) 134.85 (3.819) 59 (1499) 101.88 (2.885) 133.03 (3.767) 58 (1473) 100.79 (2.854) 131.16 (3.714) 57 (1448) 99.63 (2.821) 129.24 (3.660) 56 (1422) 98.39 (2.786) 127.28 (3.604) 55 (1397) 97.10 (2.749) 125.28 (3.548) 54 (1372) 95.73 (2.711) 123.25 (3.490) 53 (1346) 94.32 (2.671) 121.18 (3.490) 52 (1321) 92.84 (2.629) 119.08 (3.372) 51(1295) 91.32 (2.586) 116.94 (3.311) 50 (1270) 89.74 (2.541) 114.78 (3.250) 49 (1245) 88.12 (2.495) 112.59 (3.188) 48 (1219) 86.45 (2.448) 110.37 (3.125) 47 (1194) 84.75 (2.400) 108.13 (3.062) 46 (1168) 83.00 (2.350) 105.86 (2.998) 45 (1143) 81.21 (2.300) 103.56 (2.933) 44 (1118) 79.38 (2.248) 101.25 (2.867) 43 (1092) 77.52 (2.195) 98.91 (2.801) NOTE: Add 1.22 fi3 (0.035 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. xepin System Cumulative Storagein Chamber Total System .g 42 (1067) 75.62 (2.141) 96.55 (2.734) 41 (1041) 73.69 (2.087) 94.18 (2.667) 40 (1016) 71.72 (2.031) 91.78 (2.599) 39 (991) 69.73 (1.974) 89.36 (2.531) 38 (965) 67.70 (1.917) 86.93 (2.462) 37 (948) 65.65 (1.859) 84.48 (2.392) 36 (914) 63.57 (1.800) 82.01 (2.322) 35 (889) 61.46 (1.740) 79.53 (2.252) 34 (864) 59.32 (1.680) 77.03 (2.181) 33 (838) 57.17 (1.619) 74.52 (2.110) 32 (813) 54.98 (1.557) 71.99 (2.038) 31(787) 52.78 (1.495) 69.45 (1.966) 30 (762) 50.55 (1.431) 66.89 (1.894) 29 (737) 48.30 (1.368) 64.32 (1.821) 28 (711) 46.03 (1.303) 61.74 (1.748) 27 (686) 43.74 (1.239) 59.19 (1.675) 26 (680) 41.43 (1.173) 56.55 (1.601) 25 (610) 39.11 (1.107) 53.93 (1.527) 24 (609) 36.77 (1.041) 51.31 (1.453) 23 (584) 34.41 (0.974) 48.67 (1.378) 22 (559) 32.03 (0.907) 46.03 (1.303) 21(533) 29.64 (0.839) 43.38 (1.228) 20 (508) 27.23 (0.771) 40.71 (1.153) 19 (483) 24.81 (0.703) 38.04 (1.077) 18 (457) 22.38 (0.634) 35.37 (1.001) 17 (432) 19.94 (0.565) 32.68 (0.925) 16 (406) 17.48 (0.495) 29.99 (0.849) 15 (381) 15.01 (0.425) 27.29 (0.773) 14 (356) 12.53 (0.355) 24.58 (0.696) 13 (330) 10.05 (0.284) 21.87 (0.619) 12 (305) 7.55 (0.214) 19.15 (0.542) 11(279) 5.04 (0.143) 16.43 (0.465) 10 (254) 2.53 0.072 13.70 (0.388) 9 (229) 0.00 10.97 (0.311) 8 (203) 0.00 9.75 (0.276) 7 (178) 0.00 8.53 (0.242) 6 (152) Stone 0.00 7.31 (0.207) 5 (127) Foundation 0.00 6.09 (0.173) 4 (102) 0.00 4.87 (0.138) 3 (76) 0.00 3.66 (0.104) 2 (51) 0.00 2.44 (0.069) 1(25) 0.00 1.22 (0.035) Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 18 5.0 Cumulative Storage Volumes StormlTe9cho TABLE 10 - MC -4500 Incremental Storage Volume Per End Cap Assumes 40% stone porosity. Calculations are based upon a 9" (230 mm) stone base under the chambers, 12" (300 mm) of stone above end caps, and 9" (230 mm) of spacing between end caps and 6" (150 mm) of stone perimeter. -AL -Ak -A& r 1,,Iver in System Inches (mm) Cumulative End .p Storage 7E ft, (MI) Total Cumulative Storage ft, (MI) 81 (2057) 0.00 108.69 (3.078 80 2032 0.00 107.623.047 79 (2007) 0.00 106.54 (3.017) 78(1981) Stone 0.00 105.46 77 (1956) Cover 0.00 104.38 (2.956) 76 1930 0.00 103.31 2.925 75 (1905) 0.00 102.23 (2.895) 74 (1880) 0.00 101.15 (2.864) 73 1854 0.00 100.07 2.834 72 (1829) 0.00 99.00 (2.803) 71 1803 0.00 97.92 2.773 70 (1778) 0.00 96.84 (2.742) 69 (1753) 68 1727) 35.71 (1.011) 35.71 1.011) 95.76 (2.712) 94.69 (2.681) 67 (1702) 35.70 (1.011) 93.60 (2.651) 66 1676) 35.67 1.010 92.51 2.620 65 (1651) 35.62 (1.009) 91.40 (2.588) 64 (1626) 35.56 (1.007) 90.29 (2.557) 63 (1600) 35.47 (1.004) 89.16 (2.525) 62 (1575) 35.36 (1.001) 88.01 (2.492) 61 1549 35.21 0.997 86.85 2.459 60 (1524) 35.05 (0.992) 85.67 (2.426) 59 (1499) 34.86 (0.987) 84.48 (2.392) 58(1473) 34.64 0.981 83.27 2.358 57 (1448) 34.40 (0.974) 82.05 (2.323) 56 (1422) 34.13 0.966 80.81 (2.288 55 (1397) 33.83 (0.958) 79.55 (2.253) 54 (1372) 33.51 (0.949) 78.28 (2.217) 53 1346 33.16 0.939 77.00 2.180 52 (1321) 32.79 (0.928) 75.70 (2.144) 51 1295 32.39 0.917 74.38 2.106 50 (1270) 31.98 (0.906) 73.06 (2.069) 49 (1245) 31.54 (0.893) 71.71 (2.031) 48(1219) 31.07 0.880) 70.36 (1.992 47 (1194) 30.59 (0.866) 68.99 (1.954) 46 1168) 30.09 0.852 67.61 1.915 45 (1143) 29.56 (0.837) 66.22 (1.875) 44 (1118) 29.02 0.822) 64.81 (1.835) 43 (1092) 28.45 (0.806 63.40 (1.795) NOTE: Add 1.08 fi3 (0.031 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. D1►.Total System Storagein Chamber .g 42 (1067) 27.87 (0.789) 61.97 (1.755) 41 1041 27.27 0.772 60.53 1.714 40 (1016) 26.65 (0.755) 59.08 (1.673) 39 991 26.01 0.736 57.62 1.632 38 (965) 25.35 (0.718) 56.15 (1.590) 37 X48) 24.68 (0.699) 54.67 (.548) 36 914 23.99 0.679 53.18 1.506) 35 (889) 23.28 (0.659) 51.68 (1.463) 34 864 22.56 0.639) 50.17 (1.421 33 (838) 21.82 (0.618) 48.64 (1.377) 32 813 21.06 0.596) 47.11 1.334 31 (787) 20.29 (0.575) 45.57 (1.290) 30 (762) 19.50 (0.552) 44.02 (1.247) 29 737 18.70 0.530) 42.46 1.202 28 (711) 17.88 (0.506) 40.89 (1.158) 27 686 17.04 0.483 39.31 1.113 26 (680) 16.19 (0.459) 37.73 (1.068) 25 (610) 15.33 (0.434) 36.14 (1.023) 24 (609) 14.46 0.410) 34.53 (.0978 23 (584) 13.58 (0.384) 32.93 (0.932) 22 559 12.68 0.359 31.31 0.887 21 (533) 11.77 (0.333) 29.69 (0.841) 20 508 10.85 0.307 26.06 0.794 19 (483) 9.91 (0.281) 26.42 (0.748) 18 (457) 8.97 (0.254) 24.77 (0.702) 17 (432) 8.01 (0.227) 23.12 (0.655) 16 (406) 7.04 (0.199) 21.46 0.608 15 (381) 6.07 (0.172) 19.80 (0.561) 14 356 5.08 0.144 18.13 0.513 13 (330) 4.08 (0.116) 16.45 (0.466) 12 305, 3.07 0.087 14.77 0.418 11 (279) 2.06 (0.058) 13.09 (0.371) 10 (254) 1.03 0.029 11.39 (0.323) 9 229 0.00 9.70 0.275) 8 (203) 0.00 8.62 (0.244) 7 178 0.00 7.54 0.214 6 (152) Stone 0.00 6.46 (0.183) 5 (127) Foundation 0.00 5.39 (0.153) 4 (,102) 0.00 4.31 0.122 3 76 0.00 3.23 (0.092) 2 (51) 0.00 2.15 0.061 1 (25) 0.00 1.08 (0.031) 19 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 6.0 MC -3500 Chamber System Sizing The following steps provide the calculations necessary for preliminary sizing of an MC -3500 chamber system. For custom bed configurations to fit specific sites, contact the StormTech Technical Services Department or your local StormTech representative. 1) Determine the amount of storage volume (VS) required. It is the design engineer's sole responsibility to determine the storage volume required. TABLE 11 -Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume - Stone Foundation Depth Storage in. (mm) ft3 g 12 15 18 (m3) (230) (300) (375) (450) MC -3500 109.9 178.9 184.0 189.2 194.3 Chamber (3.11) (5.06) (5.21) (5.36) (5.5) MC -3500 14.9 46.0 47.7 49.4 51.1 End Cap (0.42) (1.30) (1.35) (1.40) I (1.45) NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 6" (150 mm) stone perimeter. 2) Determine the number of chambers (C) required. To calculate the number of chambers required for adequate storage, divide the storage volume (Vs) by the storage volume of the chamber (from Table 11), as follows: C = Vs / Storage Volume per Chamber 3) Determine the number of end caps required. The number of end caps (EC) required depends on the number of rows required by the project. Once the num- ber of chamber rows is determined, multiply the number of chamber rows by 2 to determine the number of end caps required. EC = No. of Chamber Rows x 2 NOTE- Additional end caps may be required for systems having inlet locations within the chamber bed. 4) Determine additional storage provided by end caps. End Caps will provide additional storage to the project. Multiply the number of end caps (EC) by the storage volume per end cap (ECS) to determine the additional storage (As) provided by the end caps. As = EC x ECs 5) Adjust number of chambers (C) to account for additional end cap storage (As). The original number of chambers (C) can now be reduced due to the additional storage in the end caps. Divide the additional storage (As) by the storage volume per chamber to determine the number of chambers that can be removed. Number of chambers to remove = As/ volume per chamber StormTech° 6) Determine the required bed size (S). The size of the bed will depend on the number of chambers and end caps required: MC -3500 area per chamber = 51.4 ft2 (4.8 m2) MC -3500 area per end cap = 13.5 ft2 (1.3 m2) S = (C x area per chamber) + (EC x area per end cap) NOTE- It is necessary to add 12" (300 mm) of stone perimeter parallel to the chamber rows and 6" (150 mm) of stone perimeter from the base of all end caps. The additional area due to perimeter stone is not included in the area numbers above. 7) Determine the amount of stone (Vst) required. To calculate the total amount of clean, crushed, angular stone required, multiply the number of chambers (C) and the number of end caps (EC) by the selected weight of stone from Table 12. NOTE- Clean, crushed, angular stone is also required around the perimeter of the system. TABLE 12 -Amount of Stone Per Chamber/End Cap ENGLISH tonsStone Foundation Depth (yd') � 9" 12" 15" 18" MC -3500 , 9.1(6.4) 1 97 (6.9) 10.4 (7.3) 11.1(7.8) End Cap 4.1(2.9) 4.3 (3.1) 4.6 (3.2) 4.8 (3.4) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -3500 8220 (4.9) 8831(5.3) 9443 (5.6) 10054 (6.0) F_ End Cap 3699 (2.21 3900 (2.31 4700 (2.5) T 43o-1(2.6) NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 6" (150 mm) of perimeter stone in front of end caps. 8) Determine the volume of excavation (Ex) required. Each additional foot of cover will add a volume of excavation of 1.9 yd (1.5 m3) per MC -3500 chamber and TABLE 13 -Volume of Excavation Per Chamber/End Cap yd (m3) � Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) MC -3500 12.4 (9.5) 12.8 (9.8) 13.3 (10.2) 13.8 (10.5) End Cap 4.1(3.1) 4.3 (3.3) � 4.4 (3.4) 4.5 (3.5) NOTE- Assumes 9" (230 mm) separation between chamber rows, 6" (150 mm) of perimeter in front of end caps, and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. 0.6 yd (0.5 m3) per MC -3500 end cap. 9) Determine the area of geotextile (F) required. The bottom, top and sides of the bed must be covered NOTE- Additional storage exists in the stone perimeter as well as in the inlet and with a non -woven geotextile (filter fabric) that meets outlet manifold systems. ContactStormTech's Technical Services Department AASHTO M288 Class 2 requirements. The area of the for assistance with determining the number of chambers and end caps required sidewalls must be calculated and a 24" (600 mm) overlap for your project. must be included for all seams. Geotextiles typically come in 15 foot (4.57 m) wide rolls. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 20 6.0 MC -4500 Chamber System Sizing The following steps provide the calculations necessary for preliminary sizing of an MC -4500 chamber system. For custom bed configurations to fit specific sites, contact the StormTech Technical Services Department or your local StormTech representative. 1) Determine the amount of storage volume (VS) required. It is the design engineer's sole responsibility to determine the storage volume required. TABLE 14 -Storage Volume Per Chamber/End Cap ft3 (m3 2) Determine the number of chambers (C) required. To calculate the number of chambers required for adequate storage, divide the storage volume (Vs) by the storage volume of the chamber (from Table 14), as follows: C = Vs / Storage Volume per Chamber 3) Determine the number of end caps required. The number of end caps (EC) required depends on the number of rows required by the project. Once the number of chamber rows is determined, multiply the number of chamber rows by 2 to determine the number of end caps required. EC = No. of Chamber Rows x 2 NOTE- Additional end caps may be required for systems having inlet locations within the chamber bed. 4) Determine additional storage provided by end caps. End Caps will provide additional storage to the project. Multiply the number of end caps (EC) by the storage volume per end cap (ECS) to determine the additional storage (As) provided by the end caps. As = EC x ECs 5) Adjust number of chambers (C) to account for additional end cap storage (As). The original number of chambers (C) can now be reduced due to the additional storage in the end caps. Divide the additional storage (As) by the storage volume per chamber to determine the number of chambers that can be removed. Number of chambers to remove = As/ volume per chamber NOTE- Additional storage exists in the stone perimeter as well as in the inlet and outlet manifold systems. Contact StonnTech's Technical Services Department for assistance with determining the number of chambers and end caps required for your project. StormTech° 6) Determine the required bed size (S). The size of the bed will depend on the number of chambers and end caps required: MC -4500 area per chamber = 36.6 ft2 (3.4 m2) MC -4500 area per end cap = 23.2 ft2 (2.2 m2) S = (C x area per chamber) + (EC x area per end cap) NOTE- It is necessary to add 12" (300 mm) of stone perimeter parallel to the chamber rows and 6" (150 mm) of stone perimeter from the base of all end caps. The additional area due to perimeter stone is not included in the area numbers above. 7) Determine the amount of stone (Vst) required. To calculate the total amount of clean, crushed, angular stone required, multiply the number of chambers (C) and the number of end caps (EC) by the selected weight of stone from Table 15. NOTE- Clean, crushed, angular stone is also required around the perimeter of the system. TABLE 15 -Amount of Stone Per Chamber ENGLISH tons Stone Foundation Depth 9" 1 12" 1 15" 1 18" IMC -4500 1 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2) End Cap 9.6 (6.8) 10.0 (7.1) 10.4 (7.4) 10.9 (7.7) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -4500 6681(4.0) 7117 (4.2) 7552 (4.5) 7987 (4.7) End Cap 8691 5.2 9075 (5.4) 9460 5.6 9845_(5.91 NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 12" (300 mm) of perimeter stone in front of end caps. 8) Determine the volume of excavation (Ex) required. Each additional foot of cover will add a volume of excavation of 1.4 yd (1.0 m3) per MC -4500 chamber and TABLE 16 -Volume of Excavation Per Chamber/End Cap yd (m3) Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) ) MC -4500 10.5 (8.0) 10.8 (8.3) I 11.2 (8.5) 11.5 (8.8) End Ca � 9.6 (7.3) 1 9.9 (7.6) 10.2 (7.8) NOTE- Assumes 9" (230 mm) separation between chamber rows, 12" (300 mm) of perimeter in front of end caps, and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. 1.4 yd (0.8 m3) per MC -4500 end cap. 9) Determine the area of geotextile (F) required. The bottom, top and sides of the bed must be covered with a non -woven geotextile (filter fabric) that meets AASHTO M288 Class 2 requirements. The area of the sidewalls must be calculated and a 24" (600 mm) overlap must be included for all seams. Geotextiles typically come in 15 foot (4.57 m) wide rolls. 21 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. Bare Chamber/End Cap and Stone Unit Volume - Stone Foundation Depth Storage in. (mm) ft, g 12 15 18 (m3) (230) (300) (375) (450) MC -4500 106.5 162.6 166.3 169.9 173.6 Chamber (3.01) (4.60) (4.71) (4.81) L(4.91) MC -4500 35.7 108.7 111.9 115.2 118.4 End Cap (1.01) (3.08) N (3.17) (3.26) (3.35) NOTE- Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap volume. End cap volume assumes 12" (300 mm) stone perimeter. 2) Determine the number of chambers (C) required. To calculate the number of chambers required for adequate storage, divide the storage volume (Vs) by the storage volume of the chamber (from Table 14), as follows: C = Vs / Storage Volume per Chamber 3) Determine the number of end caps required. The number of end caps (EC) required depends on the number of rows required by the project. Once the number of chamber rows is determined, multiply the number of chamber rows by 2 to determine the number of end caps required. EC = No. of Chamber Rows x 2 NOTE- Additional end caps may be required for systems having inlet locations within the chamber bed. 4) Determine additional storage provided by end caps. End Caps will provide additional storage to the project. Multiply the number of end caps (EC) by the storage volume per end cap (ECS) to determine the additional storage (As) provided by the end caps. As = EC x ECs 5) Adjust number of chambers (C) to account for additional end cap storage (As). The original number of chambers (C) can now be reduced due to the additional storage in the end caps. Divide the additional storage (As) by the storage volume per chamber to determine the number of chambers that can be removed. Number of chambers to remove = As/ volume per chamber NOTE- Additional storage exists in the stone perimeter as well as in the inlet and outlet manifold systems. Contact StonnTech's Technical Services Department for assistance with determining the number of chambers and end caps required for your project. StormTech° 6) Determine the required bed size (S). The size of the bed will depend on the number of chambers and end caps required: MC -4500 area per chamber = 36.6 ft2 (3.4 m2) MC -4500 area per end cap = 23.2 ft2 (2.2 m2) S = (C x area per chamber) + (EC x area per end cap) NOTE- It is necessary to add 12" (300 mm) of stone perimeter parallel to the chamber rows and 6" (150 mm) of stone perimeter from the base of all end caps. The additional area due to perimeter stone is not included in the area numbers above. 7) Determine the amount of stone (Vst) required. To calculate the total amount of clean, crushed, angular stone required, multiply the number of chambers (C) and the number of end caps (EC) by the selected weight of stone from Table 15. NOTE- Clean, crushed, angular stone is also required around the perimeter of the system. TABLE 15 -Amount of Stone Per Chamber ENGLISH tons Stone Foundation Depth 9" 1 12" 1 15" 1 18" IMC -4500 1 7.4 (5.2) 7.8 (5.5) 8.3 (5.9) 8.8 (6.2) End Cap 9.6 (6.8) 10.0 (7.1) 10.4 (7.4) 10.9 (7.7) METRIC kg (m3) 230 mm 300 mm 375 mm 450 mm MC -4500 6681(4.0) 7117 (4.2) 7552 (4.5) 7987 (4.7) End Cap 8691 5.2 9075 (5.4) 9460 5.6 9845_(5.91 NOTE- Assumes 12" (300 mm) of stone above, and 9" (230 mm) row spacing, and 12" (300 mm) of perimeter stone in front of end caps. 8) Determine the volume of excavation (Ex) required. Each additional foot of cover will add a volume of excavation of 1.4 yd (1.0 m3) per MC -4500 chamber and TABLE 16 -Volume of Excavation Per Chamber/End Cap yd (m3) Stone Foundation Depth 9" (230 mm) 12" (300 mm) 15"(375 mm) 18"(450 mm) ) MC -4500 10.5 (8.0) 10.8 (8.3) I 11.2 (8.5) 11.5 (8.8) End Ca � 9.6 (7.3) 1 9.9 (7.6) 10.2 (7.8) NOTE- Assumes 9" (230 mm) separation between chamber rows, 12" (300 mm) of perimeter in front of end caps, and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. 1.4 yd (0.8 m3) per MC -4500 end cap. 9) Determine the area of geotextile (F) required. The bottom, top and sides of the bed must be covered with a non -woven geotextile (filter fabric) that meets AASHTO M288 Class 2 requirements. The area of the sidewalls must be calculated and a 24" (600 mm) overlap must be included for all seams. Geotextiles typically come in 15 foot (4.57 m) wide rolls. 21 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 7.0 Structural Cross Sections and Specifications FIGURE 16—MC-4500 Structural Cross Section Detail (Not to scale) EMBEDMENT STONE SHALL BE A CLEAN, CRUSHED AND ANGULAR STONE WITH AN AASHTO M43 DESIGNATION BETWEEN #3 AND #4 CHAMBERS SHALL MEET ASTM F2418 "STANDARD SPECIFICATION FOR POLYPROPELENE (PP) CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 7.0' 24"(2.1 m) (600 mm) MINS MAX ?gypa \ 12" (300 mm) MIN 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED \IIIIi \i —ilii \ BY SITE DESIGN ENGINEER 9" (230 mm) MIN 91, 100" (2540 mm) 12" (300 mm) TYP (230 mm) MIN "MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. MC -4500 STORMWATER CHAMBER SPECIFICATIONS 1. Chambers shall be StormTech MC -4500 or approved equal. 2. Chambers shall be made from virgin, impact -modified polypropylene copolymers. 3. Chamber rows shall provide continuous, unobstructed internal space with no internal panels that would impede flow. 4. 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. 5. Chambers shall meet the requirements of ASTM F 2418, "Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers." Detail drawings available in Cad Rev. 2000 format at www.stormtech.com 6. Chambers shall conform to the requirements of ASTM F 2787, "Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers." 7. Only chambers that are approved by the engineer will be allowed. The contractor shall submit (3 sets) of the following to the engineer for approval before delivering chambers to the project site: • A structural evaluation by a registered structural engineer that demonstrates that the load factors specified in the AASHTO LRFD Bridge Design Specifications, Section 12.12 are met. The 50 -year creep modulus data specified in ASTM F 2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. • Structural cross section detail on which the structural cross section is based. 8. The installation of chambers shall be in accordance with the manufacturer's latest Construction Guide. 23 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. ADS GEOSYTHETICS 601T NON -WOVEN GEOTEXTILE ALL AROUND CLEAN, CRUSHED, ANGULAR EMBEDMENT STONE PERIMETER STONE EXCAVATION WALLi (CAN BE SLOPED OR VERTICAL) c as 7 12" (300 mm) li it I' MIN I MC -4500 END CAP SITE DESIGN ENGINEER IS RESPONSIBLE FOR ENSURING THE REQUIRED BEARING CAPACITY OF SOILS GRANULAR WELL -GRADED SOIL/AGGREGATE MIXTURES, <35% FINES, COMPACT IN 12" (300 mm) MAX LIFTS TO 95% PROCTOR DENSITY. SEE THE TABLE OF ACCEPTABLE FILL MATERIALS. CHAMBERS SHALL BE BE DESIGNED IN ACCORDANCE WITH ASTM F2787 "STANDARD PRACTICE FOR STRUCTURAL DESIGN OF THERMOPLASTIC CORRUGATED WALL STORMWATER COLLECTION CHAMBERS". PAVEMENT LAYER (DESIGNED BY SITE DESIGN ENGINEER) 7.0' 24"(2.1 m) (600 mm) MINS MAX ?gypa \ 12" (300 mm) MIN 60" (1525 mm) DEPTH OF STONE TO BE DETERMINED \IIIIi \i —ilii \ BY SITE DESIGN ENGINEER 9" (230 mm) MIN 91, 100" (2540 mm) 12" (300 mm) TYP (230 mm) MIN "MINIMUM COVER TO BOTTOM OF FLEXIBLE PAVEMENT. FOR UNPAVED INSTALLATIONS WHERE RUTTING FROM VEHICLES MAY OCCUR, INCREASE COVER TO 30" (750 mm). Special applications will be considered on a project by project basis. Please contact our application department should you have a unique application for our team to evaluate. MC -4500 STORMWATER CHAMBER SPECIFICATIONS 1. Chambers shall be StormTech MC -4500 or approved equal. 2. Chambers shall be made from virgin, impact -modified polypropylene copolymers. 3. Chamber rows shall provide continuous, unobstructed internal space with no internal panels that would impede flow. 4. 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. 5. Chambers shall meet the requirements of ASTM F 2418, "Standard Specification for Polypropylene (PP) Corrugated Wall Stormwater Collection Chambers." Detail drawings available in Cad Rev. 2000 format at www.stormtech.com 6. Chambers shall conform to the requirements of ASTM F 2787, "Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers." 7. Only chambers that are approved by the engineer will be allowed. The contractor shall submit (3 sets) of the following to the engineer for approval before delivering chambers to the project site: • A structural evaluation by a registered structural engineer that demonstrates that the load factors specified in the AASHTO LRFD Bridge Design Specifications, Section 12.12 are met. The 50 -year creep modulus data specified in ASTM F 2418 must be used as part of the AASHTO structural evaluation to verify long-term performance. • Structural cross section detail on which the structural cross section is based. 8. The installation of chambers shall be in accordance with the manufacturer's latest Construction Guide. 23 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 8.0 General Notes 1. StormTech ("StormTech") requires installing contractors to use and understand the latest StormTech MC -3500 and MC -4500 Construction Guide prior to beginning system installation. 2. StormTech offers installation consultations to installing contractors. Contact our Technical Service Department or local StormTech representative at least 30 days prior to system installation to arrange a pre -installation consultation. Our representatives can then answer questions or address comments on the StormTech chamber system and inform the installing contractor of the minimum installation requirements before beginning the system's construction. Call 860-529-8188 to speak to a Technical Service Representative or visit www. stormtech.com to receive a copy of our Construction Guide. 3. StormTech requirements for systems with pavement design (asphalt, concrete pavers, etc.): Minimum cover is 24" (600 mm) not including pavement; MC -3500 maximum cover is 8.0'(1.98 m) and MC - 4500 maximum cover is 7.0'(2.43 m) both including pavement. For designs with cover depths deeper than these maximums, please contact Stormtech. For installations that do not include pavement, where rutting from vehicles may occur, minimum required cover is increased to 30" (762 mm). 4. The contractor must report any discrepancies with the bearing capacity of the subgrade materials to the design engineer. StormTech° 5. AASHTO M288 Class 2 non -woven geotextile (ADS601 or equal) (filter fabric) must be used as indicated in the project plans. 6. Stone placement between chamber rows and around perimeter must follow instructions as indicated in the most current version of StormTech MC -3500 / MC - 4500 Construction Guide. 7. Backfilling over the chambers must follow require- ments as indicated in the most current version of StormTech MC -3500 / MC -4500 Construction Guide. 8. The contractor must refer to StormTech MC -3500 / MC -4500 Construction Guide for a Table of Acceptable Vehicle Loads at various depths of cover. This information is also available at the StormTech website: www.stormtech.com. The contractor is responsible for preventing vehicles that exceed StormTech requirements from traveling across or parking over the stormwater system. Temporary fencing, warning tape and appropriately located signs are commonly used to prevent unauthorized vehicles from entering sensitive construction areas. 9. The contractor must apply erosion and sediment control measures to protect the stormwater system during all phases of site construction per local codes and design engineer's specifications. 10. STORMTECH PRODUCT WARRANTY IS LIMITED. Contact StormTech for warranty information. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 24 9.0 Inspection and Maintenance 9.1 ISOLATOR ROW INSPECTION Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspection is easily accomplished through the manhole or optional inspection ports of an Isolator Row. Please follow local and OSHA rules for a confined space entry. Inspection ports can allow inspection to be accomplished completely from the surface without the need for a con- fined space entry. Inspection ports provide visual access to the system with the use of a flashlight. A stadia rod may be inserted to determine the depth of sediment. If upon visual inspection it is found that sediment has accumulated to an average depth exceeding 3" (76 mm), cleanout is required. A StormTech Isolator Row should initially be inspected immediately after completion of the site's construction. While every effort should be made to prevent sediment from entering the system during construction, it is during this time that excess amounts of sediments are most likely to enter any stormwater system. Inspection and maintenance, if necessary, should be performed prior to passing responsibility over to the site's owner. Once in normal service, a StormTech Isolator Row should be inspected bi-annually until an understanding of the sites characteristics is developed. The site's maintenance manager can then revise the inspection schedule based on experience or local requirements. 9.2 ISOLATOR ROW MAINTENANCE JetVac maintenance is recommended if sediment has been collected to an average depth of 3" (76 mm) inside the Isolator Row. More frequent maintenance may be required to maintain minimum flow rates through the Isolator Row. The JetVac process utilizes a high pressure water nozzle to propel itself down the Isolator Row while scouring and suspending sediments. As the nozzle is retrieved, a wave of suspended sediments is flushed back into the manhole for vacuuming. Most sewer and pipe maintenance companies have vacuum/ JetVac combi- nation vehicles. Fixed nozzles designed for culverts or large diameter pipe cleaning are preferable. Rear facing jets with an effective spread of at least 45" (1143 mm) are best. The JetVac process shall only be performed on StormTech Rows that have AASHTO class 1 woven geotextile over their foundation stone (ADS 315WTM or equal). StormTech° Looking down the Isolator Row A typical JetVac truck (This is not a StormTech product.) a, Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products). 25 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. ADS "Terms and Conditions of Sale" are available on the ADS website, www.ads-pipe.com dvanced Drainage Systems, the ADS logo and the Green Stripe are registered trademarks of Advanced Drainage Systems, Inc. M I StormTech° and the Isolator° Row are registered trademarks of StormTech, Inc. Green Building Council Member Logo is a registered trademark of the U.S. Green Building Council. C 2018 Advanced Drainage Systems, Inc. S250211 01/18 A Family of Products and Services for the Stormwater Industry: • MC -3500 and MC -4500 Chambers and End Caps • In -House System Layout Assistance • SC -310 and SC -740 Chambers and End Caps • On -Site Educational Seminars • DC -780 Chambers and End Caps • Worldwide Technical Sales Group • Fabricated End Caps • Centralized Product Applications Department • Fabricated Manifold Fittings • Research and Development Team • Patented Isolator Row for Maintenance • Technical Literature, O&M Manuals and Detailed and Water Quality CAD drawings all downloadable via our Website • Chamber Separation Spacers StormTech provides state-of-the-art products and services that meet or exceed industry performance standards and expectations. We offer designers, regulators, owners and contractors the highest quality products and services for stormwater management that "Saves Valuable Land and Protects Water Resources." Advanced Drainage Systems, Inc. 4640 Trueman Blvd. Hilliard, OH 43026 1-800-821-6710 WWI THE MOST ADVANCED NAME IN WATER MANAGEMENT SOLUTIONSTM SECTION 7 Completed Inspection Reports