The URL can be used to link to this page

Home My WebLink About900 King Street Preliminary Stormwater Pollution Prevention Plan 2021-2-18 PRELIMINARY STORMWATER POLLUTION PREVENTION PLAN Mixed Residential Development 900 King Street Village of Rye Brook, NY Applicant/Operator/Owner: 900 King Street Owner, LLC 200 Madison Avenue, 26th Floor New York, NY 10016 Prepared by: JMC Project 16222 Revised: 02/18/2021 i TABLE OF CONTENTS SECTION TITLE PAGE I. INTRODUCTION ................................................................................................................... 1 II. STORMWATER MANAGEMENT PLANNING ................................................................ 1 III. STUDY METHODOLOGY .................................................................................................... 9 IV. EXISTING CONDITIONS ................................................................................................... 12 V. PROPOSED CONDITIONS ................................................................................................ 16 VI. SOIL EROSION & SEDIMENT CONTROL ..................................................................... 24 VII. CONSTRUCTION PHASE AND POST-CONSTRUCTION MAINTENANCE .... 42 VIII. CONCLUSION ...................................................................................................................... 45 APPENDICES FIGURES DESCRIPTION 1. Site Location Map APPENDIX DESCRIPTION A. Existing Hydrologic Calculations (Refer to Volume 2) B. Proposed Hydrologic Calculations (Refer to Volume 2) C. NYSDEC Stormwater Sizing Calculations D. Soils Map and Description E. NYSDEC Standards and Specifications for Erosion and Sediment Control F. Temporary Erosion and Sediment Control Inspection and Maintenance Checklist and Permanent Stormwater Practice Operation, Maintenance and Management Inspection Checklist G. Drawings DA-1 "Existing Drainage Area Map” DA-1A "Existing Drainage Area Map” DA-2 "Proposed Drainage Area Map” DA-2A "Proposed Drainage Area Map” H. Soil Testing Data I. SWPPP Inspectors & SWPPP Preparers Certification J. Contractor’s and Owner’s Certification K. Hydraulic Calculations L. SPDES General Permit M. SWPPP Acceptance Form-MS4 ii P:\2016\16222\ADMIN\SWPPP-02-18-2021.doc REFERENCED DRAWINGS FOR SWPPP DESIGN AND DETAILS JMC, PLLC SITE PLANS Dwg. No. Title C-000 “Cover Sheet” C-010 “Notes & Legends” C-100 “Existing Conditions” C-110 “Demolition Plan” C-120 “Existing Steep Slopes Map” C-130 “Tree Removal Plan” C-131 “Tree Removal Plan” C-200 “Erosion & Sediment Control Plan (Construction Phase 1)” C-201 “Erosion & Sediment Control Plan (Construction Phase 2)” C-202 “Erosion & Sediment Control Plan (Construction Phase 3&4)” C-203 “Erosion & Sediment Control Plan (Construction Phase 5)” C-204 “Erosion & Sediment Control Plan (Construction Phase 6)” C-205 “Erosion & Sediment Control Plan (Construction Phase 7)” C-300 “Layout and Striping Plan” C-310 “Road Profiles” C-311 “Road Profiles” C-320 “Fire Truck, Emergency Vehicle & Truck Turning Plan” C-321 “On-Site Fire Protection Plan” C-330 “Open Space Plan” C-400 “Grading Plan” C-410 “Excavation Cross Section” C-500 “Utilities Plan” C-510 “Storm Sewer Profiles” C-520 “Sanitary Sewer Profiles” C-600 “Lighting Plan” C-900 “Construction Details” C-901 “Construction Details” C-902 “Construction Details” C-903 “Construction Details” C-904 “Construction Details” C-905 “Construction Details” C-906 “Construction Details” C-907 “Construction Details” C-908 “Construction Details” HUTCHINSON RIVER PARKWAY (NORTHBOUND) HUTCHINSON RIVER PARKWAY (SOUTHBOUND)KING STREET (NYS ROUTE 120)A R B O R D R I V E N RIDGE STRE E T NEW YORKCONNECTICUTBLIND BROOK HIGH SCHOOL AND MIDDLE SCHOOL THE ARBOR'S SITE FIGURE: 1DATE: 04/03/2018900 KING STREETSITE LOCATION MAPVILLAGE OF RYE BROOK, NYSCALE: 1"=200'JMC PROJECT: 16222900 KING STREET REDEVELOPMENT120 BEDFORD RDARMONKNY 10504(914) 273-5225fax 273-2102JMCPLLC.COMCOPYRIGHT © 2019 by JMC All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted in any form or by means, electronic, mechanical, photocopying, recording or otherwise, without the prior written permission of JMC PLANNING,ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENT CONSULTANTS, LLC | JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of JMC shall render them invalid and unusable. 1 I. INTRODUCTION This Stormwater Pollution Prevention Plan has been prepared for the 17.77 acre Mixed Residential Development property, located in the Village of Rye Brook, Westchester County, New York (hereinafter referred to as the "Site"). The Site is bordered by Hutchinson River Parkway to the north and west, The Arbors residential development, Arbor Drive, Rye Brook High School and Harkness Park to the south and east, and Rye Brook Village Hall, Police and Fire Departments to the northeast. The development has been designed in accordance with the following: • Requirements of the New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit No. GP-0-20-001, effective January 29, 2020. • New York State Stormwater Management Design Manual. • Chapter 217 "Stormwater Management" of the Village Zoning Code. The property is currently developed as an office building with a parking lot within the PUD "Planned Unit Development District." The project includes the removal of the existing, mostly vacant, office building and large surface parking lot and the construction of an integrated age- restricted residential community consisting of approximately 126 one, two and three-bedroom units within a four-story Independent Living (IL) facility in the center of the Site; approximately 85 units of one and two-bedroom Assisted Living / Memory Care (AL) in a four-story structure in the northeast portion of the Site; and 20 two-bedroom residential townhouses in the western portion of the Site. The Site would continue to be accessed from Arbor Drive and a new circular drive would be constructed within the Site that would connect and provide access to the Proposed Project’s three components. II. STORMWATER MANAGEMENT PLANNING In order to be eligible for coverage under the NYSDEC SPDES General Permit No. GP-0-20-001 for Stormwater Discharges from Construction Activities, the Stormwater Pollution Prevention 2 Plan (SWPPP) includes stormwater management practices (SMP's) from the publication "New York State Stormwater Management Design Manual," last revised January 29, 2020. A Stormwater Pollution Prevention Plan has been prepared for this project because it is a construction activity that involves soil disturbances of one (1) or more acres of land. The proposed stormwater facilities have been designed such that the quantity and quality of stormwater runoff during and after construction are not adversely altered and are enhanced when compared to pre-development conditions. Based on the GIS information provided by the website of the New York State Office of Parks, Recreation and Historic Places, the site does not contain, nor is it immediately adjacent to any properties listed on the State or National Register of Historic Places. The Six Step Process for Stormwater Site Planning and Practice Selection Stormwater management using green infrastructure is summarized in the six-step process described below. The six-step process was adhered to when developing this SWPPP. Information is provided in this SWPPP which documents compliance with the required process as follows: Step 1: Site Planning Implement planning practices that protect natural resources and utilize the hydrology of the site. Strong consideration must be given to reducing impervious cover to aid in the preservation of natural resources including protecting natural areas, avoiding sensitive areas and minimizing grading and soil disturbance. The following practices and site features were incorporated in the site design: • Preserving hydrology - Maintaining drainage divides to the maximum extent practicable 3 • Wetlands and buffers – The site includes wetlands and wetland buffers. The project requires some light disturbance of the buffers but reduces the amount of impervious area within the wetland buffers. • Floodplain considerations - The site does not lie within the 100-year flood zone according to the National Flood Insurance Program • Reduction of impervious surfaces such as: i. Reduced roadway, driveway & sidewalks widths ii. Underground parking spaces below the building iii. Grass paver emergency access drive • Existing drainage piping from off-site upstream drainage areas is proposed to be upgraded and slightly redirected through the site but will continue to discharge in the same locations as existing conditions. • Forest, vegetative cover – The maximum amount of wooded and vegetative cover has been maintained and/or provided. • Critical areas have been preserved. • Topography (contour lines, existing flow paths, steep slopes, etc.) has been maintained or disturbed to the minimum extent practicable. Step 2: Determine Water Quality Treatment Volume (WQv) Determine the required WQv for the site based on the site layout, impervious areas and sub- catchments. This initial calculation of WQv will have to be revised after green infrastructure techniques are applied. The following method has been used to calculate the WQv. • 90% Rule - According to the New York State Stormwater Design Manual, Section 4.1, the water quality volume is determined from the 90% rule. The method is based on 90% of the average annual stormwater runoff volume which must be provided due to impervious surfaces. The Water Quality Volume (denoted as the WQv) is designed to improve water quality sizing to capture and treat 90% of the average annual stormwater runoff volume. The WQv is directly related to the amount of impervious cover created at a site. The average rainfall storm depth for 90% of storms in New 4 York State in one year is used to calculate a volume of runoff. The rainfall depth depends on the location of the site within the state. From this depth of rainfall, the required water quality volume is calculated. The NYSDEC Redevelopment Standards include specific criteria for the implementation of surface water quality improvements. The project is a redevelopment and therefore will comply with the strategies outlined within Chapter 9: Redevelopment Projects of the Design Manual. There are different options to control water quality depending on the redevelopment. Since the redevelopment results in the creation of additional pervious area and a reduction in impervious area, Water Quality Treatment Option II will be utilized which requires treatment for 25% of the existing impervious area, plus 100% of the additional, new impervious area. The plan proposes that a minimum of 25% of the existing impervious area, plus 100% of the additional, new impervious area of the disturbance area is captured and treated by the implementation of standard Stormwater Management Practices (SMP’s). According to Option II, standard practices such as subsurface infiltration systems can be sized to treat the water quality volume generated from 25% of the existing impervious area plus 100% of the new impervious area. Green practices such as green roofs and porous pavement can be used towards credit in meeting the water quality volume requirements. Proposed standard SMP’s will effectively infiltrate the entire required water quality volume by setting the outlet elevations equal to or greater than the required water quality volume. This also ensures that the Runoff Reduction Volume criteria is met. Stream Channel Protection for a redevelopment project is not required if there is no increase in impervious area or changes to hydrology that increase the discharge rate. Step 3: Runoff Reduction Volumes (RRv) by Applying Green Infrastructure Techniques and Standard SMP's 5 RRv is required for this project since it is a combination of both new development and redevelopment. Green infrastructure techniques or standard SMP's with RRv capacity can potentially reduce the required WQv by incorporating combinations of green infrastructure techniques and standard SMP's within each drainage area on the site. Green infrastructure techniques are grouped into two categories: • Practices resulting in a reduction of contributing area such as preservation/restoration of conservation areas, vegetated channels, etc. • Practices resulting in a reduction of contributing volume such as green roofs, stormwater planters, and rain gardens. Apply a combination of green infrastructure techniques and standard SMPs with RRv capacity to provide 100% of the WQv calculated in Step 2. If the RRv calculated in this step is greater than or equal to the WQv in Step 2, the RRv requirement has been met and Step 4 can be skipped. If the RRv provided cannot meet or exceed 100% of the WQv, the project must, at a minimum, reduce a percentage of the runoff from impervious areas to be constructed on the site. The percent reduction is based on the Hydrologic Soil Group(s) (HSG) of the site and is defined as Specific Reduction Factor (S). The following green infrastructure techniques and practices are provided in the Design Manual: • Conservation of Natural Areas o Most of the site is developed and has been for decades. The project does not propose for any undisturbed areas to be included within a conservation easement. Therefore, there is no area to be subtracted from the contributing area for the WQv calculation. • Sheet flow to Riparian Buffers or Filter Strips o The only well vegetated area on-site with acceptable slopes that lend an opportunity as a buffer and still meet the minimum contributing length of flow is the southern 6 wetland/wooded area. This practice is not practical since there is a high point between the development area and the wetland/wooded area on the south end of the site. • Vegetated Swales o The use of sheet flow into vegetated swales shall be implemented in areas where it is feasible They are provided but are not credited towards the Runoff Reduction Volume because the entirety of the RRV will be handled with the underground infiltration basin. • Tree Planting / Tree Pits o The project includes extensive tree planting around its perimeter as part of the proposed landscaping plan. However, to be conservative, the new trees are not credited towards area reduction for the water quality volume. • Disconnection of Rooftop Runoff o This practice is proposed for the smaller townhouse buildings but is not taken credit for in the water quality or runoff reduction calculations. • Stream Daylighting o This practice is not practical for this project since the stream location is so far from outlet locations. • Rain Gardens o This practice is not practical for this project since a contributing drainage area is limited to 1,000 square feet of rooftop. This practice is typically used in a residential application. There are other practices more suitable that achieve the required water quality and runoff reduction. • Green Roofs o This practice is not proposed since the building roof is sloped. There are other practices more suitable that achieve the required water quality and runoff reduction. • Stormwater Planters o Infiltration planters are typically proposed at various locations around proposed buildings to collect and infiltrate runoff from portions of the building rooftops. Small drainage areas, less than 15,000 square feet can be collected by roof drains and discharged into stormwater planters which infiltrate stormwater prior to entering the underground storm pipes. The location of the proposed roof drain leaders are not in locations that a large planter could be practical to construct since it would block proposed windows and 7 doors. There are other practices more suitable that achieve the required water quality and runoff reduction. • Rain Barrels and Cisterns o Underground storage tanks installed to collect stormwater runoff to be used for irrigation purposes are not proposed since there are other practices more suitable that achieve the required water quality and runoff reduction. • Porous Paving o This practice is being utilized in the form of grass pavers at the emergency access driveway proposed to connect the adjacent Village Fire Department to the proposed circular driveway. Porous pavement will also be used in the entrance area to the loading zone in the back of the Age Restricted building. Porous pavement can be used to provide RRv however, because the soil on-site in the area of the emergency access drive is classified as hydrologic soil group C, no RRv credit is taken. The other paved areas of the site are not acceptable for porous pavement because they will be higher traffic areas. • Standard Practices with RRv Capacity o Infiltration Practices – Subsurface infiltration systems are proposed to treat and retain runoff from the majority of the proposed disturbance area of the site. The Minimum RRv capacity required must be provided by green infrastructure techniques to verify that the RRv requirement has been met. The RRv that is provided by the green infrastructure techniques can then be subtracted from the Total Required WQv that must be provided by the SMP’s. Step 4: Determine the minimum RRv Required The minimum RRv is calculated similar to the WQV. However, it is determined using only the new impervious cover and accounts for the hydrologic soil group present. In no case shall the runoff reduction achieved from the newly constructed impervious area be less than the minimum runoff reduction volume (RRvmin). Step 5: Apply Standard Stormwater Management Practices to Address Remaining Water Quality Volume 8 Apply the standard SMP's to meet additional water quality volume requirements that cannot be addressed by applying the green infrastructure techniques. The standard SMP's with RRv capacity must be implemented to verify that the RRv requirement has been met. Step 6: Apply Volume and Peak Rate Control Practices to Meet Water Quantity Requirements The Channel Protection Volume (CPv), Overbank Flood Control (Qp) and Extreme Flood Control (Qf) must be met for the plan to be completed. This is accomplished by using practices such as infiltration basins, dry detention basins, etc. to meet water quantity requirements. The following standards must be met: 1. Stream Channel Protection (CPv) Stream Channel Protection Volume Requirements (CPv) are designed to protect stream channels from erosion. In New York State this goal is accomplished by providing 24-hour extended detention of the one-year, 24-hour storm event, remained from runoff reduction. Reduction of runoff for meeting stream channel protection objectives, where site conditions allow, is encouraged and the volume reduction achieved through green infrastructure can be deducted from CPv. Trout waters may be exempted from the 24-hour ED requirement, with only 12 hours of extended detention required to meet this criterion. Detention time may be calculated using either a center of mass method or plug flow calculation method. CPv for a redevelopment project is not required if there is no increase in impervious area or changes to hydrology that increase the discharge rate. This criterion, as defined in Chapter 4 of New York State Stormwater Design Manual, is not based on a pre versus post-development comparison. However, for a redevelopment project this requirement is relaxed. If the hydrology and hydraulic study shows that the post- construction 1-year 24 hour discharge rate and velocity are less than or equal to the pre-construction discharge rate, providing 24 hour detention of the 1-year storm to meet the channel protection criteria is not required. 9 2. Overbank Flood (Qp) which is the 10 year storm. Overbank control requires storage to attenuate the post development 10-year, 24-hour peak discharge rate (Qp) to predevelopment rates. 3. Extreme Storm (Qf) which is the 100 year storm. 100 Year Control requires storage to attenuate the post development 100-year, 24- hour peak discharge rate (Qf) to predevelopment rates. Based on the foregoing, this project is eligible for coverage under NYSDEC SPDES General Permit No. GP-0-20-001, effective January 29, 2020. III. STUDY METHODOLOGY Runoff rates were calculated based upon the standards set forth by the United States Department of Agriculture Natural Resources Conservation Service Technical Release 55, Urban Hydrology for Small Watersheds (TR-55), dated June 1986. The methodology set forth in TR-55 considers a multitude of characteristics for watershed areas including soil types, soil permeability, vegetative cover, time of concentration, topography, rainfall intensity, ponding areas, etc. The 1, 2, 10, 25, 50 and 100 year storm recurrence intervals were reviewed in the design of the stormwater management facilities (see Appendices A & B Existing/Proposed Hydrologic Calculations). Anticipated drainage conditions were analyzed taking into account the rate of runoff which will result from the construction of buildings, parking areas and other impervious surfaces associated with the site development. Base Data and Design Criteria 10 For the stormwater management analysis, the following base information and methodology were used: 1. The site drainage patterns and outfall facilities were reviewed by JMC personnel for the purpose of gathering background data and confirming existing mapping of the watershed areas. 2. An Existing Drainage Area Map was developed from the topographical survey. The drainage area map reflects the existing conditions within and around the project area. 3. A Proposed Drainage Area Map was developed from the proposed grading design superimposed over the topographical survey. The drainage area map reflects the proposed conditions within the project area and the existing conditions to remain in the surrounding area. 4. The United States Department of Agriculture (USDA) Web Soil Survey of the site available on its website at http://websoilsurvey.nrcd.usda.gov. 5. The United States Department of Agriculture (USDA) Web Soil Survey of the site available on its website at http://websoilsurvey.nrcd.usda.gov 6. The United States Department of Agriculture Natural Resources Conservation Service National Engineering Handbook, Section 4 - Hydrology", dated March 1985. 7. The United States Department of Agriculture Natural Resources Conservation Service Technical Report No. 55, Urban Hydrology for Small Watersheds (TR-55), dated June 1986. 8. United States Department of Commerce Weather Bureau Technical Release No. 40 Rainfall Frequency Atlas of the United States. 11 9. The time of concentration was calculated using the methods described in Chapter 3 of TR- 55, Second Edition, June 1986. Manning's kinematics wave equation was used to determine the travel time of sheet flow. The 2-year 24 hour precipitation amount of 3.45 inches was used in the equation for all storm events. The travel time for shallow concentrated flow was computed using Figure 3-1 and Table 3-1 of TR-55. Manning's Equation was used to determine the travel time for channel reaches. 10. All hydrologic calculations were performed with the Bentley PondPack software package version 10.0. 11. The New York State Stormwater Management Design Manual, revised January 2015. 12. New York Standards and Specifications for Erosion and Sediment Control, July 2016. 13. The storm flows for the 1, 2, 10, 25, 50 & 100 year recurrence interval storms were analyzed for the total watershed areas. The Type III distribution design storm for a 24- hour duration was used and the mass rainfall for each design storm was taken from the Extreme Precipitation in New York & New England developed by the Natural Resource Conservation Service (NRCS) and the Northeast Regional Climate Center (NRCC) as follows: 24 Hour Rainfall Amounts Design Storm Recurrence Interval Inches of Rainfall 1 Year 2.85 2 Year 3.45 10 Year 5.11 25 Year 6.40 50 Year 7.60 100 Year 9.02 12 IV. EXISTING CONDITIONS The existing conditions of the project site consists of a two-story office building with on-grade parking underneath the structure and surrounded by a large parking lot to the north. The building has parking inside on the first level with access through the existing parking lot which has direct access to Arbor Drive. There is another access driveway off Arbor Drive to the existing covered parking lot. The site is bisected by a high point just to the south of the existing building. The area south of this high point drains south into the existing wetland designated as “Wetland A”. The area north of this high point drains north towards the existing detention basin designated as “Wetland D”. The Site generally slopes from west to east. There is an existing detention basin along the east side of the site that receives the stormwater runoff from the existing building and parking lot, as well as some adjacent Village properties on the other side of the detention basin along the east side of the site. After stormwater runoff exits the project site through the existing detention basin, it flows through a stream to the municipal drainage system through Harkness Park and then along the Blind Brook High School driveway to King Street. The following natural features, conservation areas, resource areas and drainage patterns of the project site have been identified and utilized to develop Drawing DA-1 “Existing Drainage Area Map” and Drawing DA-1A “Existing Drainage Area Map” which are both included in Appendix G: • Wetlands (jurisdictional, wetland of special concern) • Waterways (major, perennial, intermittent, springs) • Buffers (stream, wetland, forest, etc.) • Floodplains • Forest, vegetative cover • Critical areas • Topography (contour lines, existing flow paths, steep slopes, etc.) • Soil (hydrologic soil groups, highly erodible soils, etc.) • Bedrock, significant geology features 13 Based on the United States Department of Agriculture (USDA) Web Soil Survey, all on-site soils are well drained or undefined and belong to hydrological groups B and C. The on-site soil types, boundaries and drainage areas/designations are depicted on Drawing DA-1 and DA-2 within Appendix G. Two separate Design Points (1 and 2) were identified for comparing peak rates of runoff in existing and proposed conditions. There are nine separate drainage areas identified in existing conditions based on the existing drainage divides at the site. The following is a description of each of the drainage areas analyzed in the existing conditions analysis: Existing Drainage Area 1A (EDA-1A) is 10.253 acres in size and is located on the northwestern portion of the site along the Hutchinson River Parkway. This area consists of a portion of the existing building, sidewalks, most of the parking lot, lawn, as well as woods and brush along the western property boundary. This drainage area drains north to south, is collected by the existing drainage system in the parking lot and is conveyed to an existing detention basin along the eastern property boundary, designated as EX DET 1. The existing detention basin has an outlet control structure that discharges to the stream designated as ‘Stream S’ on the site plans, designated as EX DET 2 in this SWPPP text. The runoff then discharges into a 24-inch diameter pipe that runs beneath Arbor Drive to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 83 and 8 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 1B (EDA-1B) is 1.717 acres in size and is located north off the site along the Hutchinson River Parkway. This area consists of half of a portion of the Hutchinson River Parkway, a wooded area north of the parkway and lawn area along the sides of the parkway. This drainage area drains south onto the parkway, into the drainage conveyance system in the parkway and discharges onto the site, designated as Junction 1B. The runoff flows across a lawn area and onto the existing parking lot. It is collected by the existing drainage system in the 14 parking lot and conveyed to the existing detention basin along the eastern property boundary. This travel path is designated as Reach 1B. The runoff eventually flows to Design Point #1 as described above. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 77 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 1C (EDA-1C) is 3.452 acres in size and is in the middle of the site. This area consists of half of the existing building, a portion of the driveway and a portion of the parking lot, as well as small lawn, wooded and brush areas along the eastern parking lot boundary. This drainage area drains southwest to northeast, is collected by the existing drainage system in the parking lot and eventually to the existing detention basin along the eastern property boundary. The runoff eventually flows to Design Point #1 as described above. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 94 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 1D (EDA-1D) is 1.598 acres in size and is located off-site to the east of the property. This area consists of off-site existing Village buildings, driveways, parking lots, as well as small lawn, wooded and brush areas along the eastern property boundary. This drainage area drains southwest into the existing detention basin along the eastern property boundary. The runoff eventually flows to Design Point #1 as described above. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 83 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 1E (EDA-1E) is 2.383 acres in size and is located along the southeast side of the site along Arbor Drive. This area consists of wooded area, brush and lawn along the roadway, the access driveways to the building and a portion of the roadway. This drainage area drains northeast and then into two inlets in Arbor Drive and from there into a 24-inch pipe flowing towards Harkness Park. The existing detention basin (EX DET 1) that receives runoff from EDA-1A, 1B, 1C and 1D discharges to EX DET 2. EX DET 2 then discharges into a 24-inch diameter pipe that runs beneath Arbor Drive, through another structure and into another 24- inch pipe, which is designated as Design Point #1. The pipe is part of the Village drainage conveyance system that runs beneath Arbor Drive, towards Harkness Park, along the Blind 15 Brook High School driveway and connects into the conveyance system along King Street. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 79 and 15 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 1F (EDA-1F) is 1.353 acres in size and is located off-site to the northeast of the property. This area consists of off-site existing Village buildings, driveways, parking lots, as well as small lawn, wooded and brush areas along the northeastern property boundary. This drainage area drains southwest into the Village drainage conveyance system and discharges onto the site, designated as Junction 1F. The runoff is conveyed along a travel path that is designated as Reach 1F which flows to EX DET 2 and to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 88 and 9 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area 2 (EDA-2) is 5.560 acres in size and is located at the south end of the site. This area consists of wooded area and wetlands stretching from east to west along the south end of the site. Some townhouse buildings and lawn areas from the Arbors development drain onto the site in EDA-2. This drainage area drains west into a small watercourse and then into a 15- inch diameter pipe at the southern corner of the site, which is designated as Design Point #2. The pipe is part of the Village drainage conveyance system that runs beneath Arbor Drive and towards the adjacent school. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 72 and 13 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area “Bypass” is 21.542 acres in size and is located northeast off the site along the Hutchinson River Parkway. This area consists of a portion of the Hutchinson River Parkway and a large portion of the residential area northeast of the parkway. This drainage area drains south onto and through the parkway via the existing drainage conveyance system in the parkway and is piped through the site to the EX DET 2 along Arbor Drive to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 86 and 31 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Existing Drainage Area Stream (EDA-STREAM) is 0.239 acres in size and is in the area 16 surrounding the on-site stream designated ‘Stream-S’ in the northeastern corner of the site. This wooded and grass area drains directly into the stream and eventually to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 74 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. The peak rates of runoff to the design points from the drainage areas for each storm are shown in the table below: Table 1 Summary of Peak Rates of Runoff in Existing Conditions (Cubic Feet per Second) Storm Recurrence Interval DP-1 DP-2 1 year 26.02 3.18 2 year 41.34 5.05 10 year 87.22 10.96 25 year 115.97 15.98 50 year 144.14 20.81 100 year 177.34 26.64 The volumes of runoff to each design point are shown in the table below. Table 2 Summary of Runoff Volumes in Existing Conditions (Cubic Feet) Storm Recurrence Interval DP-1 DP-2 1 year 186,916 14,505 2 year 265,019 21,911 10 year 494,319 45,956 25 year 680,015 66,908 50 year 855,954 87,512 100 year 1,066,697 112,777 V. PROPOSED CONDITIONS The proposed improvements consist of the construction of a four-story age-restricted facility in the center of the Site and 10-2-unit residential townhouses in the southwestern portion of the 17 Site. The Site would continue to be accessed from Arbor Drive and a new circular driveway would be constructed within the Site that would connect and provide access throughout the site. A grass paver emergency access drive is proposed to connect the adjacent Village Fire Department to the proposed circular driveway. The proposed drainage improvements include standard stormwater practices such as vegetated swales, a subsurface infiltration system and improvements to the existing stormwater detention basin. The project decreases impervious area overall but the main drainage area, which includes most of the proposed development, increases in size because of the site layout and grading design. Therefore, there are more area drains to the existing detention basin and Design Point #1 than in existing conditions. As a result, in addition to the expansion and maintenance to the existing detention basin by removal of overgrown and dead vegetation, debris, etc., other stormwater practices are required to provide peak rate and volume attenuation. Furthermore, in addition these practices provide opportunities to enhance water quality and provide runoff reduction volume from the development area through infiltration. The grass paver emergency drive, vegetated swales and disconnected impervious areas will result in additional infiltration not considered in the SWPPP’s hydrologic model, resulting in a conservative analysis. The existing site does not have any stormwater practices with infiltration to provide water quality and runoff reduction. This section describes the design and analysis of the proposed conditions used to demonstrate that the SWPPP meets the requirements of the General Permit. All practices exceed the required elements of SMP criteria as outlined in Chapter 6 of the NYS Stormwater Management Design Manual. A summary of each category is provided below. 1. Feasibility – Ponds are designed based upon unique physical environmental considerations noted in the NYS Stormwater Management Design Manual (NYSSMDM) Table 7.2 "Physical Feasibility Matrix". 18 2. Conveyance – The design conveys runoff to the designed pond in a manner that is safe, minimizes erosion and disruption to natural drainage channel and promotes filtering and infiltration. 3. Pretreatment – All ponds provide pretreatment in accordance with NYSSMDM design guidelines. 4. Treatment Geometry – The plan provides water quality treatment in accordance with NYSSMDM guidelines noted Table 6.1 "Water Quality Volume Distributing in Pond Design". 5. Environmental/Landscaping –Extensive landscaping has been provided for each proposed practice to enhance pollutant removal and provide aesthetic enhancement to the property. 6. Maintenance – Maintenance for the environment practices has been provided and is detain the SWPPP Report as required. Maintenance access is provided in the design plans. To determine the post-development rates of runoff generated on-site, the following drainage areas were analyzed in the post-development conditions. These areas are graphically depicted on Drawing DA-2 "Proposed Drainage Area Map" located in Appendix G. Two separate Design Points (1 and 2) were identified for comparing peak rates of runoff in existing and proposed conditions. Ten separate drainage areas were identified in proposed conditions based on the proposed drainage divides at the site. The following is a description of each of the drainage areas analyzed in the proposed conditions analysis: Proposed Drainage Area 1A-1 (PDA-1A-1) is 11.168 acres in size and is in the middle of the Site along the western boundary adjacent to the Hutchinson River Parkway. This area consists of the proposed assisted and independent living buildings, most of the circular access driveway, sidewalks, parking areas, the emergency grass paver access driveway to the firehouse, lawn area, as well as woods and brush along the northern and western property boundaries. Runoff from this drainage area is collected by the proposed drainage conveyance system from the building, 19 the parking areas, the circular access driveway, and is conveyed to the existing detention basin, which is to be improved, designated as EX DET 1 and eventually to Design Point #1. The proposed improvements include an expansion and restoration of this basin. Additional volume, as compared to existing conditions, is being conveyed to the improved detention basin because of the change in grading. The existing basin is filled with overgrown vegetation and debris that will be removed and restored with new landscape plantings. It is unknown whether this existing basin was designed for water quantity or water quality when this site was previously developed, so to be conservative, this basin will only be utilized for water quantity. Any water quality achieved in this basin will not be subtracted from the total required water quality volume for the Site and will be considered additional treatment. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 85 and 14 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1A-2 (PDA-1A-2) is 3.078 acres in size and is also located in the central portion of the Site, where the existing building had once stood, and consists of a large portion of the proposed townhouse buildings, townhouse driveways, a portion of the circular access driveway, sidewalks and lawn. Runoff from this drainage area is collected by the proposed drainage conveyance system and conveyed to a proposed underground infiltration system, designated as INFIL 1A-2. INFIL 1A-2 consists of 140 Stormtech MC-4500 chambers with an outlet control structure that contains an overflow weir and orifices that will hold back a portion of the volume of runoff and force it to infiltrate into the ground. The weir elevation is set just below the crown of the chambers and the runoff volume that will infiltrate is greater than the required Water Quality and Runoff Reduction Volumes. The higher storms will be discharged from the system and conveyed to EX DET 1 and then eventually to Design Point #1. A conservative soil percolation rate of 1 inch per hour was used in the analysis after soils testing was performed by JMC, PLLC on August 23rd, 2018. These results can be found in Appendix H. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 84 and 7 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1A-3 (PDA-1A-3) is 0.710 acres in size and is in the eastern portion of the site. This area consists of the remainder of the proposed townhouse buildings and lawn area 20 along the back of these townhouses. Runoff from this drainage area is collected by proposed grass swales, into a lawn inlet and conveyed through the proposed conveyance system into EX DET 1. Stormwater runoff from the roofs of the townhouses will be collected, treated, and detained in a 12-unit Stormtech MC-3500 underground stormwater infiltration system. After being treated, runoff will then be conveyed through proposed piping into EX DET 1. Runoff will be treated in the grass swales but to be conservative, none of this Water Quality Volume will be subtracted from the total required Water Quality Volume of the Site. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 80 and 10 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1B (PDA-1B) is 1.717 acres in size and is the same as EDA-1B. However, under proposed conditions, a small depression, designated as Detention 1B, is proposed to detain, and treat a portion of this runoff volume prior to being conveyed into the proposed conveyance system. The runoff eventually flows to Design Point #1 through the improved detention basin and existing stream. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 77 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1D (PDA-1D) is 1.598 acres in size and is the same as EDA-1D and flows to Design Point #1 through the improved detention basin and existing stream. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 83 and 5 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1E (PDA-1E) is 1.335 acres and is essentially the same as EDA-1E except that it has been reduced in size from 2.622 acres to 1.335 acres because of proposed on- site grading. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 81 and 11 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 1F (PDA-1F) is 1.353 acres in size and is the same as EDA-1F. The runoff is conveyed along a travel path that is designated as Reach 1F which is slightly different than in existing conditions. PDA-1F still flows to EX DET 2 and to Design Point #1. The Curve 21 Number (CN) and Time of Concentration (Tc) for this drainage area are 88 and 8 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area 2 (PDA-2) is 5.342 acres and is essentially the same as EDA-2 except has been reduced in size from 5.560 acres to 5.342 acres because of proposed on-site grading. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 72 and 13 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area “Bypass” is 21.542 acres in size and is the same under existing conditions. The runoff is conveyed along a travel path that is slightly different than in existing conditions. The route, because of the addition of drainage structures, is longer than it was under existing conditions while the pipe size remains 24”, the pipe material is now HDPE, not corrugated metal. PDA Bypass still flows to EX DET 2 and to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 86 and 31 minutes, respectively. Refer to Drawing DA-1 in Appendix G. Proposed Drainage Area Stream (PDA-STREAM) is 0.253 acres in size and is in the area surrounding the on-site stream designated ‘Stream-S’ in the northeastern corner of the site. This wooded and grass area drains directly into the stream and eventually to Design Point #1. The Curve Number (CN) and Time of Concentration (Tc) for this drainage area are 75 and 5 minutes, respectively. Refer to Drawing DA-2 in Appendix G. The peak rates of runoff to the design point of each of the analyzed drainage areas for each storm are shown on the table below: 22 Table 3 Summary of Proposed Peak Rates of Runoff in Proposed Conditions (Cubic Feet per Second) Storm Recurrence Interval DP-1 DP-2 1 year 22.72 3.06 2 year 32.91 4.85 10 year 71.53 10.53 25 year 103.03 15.35 50 year 133.51 20.00 100 year 171.81 25.60 The volumes of runoff to each design point are shown in the following Table. Table 4 Summary of Runoff Volumes in Proposed Conditions (Cubic Feet) Storm Recurrence Interval DP-1 DP-2 1 year 178,596 13,983 2 year 251,690 21,083 10 year 480,946 44,257 25 year 667,862 64,425 50 year 845,108 84,245 100 year 1,057,419 108,595 There are reductions in peak rates of runoff from proposed to existing conditions based on review of the tables. A summary of this is shown in Table 5 below: 23 Table 5 Existing vs. Proposed Peak Rates of Runoff (Cubic Feet per Second) Storm Recurrence Frequency (Years) Total Existing Runoff (CF) Total Proposed Runoff (CF) Percent Reduction (%) Design Point 1 1 26.02 22.72 12.7 2 41.34 32.91 20.4 10 87.22 71.53 17.52 25 115.97 103.03 18.0 50 144.14 133.51 7.4 100 177.34 171.81 3.1 Design Point 2 1 3.18 3.06 3.8 2 5.05 4.85 4.0 10 10.96 10.53 3.9 25 15.98 15.35 3.9 50 20.81 20.00 3.9 100 26.64 25.60 3.9 There are reductions in runoff volumes when comparing existing and proposed conditions based on review of the tables. A summary of this is shown in Table 6 below: Table 6 Existing vs. Proposed Runoff Volumes (Cubic Feet) Storm Recurrence Frequency (Years) Total Existing Runoff (CF) Total Proposed Runoff (CF) Percent Reduction (%) Design Point 1 1 186,916 178,596 4.5 2 265,019 251,690 5.0 10 494,319 480,946 2.7 25 680,015 667,862 1.8 50 855,954 845,108 1.3 100 1,066,697 1,057,419 0.9 Design Point 2 1 14,505 13,983 3.6 2 21,911 21,083 3.8 10 45,956 44,257 3.7 25 66,908 64,425 3.7 50 87,512 84,242 3.7 100 112,777 108,595 3.7 24 As demonstrated in the tables, the proposed stormwater improvements will result in significant reductions of peak rates of runoff for all storms and design points analyzed, except the Bypass which is unchanged. The proposed stormwater improvements will also result in reductions of stormwater runoff volume from the contributing drainage areas when comparing existing and proposed conditions. VI. SOIL EROSION & SEDIMENT CONTROL A potential impact of the proposed development on any soils or slopes will be that of erosion and transport of sediment during construction. An Erosion and Sediment Control Management Program will be established for the proposed development, beginning at the start of construction, and continuing throughout its course, as outlined in the "New York State Standards and Specifications for Erosion and Sediment Control," July 2016. A continuing maintenance program will be implemented for the control of sediment transport and erosion control after construction and throughout the useful life of the project. The applicant is requesting a waiver of the limit of disturbance threshold of five acres. The total disturbance is 12.54 acres. Exceeding the five-acre threshold will only be required during the early phases of construction (Phases 1&2), during demolition of the existing building and parking lot, the construction of the proposed loop road and installation of utilities and rough grading. The demolition phase (Phase 1) will last approximately three months and the loop road construction and installation of utilities (Phase 2) will last approximately 3 months. The contractor shall not disturb any of the surrounding parking lot until the entire building has been demolished and the footprint of the former building has been reestablished with clean 3/4” crushed stone. No more than 5 acres will be disturbed during any of the remaining phases (Phases 3-6). A summary of the approximate disturbance acreage per phase and approximate time duration of each phase is shown in table 7 below: 25 Table 7 Site Phasing Summary Description of Work Disturbance (acres) Duration (months) Phase 1 Disconnect and remove utilities, removal of the existing building, clearing and tree removal, asphalt removal, expansion of detention pond and silt fencing. Existing Bldg – 2.7 Temp Basin – 0.8 Remaining Demolition – 5.9 Total – 9.4 3 Phase 2 Excavate and construct garage foundations, construction of new utilities and road subbase and base. Garage – 1.5 Temp Basin – 0.8 Remaining Demolition – 4.0 Total – 6.3 3 Phase 3 Completion of garage construction and Assisted Living wing. 1.1 14 Phase 4 Construction of north wings of Independent Living. 2.3 23 Phase 5 Construction of south wings of Independent Living. 1.9 14 Phase 6 Construction of Townhouses and final course on road and foundations and utilities for townhouses. 3.1 11 Phase 7 Site restoration and final landscaping. <5 2 The Operator shall have a qualified professional assess the site prior to the commencement of construction and certify that the appropriate erosion and sediment controls, as shown on the Sediment & Erosion Control Plans, have been adequately installed to ensure overall preparedness of the site for the commencement of construction. In addition, as required by the Stormwater General Permit, during the limited times where more than five acres of land is to be disturbed, the operator shall have a qualified professional conduct two site inspections every seven calendar days, instead of the standard 14 days. 26 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 daily 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 certification statement to be provided before they commence any construction activity. Soil Description As provided by the United States Department of Agriculture, Soil Conservation Service "Web Soil Survey," soil classifications which exist on the subject site are described below. Soils are placed into four hydrologic groups: A, B, C, and D. In the definitions of the classes, infiltration rate is the rate at which water enters the soil at the surface and is controlled by the surface conditions. Transmission rate is the rate at which water moves in the soil and is controlled by soil properties. Definitions of the classes are as follows: A. (Low runoff potential). The soils have a high infiltration rate even when thoroughly wetted. They chiefly consist of deep, well drained to excessively drained sands or gravels. They have a high rate of water transmission. B. The soils have a moderate infiltration rate when thoroughly wetted. They chiefly are moderately deep to deep, moderately well drained to well drained soils that have moderately fine to moderately coarse textures. They have a moderate rate of water transmission. 27 C. The soils have a slow infiltration rate when thoroughly wetted. They chiefly have a layer that impedes downward movement of water or have moderately fine to fine texture. They have a slow rate of water transmission. D. (High runoff potential). The soils have a very slow infiltration rate when thoroughly wetted. They chiefly consist of clay soils that have a high swelling potential, soils that have a permanent high-water table, soils that have a claypan or clay layer at or near the surface, and shallow soils over nearly impervious material. They have a very slow rate of water transmission. A soil’s tendency to erode is also described in the USDA web soil survey. The ratings in this interpretation indicate the hazard of soil loss from unsurfaced areas. The ratings are based on soil erosion factor K, slope, and content of rock fragments. The hazard is described as "slight," "moderate," or "SEVERE." A rating of "slight" indicates that little or no erosion is likely; "moderate" indicates that some erosion is likely, that the temporarily unsurfaced/unstabilized during construction may require occasional maintenance, and that simple erosion-control measures are needed; and "SEVERE" indicates that significant erosion is expected, that the roads or trails require frequent maintenance, and that erosion-control measures are needed. Per the Soil Survey, the following soils listed below are present at the site. Following this list is a detailed description of each soil type found on the property. SYM. HYDRO. SOIL GROUP DESCRIPTION ChB B Charlton fine sandy loam, 3-8% slopes PnB C Paxton fine sandy loam, 3-8% slopes PnC C Paxton fine sandy loam, 8-15% slopes Uf C Urban land UhB B Urban land-Charlton complex, 2-8% slopes UhC C Urban land-Charlton complex, 8-15% slopes WdB C Woodbridge loam, 3-8% slopes 28 ChB, Charlton fine sandy loam, 3-8% slopes This soil is deep, gently sloping, and well drained. The parent material consists of coarse-loamy melt-out till derived from granite, gneiss, and/or schist. Depth to the top of a seasonal high water table is greater than 6 feet. Available water capacity is moderate. Hydrologic group: B Erosion Hazard Rating: Moderate PnB, Paxton fine sandy loam, 3-8% slopes This soil is shallow, gently sloping, and well drained. The parent material consists of coarse-loamy lodgment till derived from gneiss, granite, and/or schist. Depth to the top of a seasonal high- water table is approximately 2 feet. Available water capacity is low. Hydrologic group: C Erosion Hazard Rating: Moderate PnC, Paxton fine sandy loam, 8-15% slopes This soil is moderately deep, moderately slopes, and well drained. The parent material consists of coarse-loamy lodgment till derived from gneiss, granite, and/or schist. Depth to the top of a seasonal high-water table is approximately 2 feet. Available water capacity is low. Hydrologic group: C Erosion Hazard Rating: Moderate Uf, Urban land The variability of “Uf:Urban land” soil mapping units prevents the NRCS from publishing most soil parameters, including drainage class, hydrologic soil group, etc. 29 Hydrologic Group: C Erosion Hazard Rating: Moderate UhB, Urban land-Charlton complex, 2-8% slopes This soil is deep, gently sloping, and well drained. Depth to the top of a seasonal high-water table is greater than 6 feet. Available water capacity is moderate. Hydrologic Group: B Erosion Hazard Rating: Moderate UhC, Urban land-Charlton complex, 8-15% slopes This soil is deep, moderately sloped, and well drained. Depth to the top of a seasonal high-water table is greater than 6 feet. Available water capacity is moderate. Hydrologic Group: C Erosion Hazard Rating: Moderate WdB, Woodbridge loam, 3-8% slopes This soil is deep, gently sloped, and well drained. The parent material consists of coarse-loamy lodgment till derived from gneiss, granite, and/or schist. Depth to the top of a seasonal high- water table is approximately 2 feet. Available water capacity is low. Hydrologic Group: C Erosion Hazard Rating: Moderate All soil classifications and descriptions have been taken from the United States Department of Agriculture, Soil Conservation Service "Web Soil Survey". 30 On-Site Pollution Prevention There are temporary pollution prevention measures used to control litter and construction debris on site, such as: • Temporary Riser and Anti-Vortex Device • Silt Fence • Baled Filter • Baled Erosion Fence • Silt Sack • Excavated Drop Inlet Protection • Curb Drop Inlet Protection There will be inlet protection provided for all storm drains and inlets with the use of curb gutter inlet protection structures and silt sacks, which keep silt, sediment and construction litter and debris out of the on-site stormwater drainage system. Temporary Control Measures Temporary control measures and facilities will include silt fences, interceptor swales, stabilized construction entrances, temporary seeding, mulching and sediment basins with temporary riser and anti-vortex devices. Throughout the construction of the proposed redevelopment, temporary control facilities will be implemented to control on-site erosion and sediment transfer. Interceptor swales will be used to direct stormwater runoff to temporary sediment basins for settlement. The sediment basins that will be constructed as part of this project will serve as temporary sediment basins to remove sediment and pollutants from the stormwater runoff produced during construction. Descriptions of the temporary sediment & erosion controls that will be used during the development of the site including silt fence, stabilized construction entrance, seeding, mulching and inlet protection are as follows: 31 1. Silt Fence is constructed using a geotextile fabric. The fence will be either 18 inches or 30 inches high. The height of the fence can be increased in the event of placing these devices on uncompacted fills or extremely loose undisturbed soils. The fences will not be placed in areas which receive concentrated flows such as ditches, swales and channels nor will the filter fabric material be placed across the entrance to pipes, culverts, spillway structures, sediment traps or basins. 2. Stabilized Construction Entrance consists of AASHTO No. 1 rock. The rock entrance will be a minimum of 50 feet in length by 20 feet in width by 8 inches in depth. 3. Seeding will be used to create a vegetative surface to stabilize disturbed earth until at least 70% of the disturbed area has a perennial vegetative cover. This amount is required to adequately function as a sediment and erosion control facility. Grass lining will also be used to line temporary channels and the surrounding disturbed areas. 4. Mulching is used as an anchor for seeding and disturbed areas to reduce soil loss due to storm events. These areas will be mulched with straw at a rate of 3 tons per acre such that the mulch forms a continuous blanket. Mulch must be placed after seeding or within 48 hours after seeding is completed. 5. Inlet Protection will be provided for all stormwater basins and inlets with the use of curb & gutter inlet protection which will keep silt, sediment, and construction debris out of the storm system. Existing structures within existing paved areas will be protected using “Silt Sacks” inside the structures. 6. Temporary Sediment Basins will be constructed to intercept sediment laden runoff and trap and retain the sediment. The sediment basins are sized to provide a sediment storage volume of 3,600 cubic feet per acre draining to the basin. The Sediment Basins will be used with the permanent SMP's until their contributing drainage areas are stabilized. Once stabilized, the temporary risers will be removed, permanent outlet control structures will be 32 installed, and final grading/planting of the sediment basins will be completed for permanent use as Stormwater Management basins. Sediment Basin sizing standards, details and calculations shall be provided. 7. Temporary Riser and Anti-Vortex Devices- are placed at the bottom of the temporary sediment basins where they intercept and collect debris and litter from the pond before they can enter the off-site storm drainage system. The contractor shall be responsible for maintaining the temporary sediment and erosion control measures throughout construction. This maintenance will include, but not be limited to, the following tasks: 1. For dust control purposes, moisten all exposed graded areas with water at least twice a day in those areas where soil is exposed and cannot be planted with a temporary cover due to construction operations or the season (December through March). 2. Inspection of erosion and sediment control measures shall be performed at the end of each construction day and immediately following each rainfall event. All required repairs shall be immediately executed by the contractor. 3. Sediment deposits shall be removed when they reach approximately ⅓ the height of the silt fence. All such sediment shall be properly disposed of in fill areas on the site, as directed by the Owner’s Field Representative. Fill shall be protected following disposal with mulch, temporary and/or permanent vegetation and be completely circumscribed on the downhill side by silt fence. 4. Rake all exposed areas parallel to the slope during earthwork operations. 5. Following final grading, the disturbed area shall be stabilized with a permanent surface treatment (i.e. turf grass, pavement or sidewalk). During rough grading, areas which are not to be disturbed for fourteen or more days shall be stabilized with the temporary seed 33 mixture, as defined on the plans. Seed all piles of dirt in exposed soil areas that will not receive a permanent surface treatment. Concrete Material and Equipment Management Concrete washouts shall be used to contain concrete and liquids when the chutes of concrete mixers and hoppers of concrete pumps are rinsed out after delivery. The washout facilities consolidate solid for easier disposal and prevent runoff of liquids. The wash water is alkaline and contains high levels of chromium, which can leach into the ground and contaminate groundwater. It can also migrate to a storm drain, which can increase the pH of area waters and harm aquatic life. Solids that are improperly disposed of can clog storm drain pipes and cause flooding. Installing concrete washout facilities not only prevents pollution but also is a matter of good housekeeping at your construction site. Prefabricated concrete washout containers can be delivered to the site to provide maintenance and disposal of materials. Regular pick-ups of solid and liquid waste materials will be necessary. To prevent leaks on the job site, ensure that prefabricated washout containers are watertight. A self installed concrete washout facility can be utilized although they are much less reliable than prefabricated containers and are prone to leaks. There are many design options for the washout, but they are preferably built below-grade to prevent breaches and reduce the likelihood of runoff. Above-grade structures can also be used if they are sized and constructed correctly and are diligently maintained. One of the most common problems with self-installed concrete washout facilities is that they can leak or be breached because of constant use, therefore the contractor shall be sure to use quality materials and inspect the facilities daily. Washouts must be sized to handle solids, wash water, and rainfall to prevent overflow. Concrete Washout Systems, Inc. estimates that 7 gallons of wash water are used to wash one truck chute and 50 gallons are used to wash out the hopper of a concrete pump truck. For larger sites, a below-grade washout should be at least 10 feet wide and sized to contain all liquid and solid waste expected to be generated in between cleanout periods. A minimum of 12- 34 inches of freeboard must be provided. The pit must be lined with plastic sheeting of at least 10- mil thickness without holes or tears to prevent leaching of liquids into the ground. Concrete wash water should never be placed in a pit that is connected to the storm drain system or that drains to nearby waterways. An above-grade washout can be constructed at least 10 feet wide by 10 feet long and sized to contain all liquid and solid waste expected to be generated in between cleanout periods. A minimum of 4-inches of freeboard must be provided. The washout structures can be constructed with staked straw bales or sandbags double-or triple lined with plastic sheeting of at least 10-mil thickness without holes or tears. Concrete washout facilities shall not be located within 50 feet of storm drains, open ditches, or water bodies and should be placed in locations that allow for convenient access for concrete trucks. The contractor shall check all concrete washout facilities daily to determine if they have been filled to 75 percent capacity, which is when materials need to be removed. Both above-and below-ground self-installed washouts should be inspected daily to ensure that plastic linings are intact, and sidewalls have not been damaged by construction activities. Prefabricated washout containers should be inspected daily as well as to ensure the container is not leaking or nearing 75 percent capacity. Inspectors should also note whether the facilities are being used regularly. Additional signage for washouts may be needed in more convenient locations if concrete truck operators are not utilizing them. The washout structures must be drained or covered prior to predicted rainstorms to prevent overflows. Hardened solids either whole or broken must be removed and disposed of offsite for recycling and shall not be reused onsite. Once materials are removed from the concrete washout, a new washout structure must be built or excavated, or if the previous structure is still intact, inspect it for signs of weakening or damage and make any necessary repairs. Line the structure with new plastic that is free of holes or tears and replace signage if necessary. It is very important that new plastic be used after every cleaning because pumps and concrete removal equipment can damage the existing liner. 35 Construction Site Chemical Control The purpose of this management measure is to prevent the generation of nonpoint source pollution from construction sites due to improper handling and usage of nutrients and toxic substances, and to prevent the movement of toxic substances from the construction site. Many potential pollutants other than sediment are associated with construction activities. These pollutants include pesticides; fertilizers used for vegetative stabilization; petrochemicals; construction chemicals such as concrete products, sealers, and paints; wash water associated with these products; paper; wood; garbage; and sanitary waste. Disposal of excess pesticides and pesticide-related wastes should conform to registered label directions for the disposal and storage of pesticides and pesticide containers set forth in applicable Federal, State and local regulations that govern their usage, handling, storage, and disposal. Pesticides should be disposed of through either a licensed waste management firm or a treatment, storage and disposal (TSD) facility. Containers should be triple rinsed before disposal, and rinse waters should be reused as product. Other practices include setting aside a locked storage area, tightly closing lids, storing in a cool, dry place, checking containers periodically for leaks or deterioration, maintaining a list of products in storage, using plastic sheeting to line the storage areas, and notifying neighboring property owners prior to spraying. When storing petroleum products, follow these guidelines: • Create a shelter around the area with cover and wind protection. • Line the storage area with a double layer of plastic sheeting or similar material. • Create an impervious berm around the perimeter with a capacity of 110 percent greater than that of the largest container. • Clearly label all products. 36 • Keep tanks off the ground; and • Keep lids securely fastened. If a spill were to occur, the Village Public Works Department shall be notified immediately, and the NYSDEC spill response hotline shall be contacted immediately. Spill kits shall be onsite and readily available. Maintain and wash equipment and machinery in confined areas specifically designed to control runoff. Thinners or solvents should not be discharged into sanitary or storm systems when cleaning machinery. Use alternative methods for cleaning larger equipment parts, such as high-pressure, high-temperature water washes, or steam cleaning. Equipment-washing detergents can be used, and wash water may be discharged into sanitary sewers if solids are removed from the solution first. (This practice should be verified with the local sewer authority.) Small parts can be cleaned with degreasing solvents, which can then be reused or recycled. Solid Waste Management and Portable Sanitary Management The purpose of this management measure is to prevent the potential for solid waste such as construction debris, trash, etc. from contaminating sites due to improper handling and storage. Debris and litter should be removed periodically from the BMP’s and surrounding areas to prevent clogging of pipes and structures. All construction material shall be stored in designated staging areas. Roll-off containers shall be placed on site and all empty containers, construction debris and litter shall be placed in the containers. Any dumpster collecting food trash shall have a cover. Portable sanitary units may be utilized on-site, or bathrooms will be provided within construction trailers. A sanitation removal company will be hired to pump/remove any sanitary waste. If portable sanitary units are used and then cleaned after being emptied, the rinse water may not be disposed of in the storm drain system. It shall be contained for later disposal if it cannot be 37 disposed of on-site. Remove paper and trash before cleaning the portable sanitary units. The portable sanitary units shall be located away from the storm drain system if possible. Provide over head cover for wash areas if possible. Maintain spill response material and equipment on site to eliminate the potential for contaminants and wash water from entering the storm drain system. Permanent Control Measures and Facilities for Long Term Protection Towards the completion of construction, permanent sediment and erosion control measures will be developed for long term erosion protection. The following permanent control measures and facilities have been proposed to be implemented for the project: 1. Vegetated Swales will function to provide additional treatment of stormwater runoff by removal of pollutants and will promote a reduction of peak flows and provide runoff infiltration. 2. Infiltration Systems which are a standard SMP that will be used to treat the runoff volume generated from a portion of the developed area and provide additional water quality and runoff volume reduction. The smaller storms will be retained, and the higher storms will be released gradually. Refer to the Proposed Hydrologic Calculations and Runoff Reduction and Water Quality Volume Sizing Calculations, in Appendix B and Appendix C, respectively. The StormTech MC-3500 and MC-4500 Recharger Chambers are dome shaped, fully opened bottom, corrugated chambers with perforated side walls. Chambers allow stormwater to be stored within the dome void until it can infiltrate into the ground. They can be used for residential, commercial or industrial applications and provide an easy way to treat and dispose of stormwater runoff underground. Water is infiltrated into the ground through the chambers and surrounding crushed stone and will replenish the groundwater as a natural condition. The Isolator Row is a row of StormTech chambers that is surrounded with filter fabric and connected to a closely located manhole for easy access. The fabric-wrapped chambers 38 provide for settling and filtration of sediment as stormwater rises in the Isolator Row and ultimately passes through the filter fabric. The open bottom chambers and perforated sidewalls allow stormwater to flow both vertically and horizontally out of the chambers. Sediments are captured in the Isolator Row protecting the storage access of the adjacent stone and chambers from sediment accumulation. The Isolator Row is designed to capture the "first flush" and offers the versatility to be sized on a volume basis or flow rate basis. An upstream manhole not only provides access to the Isolator Row but includes a high flow weir such that stormwater flow rates or volumes that exceed the capacity of the Isolator Row overtop the overflow weir and discharge through a manifold to the other standard chambers. By treating stormwater prior to entry into the chamber system, the service life can be extended and pollutants such as hydrocarbons can be captured. 3. Catch Basins will be used to remove some of the coarse sand and grit sediment before entering the drainage system. Each catch basin will be constructed with an 18-inch-deep sump. Each catch basin shall be cleaned yearly of sediment and coarse material and a report summarizing each cleaning for each catch basin shall be filed with the Village Public Works Department. 4. Rip-Rap Energy Dissipators at discharge points from the stormwater drainage system into the stormwater management basins, rip-rap pads consisting of angular rocks will be placed to dissipate velocity and reduce the risk of erosion. The rip-rap pads will be 10 feet wide by 10 feet long. 5. Seeding of at least 70% perennial vegetative cover will be used to produce a permanent uniform erosion resistant surface. The seeded areas will be mulched with straw at a rate of 2 tons per acre such that the mulch forms a continuous blanket. Specifications for Soil Restoration 39 Prior to the final stabilization of the disturbed areas, soil restoration will be required for all vegetated areas to recover the original properties and porosity of the soil. Soil Restoration Requirements are provided on Table 5 below: Table 8 Soil Restoration Requirements Type of Soil Disturbance Soil Restoration Requirement Comments/Examples No soil disturbance Restoration not permitted Preservation of Natural Features Minimal soil disturbance Restoration not required Clearing and grubbing Areas where topsoil is stripped only – no change in grade HSG A&B HSG C&D Protect area from any ongoing construction activities apply 6 inches of topsoil Aerate* and apply 6 inches of topsoil Areas of cut or fill HSG A&B HSG C&D Clearing and grubbing Aerate and apply 6 inches of topsoil Apply full Soil Restoration** Heavy traffic areas on site (especially) in a zone 5-25 feet around buildings but not within a 5-foot perimeter around foundation walls) Apply full Soil Restoration (decompaction and compost enhancement) Areas where Runoff Reduction and/or Infiltration practices are applied Restoration not required but may be applied to enhance the reduction specified for appropriate practices. Keep construction equipment from crossing these areas. To protect newly installed practice from any ongoing construction activities construct a single- phase operation fence area. Redevelopment projects Soil Restoration is required on redevelopment projects in areas where existing impervious area will be converted to pervious area. * Aeration includes the use of machines such as tractor-drawn implements with coulters making a narrow slit in the soil, a roller with many spikes making indentations in the soil, or prongs which function like a mini-subsoiler. ** Per "Deep Ripping and De-compaction, DEC 2008." 40 During periods of relatively low to moderate subsoil moisture, the disturbed subsoils are returned to rough grade and the following full soil restoration steps applied: 1. Apply 3 inches of compost over subsoil. 2. Till compost into subsoil to a depth of at least 12 inches using a cat-mounted ripper, tractor-mounted disc, or tiller, mixing, and circulating air and compost into subsoils. 3. Rock-pick until uplifted stone/rock materials of four inches and larger size are cleaned off the site. Specifications for Final Stabilization of Graded Areas Final stabilization of graded areas consists of the placement of topsoil and installation of landscaping (unless the area is to be paved, or a building is to be constructed in the location). Topsoil is to be spread as soon as grading operations are completed. Topsoil is to be placed to a minimum depth of six inches on all embankments, planting areas and seeding/sod areas. The subgrade is to be scarified to a depth of two inches to provide a bond of the topsoil with the subsoil. Topsoil is to be raked to an even surface and cleared of all debris, roots, stones, and other unsatisfactory material. Planting operations shall be conducted under favorable weather conditions as follows: • Permanent Lawns - April 15 (provided soil is frost-free and not excessively moist) to May 15; August 15 to October 15. • Temporary Lawn Seeding - if outside of the time periods noted above, the areas shall be seeded immediately on completion of topsoil operations with annual ryegrass (Italian rye) at a rate of six pounds per 1,000 square feet. Temporary lawn installation is permitted provided the 41 soil is frost-free and not excessively moist. The permanent lawn is to be installed the next planting season. On slopes with a grade of 3 horizontal to 1 vertical or greater, and in swales, a geotextile netting or mat shall be installed for stabilization purposes as shown on the Plans. Seeded areas are to be mulched with straw or hay at an application rate of 70-90 pounds per 1,000 s.f. Straw or hay mulch must be spread uniformly and anchored immediately after spreading to prevent wind blowing. Mulches must be inspected periodically and after rainstorms to check for erosion. If erosion is observed, additional mulch must be applied. Netting shall be inspected after rainstorms for dislocation or failure; any damage shall be repaired immediately. All denuded surfaces which will be exposed for a period of over two months or more shall be temporarily hydroseeded with (a) perennial ryegrass at a rate of 40 lbs per acre (1.0 lb per 1000 square feet); (b) Certified "Aroostook" winter rye (cereal rye) @ 100 lb per acre (2.5 lb/1000 s.f.) to be used in the months of October and November. Permanent turfgrass cover is to consist of a seed mixture as follows: (a) Sunny sites Kentucky Bluegrass 2.0-2.6 pounds/1000 square feet Perennial Ryegrass 0.6-0.7 pounds/1000 square feet Fine Fescue 0.4-0.6 pounds/1000 square feet (b) Shady sites Kentucky Bluegrass 0.8-1.0 pounds/1000 square feet Perennial Ryegrass 0.6-0.7 pounds/1000 square feet Fine Fescue 2.6-3.3 pounds/1000 square feet 42 All plant materials shall comply with the standards of the American Association of Nurserymen with respect to height and caliper as described in its publication American Standard for Nursery Stock, latest edition. VII. CONSTRUCTION PHASE AND POST-CONSTRUCTION MAINTENANCE During the construction phase and following construction of the project, several maintenance measures will be taken with respect to the site maintenance. Measures to be taken included the following: 1. During Construction A comprehensive sediment and erosion control plan will be in place during the construction period. Maintenance measures for sediment and erosion controls will include: A qualified professional acceptable to the municipality will be hired by the owner or operator to monitor the installation and maintenance of the sediment and erosion control plans. The qualified professional shall report directly to the Engineering Consultant and shall be responsible for ensuring compliance with the design of the sediment and erosion control plans. The qualified professional so hired will inspect all sediment and erosion control measures twice every seven calendar days. If there has been a variance with the design of the sediment and erosion control measures so that the ability of the measures to adequately perform the intended function is lessened or compromised and/or the facilities are not adequately maintained, the qualified professional shall be required to report such variance to the Engineering Consultant within 48 hours and shall be empowered to order immediate repairs to the sediment and erosion control measures. The qualified professional will also be responsible for observing the adequacy of the vegetation growth (trees, shrubs, groundcovers and turfgrasses) in newly graded areas and for ordering 43 additional plantings if the established plant materials do not adequately protect the ground surface from erosion. 2. Following Construction Site maintenance activities on the property will include: • Ground’s maintenance, including mowing of lawns. • Planting of trees, shrubs and groundcovers; pruning of trees and shrubs. • Application of fertilizer and herbicides. • Maintenance of stormwater management areas. • The Village of Rye Brook’s Best Management Practices form shall be completed on an annual basis and reported to the Village. • The owner shall hire a street sweeping company to clean the Site’s ring road when necessary. Grounds maintenance on the site will be performed by the landscaping contractor in direct compliance with the NYSDEC guidelines detailed in the NYS Text of Nutrient Runoff Law – Environmental Conservation Law, article 17, title 21 and Agriculture and Markets Law section 146-g, effective January 2021 and summarized below. • Do not use lawn fertilizer that contains phosphorus unless new lawn is being established or a soil test shows that the lawn does not have enough phosphorus. • Do not apply any lawn fertilizer between December 1 and April 1. • Do not apply fertilizer on sidewalks, driveways, or other impervious surfaces. If fertilizer spills onto these surfaces, it must be swept up to prevent washing into drains or waterways. It shall not be hosed off. • Do not apply lawn fertilizer with 20 feet of any water body unless… o There is at least a 10-foot buffer of shrubs, trees, or other plants between the area you are fertilizing and the water. 44 o Fertilizer can be applied no closer than 3 feet from the water using a device with a spreader guard, deflector shield or drop spreader. Fertilizer is typically applied twice in the year - once in the spring and once in the fall. The application of fertilizer is usually necessary to maintain healthy lawn growth due to competition for nutrients with trees and shrubs and since the clippings are often removed. It is not recommended that fertilizer be applied during the summer. It is at this time that lawns are typically dormant. Fertilizers come in three basic types: (1) Organic; (2) Soluble synthetic and (3) Slow release. Organic fertilizers are derived from plant or animal waste. Since they are heavier and bulkier than other fertilizers, it is necessary to apply a much greater amount at one time. Soluble synthetic fertilizers are predictable with determining the exact impact on a lawn. However, more applications are necessary since their effect is often short term. Slow-release fertilizers have a high percentage of nitrogen so quantities that need to be handled at one time are smaller. Slow-release fertilizers will be utilized by the project. A complete fertilizer contains all three of the primary nutrients - nitrogen (N), phosphorus (P) and potassium in the form of potash (K). Typically, a 3-1-2 ratio of nutrients (N-P-K) is used for lawn applications. Fertilizer shall be applied by the landscape contractor in accordance with the manufacturer’s instructions. The application of fertilizer does require some skill on the part of the operator. Should there be a spill of fertilizer, the landscape contractor shall be required to scrape or vacuum it up. The area will then be watered in accordance with the manufacturer’s instructions to ensure that the fertilizer becomes soluble and available to plants and does not run off. 900 King Street Owner, LLC will be responsible for the long-term operation and maintenance of the permanent stormwater management practices. The permanent stormwater management 45 practices shall be maintained in accordance with the Maintenance Inspection Checklists provided in the Appendix F. VIII. CONCLUSION This Stormwater Pollution Prevention Plan has been prepared to describe the project’s pre and post-development stormwater management improvements and its sediment and erosion control improvements to be utilized during construction. The proposed permanent improvements and the interim improvements to be utilized during construction have been designed in accordance with the requirements of the: • New York State Department of Environmental Conservation (NYSDEC) SPDES General Permit No. GP-0-20-001, effective January 29, 2020. • New York State Stormwater Management Design Manual. • Chapter 217 "Stormwater Management" of the Village Zoning Code. The project employs a variety of practices to enhance stormwater quality and reduce peak rates of runoff associated with the proposed improvements. These measures include vegetated swales, subsurface infiltration systems and improvements to the existing stormwater detention basin. These improvements will also mitigate runoff volumes from the proposed improvements as runoff volumes will be slightly reduced or maintained in all the analyzed storms. Based on the foregoing, it is our professional opinion that the proposed improvements will provide water quantity and quality enhancements which exceed the above-mentioned requirements and are not anticipated to have any adverse impacts to the site or any surrounding areas. APPENDIX A EXISTING HYDROLOGIC CALCULATIONS Scenario: Rye Brook - Synthetic Curve, 1 yrs OUTLET DET 2OUTLET DET 1Reach 1BPage 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/18/2021 PondPack CONNECT Edition[10.02.00.01]Bentley Systems, Inc. Haestad Methods Solution CenterEDA.ppc APPENDIX B PROPOSED HYDROLOGIC CALCULATIONS Scenario: Rye Brook - Synthetic Curve, 1 yrs O C S -1A -3OCS-1A-2OU TLET 1B OUTLET DET 2OUTLET DET 1Reach 1BPage 1 of 127 Siemon Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2/18/2021 PondPack CONNECT Edition[10.02.00.01]Bentley Systems, Inc. Haestad Methods Solution CenterPDA.ppc APPENDIX C NYSDEC STORMWATER SIZING CALCULATIONS New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.1 Introduction Chapter 4: Unified Stormwater Sizing Criteria 1 Channel protection, overbank flood, and extreme storm requirements may be waived in some instances if the conditions specified in this chapter are met. For SMPs involving dams, follow Appendix A, Guidelines for Design of Dams for safe passage of the design flood. 2 For required sizing criteria in redevelopment projects and phosphorus limited watersheds refer to Chapters 9 and 10, respectively. Table 4.1 New York Stormwater Sizing Criteria1 Water Quality Volume (WQV) Water Qualility 90% Rule: WQv(acre-feet) = [(P)(Rv)(A)] /12 Rv = 0.05+0.009(I) I = Impervious Cover (Percent) P(inch) = 90% Rainfall Event Number (See Figure 4.1)2 A = site area in acres Runoff Reduction Volume(RRv) RRv (acre-feet) = Reduction of the total WQv by application of runoff reduction techniques and standard SMPs with RRv capacity to replicate pre-development hydrology. The minimum required RRv is defined as the Specified Reduction Factor (S), provided objective technical justification is documented. Channel Protection Volume(Cpv) Default Criterion: Cpv(acre-feet) = 24 hour extended detention of post-developed 1-year, 24-hour storm event; remaining after runoff reduction. Where site conditions allow, Runoff reduction of total CPv , is encouraged tion for Sites Larger than 50 Acres: Distributed Runoff Control - geomorphic assessment to determine the bankfull channel characteristics and thresholds for channel stability and bedload movement. Overbank Flood (Qp) Qp(cfs)=Control the peak discharge from the 10-year storm to 10-year predevelopment rates. Extreme Storm (Qf)h Qf(cfs)=Control the peak discharge from the 100-year storm to 100-year predevelopment rates. Safely pass the 100-year storm event. Alternative method (WQv): Design, construct, and maintain systems sized to capture, reduce, reuse, treat, and manage rainfall on-site, and prevent the off-site discharge of the precipitation from all rainfall events less than or equal to the 95th percentile rainfall event, computed by an acceptable continuous simulation model. 4-1 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.1 Introduction Section 4.1 Introduction This chapter presents a unified approach for sizing green infrastructure for runoff reduction and SMPs to meet pollutant removal goals, reduce channel erosion, prevent overbank flooding, and help control extreme floods. For a summary, please consult Table 4.1 below. The remaining sections describe the sizing criteria in detail and present guidance on how to properly compute and apply the required reduction and storage volumes. Section 4.2 Water Quality Volume (WQv) The Water Quality Volume (denoted as the WQv) is intended to improve water quality by capturing and treating runoff from small, frequent storm events that tend to contain higher pollutant levels. New York has defined the WQv as the volume of runoff generated from the entire 90th percentile rain event. Essentially what this means is that a practice sized using the WQv will capture and treat 90% of all 24 hour rain events. The WQv is directly related to the amount of impervious cover constructed at a site. Contour lines of the 90% rainfall event are presented in Figure 4.1. The following equation can be used to determine the water quality storage volume WQv (in acre-feet of storage): 𝑊𝑊𝑊𝑊𝑊𝑊=𝑃𝑃∗𝑅𝑅𝑣𝑣∗𝐴𝐴12 where: WQv = water quality volume (in acre-feet) P = 90% Rainfall Event Number (see Figure 4.1) Rv = 0.05 + 0.009(I), where I is percent impervious cover A = site area in acres (Contributing area) 4-2 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.2 Water Quality Volume (WQv) Figure 4.1: 90th Percentile Rainfall in New York State (NYSDEC, 2013) Basis of Design for Water Quality As a basis for design, the following assumptions may be made: Measuring Impervious Cover: the measured area of a site plan that does not have permanent vegetative or permeable cover shall be considered total impervious cover. Impervious cover is defined as all impermeable surfaces and includes: paved and gravel road surfaces, paved and gravel parking lots, paved driveways, building structures, paved sidewalks, and miscellaneous impermeable structures such as patios, pools, and sheds. Where site size makes direct measurement of impervious cover impractical, the land use/impervious cover relationships presented in Table 4.2 can be used to initially estimate impervious cover. In site specific planning impervious cover must be calculated based the specific proposed impervious cover. 4-3 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.2 Water Quality Volume (WQv) Table 4.2 Land Use and Impervious Cover(Source: Cappiella and Brown, 2001) Land Use Category Mean Impervious Cover Agriculture 2 Open Urban Land* 9 2 Acre Lot Residential 11 1 Acre Lot Residential 14 1/2 Acre Lot Residential 21 1/4Acre Lot Residential 28 1/8 Acre Lot Residential 33 Townhome Residential 41 Multifamily Residential 44 Institutional** 28-41% Light Industrial 48-59% Commercial 68-76% * Open urban land includes developed park land, recreation areas, golf courses, and cemeteries. ** Institutional is defined as places of worship, schools, hospitals, government offices, and police and fire stations • Aquatic Resources: More stringent local regulations may be in place or may be required to protect drinking water reservoirs, lakes, or other sensitive aquatic resources. Consult the local authority to determine the full requirements for these resources. 4-4 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.3 Runoff Reduction Volume (RRv) • SMP Treatment: The final WQv, remaining after application of runoff reduction sizing criterion, shall be treated by an acceptable practice from the list presented in this manual. Please consult Chapter 3 for a list of acceptable practices. • Determining Peak Discharge for WQv Storm: When designing flow splitters for off-line practices, consult the small storm hydrology method provided in Appendix B. • Extended Detention for Water Quality Volume: The water quality requirement for storage systems can be met by providing 24 hours of the WQv (provided a micropool is specified) extended detention. A local jurisdiction may reduce this requirement to as little as 12 hours in trout waters to prevent stream warming. If TR-55 method is used for the design of stormwater management practices for storms greater than 90%, detention time may be calculated using either a center of mass method or plug flow calculation method. • Off-site Areas: Where off-site areas will drain to the SMP, calculate imperviousness of the off-site contributing drainage area based on its current condition. If water quality treatment is provided off- line, the practice must only treat on-site runoff. Section 4.3 Runoff Reduction Volume (RRv) • Runoff reduction shall be achieved by infiltration, groundwater recharge, reuse, recycle, evaporation/evapotranspiration of 100 percent of the post-development water quality volume to replicate pre-development hydrology by maintaining pre-construction infiltration, peak runoff flow, discharge volume, as well as minimizing concentrated flow by using runoff control techniques to provide treatment in a distributed manner before runoff reaches the collection system. This requirement can be accomplished by application of on-site green infrastructure techniques, standard stormwater management practices with runoff reduction capacity, and good operation and maintenance. Runoff Reduction Volume (RRv) RRv (acre-feet)=Reduction of the total WQv by application of green infrastructure techniques and SMPs to replicate pre-development hydrology. The minimum required RRv is defined as the Specified Reduction Factor (S), provided objective technical justification is documented. 4-5 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.3 Runoff Reduction Volume (RRv) • Runoff reduction volume (RRv) may be calculated based on three methods: 1. Reduction of the practice contributing area in WQv computation (as defined in Chapter 5) 2. Reduction of runoff volume by storage capacity of the practice (as defined in Chapter 5) 3. Reduction using standards SMPs with runoff reduction capacity (as defined in Chapter 3) • Projects that cannot meet 100% of runoff reduction requirement due to site limitations that prevent the use of an infiltration technique and/or infiltration of the total WQv shall identify the specific site limitations in the SWPPP. Typical site limitations include: seasonal high groundwater, shallow depth to bedrock, and soils with an infiltration rate less than 0.5 inches/hr. • Construction activities that cannot achieve 100% reduction of the total WQv due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or standard SMP with RRv capacity unless infeasible. In no case shall the runoff reduction achieved from the newly constructed impervious areas be less than the minimum runoff reduction volume (RRvmin) determined by the following equation: 𝑅𝑅𝑅𝑅𝑊𝑊𝑚𝑚𝑚𝑚𝑚𝑚=𝑃𝑃∗𝑅𝑅�𝑣𝑣∗𝐴𝐴𝐴𝐴𝐴𝐴∗𝑆𝑆12 Where: RRvmin= Minimum runoff reduction volume required from impervious area (acre-feet) 𝑅𝑅�𝑣𝑣= 0.05+0.009(I) where I is 100% impervious Aic= Total area of new impervious cover S = Hydrologic Soil Group (HSG) Specific Reduction Factor (S) The specific reduction factor (S) is based on the HSGs present at a site. The following lists the specific reduction factors for the HSGs: o HSG A = 0.55 o HSG B = 0.40 4-6 New York State Stormwater Management Design Manual Chapter 4: Unified Stormwater Sizing Criteria Section 4.4 Stream Channel Protection Volume Requirements (Cpv ) o HSG C = 0.30 o HSG D = 0.20 • The basic premise of runoff reduction is to formally recognize the water quality benefits of certain site design practices to address flow as a pollutant of concern. Reduction of water quality treatment volume is a requirement and reduction of water “quantity” volumes associated with channel protection (Cpv) is encouraged, where soil conditions allow. While runoff reduction methods can be highly effective in reducing WQv, small benefits are offered for peak discharge control of overbank flood control (Qp) and extreme flood control (Qf). If a developer incorporates one or more runoff reduction practices in the design of the site, the required SMP volume for capture and water quality treatment will be reduced. • Site designers and developers are allowed to utilize as many runoff reduction methods as they can on a site. Greater reductions in stormwater storage volumes can be achieved when many techniques are combined (e.g., disconnecting rooftops and protecting natural conservation areas). However, reduction cannot be claimed twice for an identical area of the site (e.g., claiming the stream buffers and disconnecting rooftops over the same site area). • An Underground Injection Control Permit may be required when certain conditions are met. Designer must Consult EPA’s fact sheet for further information: o http://www.epa.gov/safewater/uic/class5/types_stormwater.html o http://www.epa.gov/ogwdw000/uic/class5/pdf/fs_uic- class5_classvstudy_fs_storm.pdf • Designers must be selective with the design of infiltration on sites with karst geology, shallow bedrock and soils, and hotspot land uses. Projects located over karst geology must provide runoff reduction by techniques that do not involve large infiltration basins and deep, concentrated recharge to the ground. A geotechnical assessment is recommended for infiltration and recharge at small scales. For projects identified as “hotspot” runoff reduction cannot be provided by infiltration, unless an enhanced treatment that addresses the pollutants of concern is provided. Section 4.4 Stream Channel Protection Volume Requirements (Cpv ) 4-7 RUNOFF REDUCTION VOLUME WORKSHEET JMC Project:16222 Design Point:1 900 King Street Drainage Area: Total Water Quality Treatment Volume DESCRIPTION SYMBOL VALUE UNITS Initial Water Quality Volume WQV 38,206 CF Adjusted Water Quality Volume WQV 20,201 CF Minimum Runoff Reduction Volume DESCRIPTION SYMBOL VALUE UNITS Design Storm [90% Rainfall Event Number] or [1-yr Storm Depth]P 1.5 In Total Area of new Impervious Cover Aic 6.984 Ac Hydrologic Soil Group (HSG) Specific Reduction Factor S 0.30 Runoff Coefficient [0.05 + 0.009 x %I]RV 0.95 CF Impervious Cover targeted for Runoff Reduction [S x Aic] Ai 2.10 Ac TOTAL VOLUME Required [RRV = (P x RV x Ai) / 12]RRV 10,838 CF Runoff Reduction Techniques (Volume) GREEN INFRASTRUCTURE PRACTICE / SMP SYMBOL VALUE UNITS INFILTRATION SYSTEM 1A-2 RRV 21,147 CF RRV CF RRV CF RRV CF RRV CF RRV CF RRV CF RRV CF RRV CF RRV CF RRV CF TOTAL RRV 21,147 CF Is Total RR V > Adjusted WQ V ? Is Total RR V > Minimum RR V ? PDA-1A-2 YES Runoff Reduction YES Date Printed: 5/14/2019 STORM_TECH RECHARGER MC-4500 (INFILTRATION SYSTEM 1A-2)THE VOLUMES ACCOUNT FOR VOID SPACE IN THE 9" STONE BASE AND SURROUNDING STONEADDITIONAL STONE IS CALCULATED AT 40% VOID SPACEChamberEnd CapHEIGHTSTAGE with Stonewith Stonef.t. f.t. cf/unitcf/end capSTONE COVER 6.00 6.75 162.62 108.69StormTech Crown 5.00 5.75 147.99 95.76StormTech 4.75 5.50 144.14 92.51StormTech 4.50 5.25 139.93 89.16StormTech 4.25 5.00 134.85 85.67StormTech 4.00 4.75 129.24 82.05StormTech 3.75 4.50 123.25 78.28StormTech 3.50 4.25 116.94 74.38StormTech 3.25 4.00 110.37 70.36StormTech 3.00 3.75 103.56 66.22StormTech 2.75 3.50 96.55 61.97StormTech 2.50 3.25 89.36 57.62StormTech 2.25 3.00 82.01 53.18StormTech 2.00 2.75 74.52 48.64StormTech 1.75 2.50 66.89 44.02StormTech 1.50 2.25 59.15 39.31StormTech 1.25 2.00 51.31 34.53StormTech 1.00 1.75 43.38 29.69StormTech 0.75 1.50 35.37 24.77StormTech 0.50 1.25 27.29 19.80DIM. LAY-UPStormTech 0.25 1.00 19.15 14.77StormTech Invert 0.00 0.75 10.97 9.70AREA/UNITs.f. - 36.60BOTTOM BROKEN STONE GRAVEL 0.00 0.00 0.00 HEIGHT 5.00 5.00INFILTRATION1.00in/hr 0.000776 cfs/unit LENGTH f.t. 4.33 4.03ELEVATION BOTTOM STONE 238.85CUMMULATIVEWIDE f.t. 8.33 8.33VOLUME OF STORAGE IN EACH STAGE (cf.)INCREMENT1BASE0 STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGECONSTANTSTAGEinch 0 9 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 57 60 63 66 69 81feet 0.00 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 4.75 5.00 5.25 5.50 5.75 6.75FLOW RATEELEV. 238.85 239.60 239.85 240.10 240.35 240.60 240.85 241.10 241.35 241.60 241.85 242.10 242.35 242.60 242.85 243.10 243.35 243.60 243.85 244.10 244.35 244.60 245.60 cfsEnd Caps8 0.00 9.70 14.77 19.80 24.77 29.69 34.53 39.31 44.02 48.64 53.18 57.62 61.97 66.22 70.36 74.38 78.28 82.05 85.67 89.16 92.51 95.76 108.69Chambers 10.00 10.97 19.15 27.29 35.37 43.38 51.31 59.15 66.89 74.5 82.01 89.36 96.55 103.56 110.37 116.94 123.25 129.24 134.85 139.93 144.14 147.99 162.620.0011 0.00 88.57 137.31 186 234 281 328 374 419 464 507 550 592 633 673 712 749 786 820 853 884 914 1,0320.0012 0.00 99.54 156.46 213 269 324 379 433 486 538 589 640 689 737 784 829 873 915 955 993 1,028 1,062 1,1950.0023 0.00 110.51 175.61 240 304 368 430 492 553 613 671 729 785 840 894 946 996 1,044 1,090 1,133 1,173 1,210 1,3570.0024 0.00 121.48 194.76 268 340 411 481 551 620 687 753 818 882 944 1,004 1,063 1,119 1,173 1,225 1,273 1,317 1,358 1,5200.0035 0.00 132.45 213.91 295 375 454 533 610 687 762 835 908 979 1,048 1,115 1,180 1,242 1,303 1,360 1,413 1,461 1,506 1,6830.0046 0.00 143.42 233.06 322 410 498 584 669 754 836 918 997 1,075 1,151 1,225 1,297 1,366 1,432 1,494 1,553 1,605 1,654 1,8450.0057 0.00 154.39 252.21 349 446 541 635 729 820 911 1,000 1,086 1,172 1,255 1,335 1,414 1,489 1,561 1,629 1,693 1,749 1,802 2,0080.0058 0.00 165.36 271.36 377 481 585 687 788 887 985 1,082 1,176 1,268 1,358 1,446 1,531 1,612 1,690 1,764 1,833 1,893 1,950 2,1700.0069 0.00 176.33 290.51 404 516 628 738 847 954 1,060 1,164 1,265 1,365 1,462 1,556 1,648 1,735 1,820 1,899 1,973 2,037 2,098 2,3330.00710 0.00 187.30 309.66 431 552 671 789 906 1,021 1,134 1,246 1,355 1,461 1,565 1,667 1,764 1,859 1,949 2,034 2,113 2,181 2,246 2,4960.00811 0.00 198.27 328.81 459 587 715 841 965 1,088 1,209 1,328 1,444 1,558 1,669 1,777 1,881 1,982 2,078 2,169 2,253 2,326 2,394 2,6580.00912 0.00 209.24 347.96 486 623 758 892 1,024 1,155 1,283 1,410 1,533 1,654 1,772 1,887 1,998 2,105 2,207 2,304 2,392 2,470 2,542 2,8210.00913 0.00 220.21 367.11 513 658 801 943 1,083 1,222 1,358 1,492 1,623 1,751 1,876 1,998 2,115 2,228 2,337 2,438 2,532 2,614 2,690 2,9840.01014 0.00 231.18 386.26 540 693 845 995 1,143 1,289 1,432 1,574 1,712 1,847 1,980 2,108 2,232 2,352 2,466 2,573 2,672 2,758 2,838 3,1460.01115 0.00 242.15 405.41 568 729 888 1,046 1,202 1,356 1,507 1,656 1,801 1,944 2,083 2,218 2,349 2,475 2,595 2,708 2,812 2,902 2,986 3,3090.01216 0.00 253.12 424.56 595 764 932 1,097 1,261 1,422 1,581 1,738 1,891 2,041 2,187 2,329 2,466 2,598 2,724 2,843 2,952 3,046 3,134 3,4710.01217 0.00 264.09 443.71 622 799 975 1,149 1,320 1,489 1,656 1,820 1,980 2,137 2,290 2,439 2,583 2,721 2,853 2,978 3,092 3,190 3,282 3,6340.01318 0.00 275.06 462.86 650 835 1,018 1,200 1,379 1,556 1,730 1,902 2,069 2,234 2,394 2,550 2,700 2,845 2,983 3,113 3,232 3,335 3,430 3,7970.01419 0.00 286.03 482.01 677 870 1,062 1,251 1,438 1,623 1,805 1,984 2,159 2,330 2,497 2,660 2,817 2,968 3,112 3,248 3,372 3,479 3,578 3,9590.01520 0.00 297.00 501.16 704 906 1,105 1,302 1,497 1,690 1,880 2,066 2,248 2,427 2,601 2,770 2,934 3,091 3,241 3,382 3,512 3,623 3,726 4,1220.01621 0.00 307.97 520.31 731 941 1,149 1,354 1,557 1,757 1,954 2,148 2,338 2,523 2,705 2,881 3,051 3,214 3,370 3,517 3,652 3,767 3,874 4,2850.01622 0.00 318.94 539.46 759 976 1,192 1,405 1,616 1,824 2,029 2,230 2,427 2,620 2,808 2,991 3,168 3,338 3,500 3,652 3,792 3,911 4,022 4,4470.01723 0.00 329.91 558.61 786 1,012 1,235 1,456 1,675 1,891 2,103 2,312 2,516 2,716 2,912 3,101 3,285 3,461 3,629 3,787 3,932 4,055 4,170 4,6100.01824 0.00 340.88 577.76 813 1,047 1,279 1,508 1,734 1,958 2,178 2,394 2,606 2,813 3,015 3,212 3,402 3,584 3,758 3,922 4,072 4,199 4,318 4,7720.01925 0.00 351.85 596.91 841 1,082 1,322 1,559 1,793 2,024 2,252 2,476 2,695 2,910 3,119 3,322 3,519 3,707 3,887 4,057 4,212 4,344 4,466 4,9350.01926 0.00 362.82 616.06 868 1,118 1,365 1,610 1,852 2,091 2,327 2,558 2,784 3,006 3,222 3,433 3,635 3,831 4,017 4,191 4,351 4,488 4,614 5,0980.02027 0.00 373.79 635.21 895 1,153 1,409 1,662 1,912 2,158 2,401 2,640 2,874 3,103 3,326 3,543 3,752 3,954 4,146 4,326 4,491 4,632 4,762 5,2600.02128 0.00 384.76 654.36 923 1,189 1,452 1,713 1,971 2,225 2,476 2,722 2,963 3,199 3,429 3,653 3,869 4,077 4,275 4,461 4,631 4,776 4,910 5,4230.02229 0.00 395.73 673.51 950 1,224 1,496 1,764 2,030 2,292 2,550 2,804 3,052 3,296 3,533 3,764 3,986 4,200 4,404 4,596 4,771 4,920 5,058 5,5860.02330 0.00 406.70 692.66 977 1,259 1,539 1,816 2,089 2,359 2,625 2,886 3,142 3,392 3,637 3,874 4,103 4,324 4,534 4,731 4,911 5,064 5,206 5,7480.02331 0.00 417.67 711.81 1,004 1,295 1,582 1,867 2,148 2,426 2,699 2,968 3,231 3,489 3,740 3,984 4,220 4,447 4,663 4,866 5,051 5,208 5,354 5,9110.02432 0.00 428.64 730.96 1,032 1,330 1,626 1,918 2,207 2,493 2,774 3,050 3,320 3,585 3,844 4,095 4,337 4,570 4,792 5,001 5,191 5,353 5,502 6,0730.02533 0.00 439.61 750.11 1,059 1,365 1,669 1,969 2,266 2,560 2,848 3,132 3,410 3,682 3,947 4,205 4,454 4,693 4,921 5,135 5,331 5,497 5,650 6,2360.02634 0.00 450.58 769.26 1,086 1,401 1,712 2,021 2,326 2,626 2,923 3,214 3,499 3,778 4,051 4,315 4,571 4,817 5,051 5,270 5,471 5,641 5,798 6,3990.02635 0.00 461.55 788.41 1,114 1,436 1,756 2,072 2,385 2,693 2,997 3,296 3,589 3,875 4,154 4,426 4,688 4,940 5,180 5,405 5,611 5,785 5,946 6,5610.02736 0.00 472.52 807.56 1,141 1,471 1,799 2,123 2,444 2,760 3,072 3,378 3,678 3,972 4,258 4,536 4,805 5,063 5,309 5,540 5,751 5,929 6,094 6,7240.02837 0.00 483.49 826.71 1,168 1,507 1,843 2,175 2,503 2,827 3,146 3,460 3,767 4,068 4,361 4,647 4,922 5,186 5,438 5,675 5,891 6,073 6,242 6,8860.02938 0.00 494.46 845.86 1,195 1,542 1,886 2,226 2,562 2,894 3,221 3,542 3,857 4,165 4,465 4,757 5,039 5,310 5,568 5,810 6,031 6,217 6,390 7,0490.02939 0.00 505.43 865.01 1,223 1,578 1,929 2,277 2,621 2,961 3,295 3,624 3,946 4,261 4,569 4,867 5,156 5,433 5,697 5,945 6,171 6,362 6,538 7,2120.03040 0.00 516.40 884.16 1,250 1,613 1,973 2,329 2,680 3,028 3,370 3,706 4,035 4,358 4,672 4,978 5,273 5,556 5,826 6,079 6,310 6,506 6,686 7,3740.03141 0.00 527.37 903.31 1,277 1,648 2,016 2,380 2,740 3,095 3,444 3,788 4,125 4,454 4,776 5,088 5,390 5,679 5,955 6,214 6,450 6,650 6,834 7,5370.03242 0.00 538.34 922.46 1,305 1,684 2,059 2,431 2,799 3,162 3,519 3,870 4,214 4,551 4,879 5,198 5,507 5,803 6,084 6,349 6,590 6,794 6,982 7,7000.03343 0.00 549.31 941.61 1,332 1,719 2,103 2,483 2,858 3,228 3,593 3,952 4,303 4,647 4,983 5,309 5,623 5,926 6,214 6,484 6,730 6,938 7,130 7,8620.03344 0.00 560.28 960.76 1,359 1,754 2,146 2,534 2,917 3,295 3,668 4,034 4,393 4,744 5,086 5,419 5,740 6,049 6,343 6,619 6,870 7,082 7,278 8,0250.03445 0.00 571.25 979.91 1,386 1,790 2,190 2,585 2,976 3,362 3,743 4,116 4,482 4,841 5,190 5,530 5,857 6,172 6,472 6,754 7,010 7,226 7,426 8,1870.03546 0.00 582.22 999.06 1,414 1,825 2,233 2,637 3,035 3,429 3,817 4,198 4,572 4,937 5,294 5,640 5,974 6,296 6,601 6,888 7,150 7,371 7,574 8,3500.036GRAVELGRAVELSTORM-TECH RECHARGER MC-4500 47 0.00 593.19 1,018.21 1,441 1,861 2,276 2,688 3,095 3,496 3,892 4,280 4,661 5,034 5,397 5,750 6,091 6,419 6,731 7,023 7,290 7,515 7,722 8,5130.03648 0.00 604.16 1,037.36 1,468 1,896 2,320 2,739 3,154 3,563 3,966 4,362 4,750 5,130 5,501 5,861 6,208 6,542 6,860 7,158 7,430 7,659 7,870 8,6750.03749 0.00 615.13 1,056.51 1,496 1,931 2,363 2,790 3,213 3,630 4,041 4,444 4,840 5,227 5,604 5,971 6,325 6,665 6,989 7,293 7,570 7,803 8,018 8,8380.03850 0.00 626.10 1,075.66 1,523 1,967 2,407 2,842 3,272 3,697 4,115 4,526 4,929 5,323 5,708 6,081 6,442 6,789 7,118 7,428 7,710 7,947 8,166 9,0010.03951 0.00 637.07 1,094.81 1,550 2,002 2,450 2,893 3,331 3,764 4,190 4,608 5,018 5,420 5,811 6,192 6,559 6,912 7,248 7,563 7,850 8,091 8,314 9,1630.04052 0.00 648.04 1,113.96 1,577 2,037 2,493 2,944 3,390 3,830 4,264 4,690 5,108 5,516 5,915 6,302 6,676 7,035 7,377 7,698 7,990 8,235 8,462 9,3260.04053 0.00 659.01 1,133.11 1,605 2,073 2,537 2,996 3,449 3,897 4,339 4,772 5,197 5,613 6,018 6,412 6,793 7,158 7,506 7,832 8,130 8,380 8,610 9,4880.04154 0.00 669.98 1,152.26 1,632 2,108 2,580 3,047 3,509 3,964 4,413 4,854 5,286 5,709 6,122 6,523 6,910 7,282 7,635 7,967 8,270 8,524 8,758 9,6510.04255 0.00 680.95 1,171.41 1,659 2,144 2,623 3,098 3,568 4,031 4,488 4,936 5,376 5,806 6,226 6,633 7,027 7,405 7,765 8,102 8,409 8,668 8,906 9,8140.04356 0.00 691.92 1,190.56 1,687 2,179 2,667 3,150 3,627 4,098 4,562 5,018 5,465 5,903 6,329 6,744 7,144 7,528 7,894 8,237 8,549 8,812 9,054 9,9760.04357 0.00 702.89 1,209.71 1,714 2,214 2,710 3,201 3,686 4,165 4,637 5,100 5,554 5,999 6,433 6,854 7,261 7,651 8,023 8,372 8,689 8,956 9,202 10,1390.04458 0.00 713.86 1,228.86 1,741 2,250 2,754 3,252 3,745 4,232 4,711 5,182 5,644 6,096 6,536 6,964 7,378 7,775 8,152 8,507 8,829 9,100 9,350 10,3010.04559 0.00 724.83 1,248.01 1,769 2,285 2,797 3,304 3,804 4,299 4,786 5,264 5,733 6,192 6,640 7,075 7,495 7,898 8,282 8,642 8,969 9,244 9,497 10,4640.04660 0.00 735.80 1,267.16 1,796 2,320 2,840 3,355 3,863 4,366 4,860 5,346 5,823 6,289 6,743 7,185 7,611 8,021 8,411 8,776 9,109 9,388 9,645 10,6270.04761 0.00 746.77 1,286.31 1,823 2,356 2,884 3,406 3,923 4,432 4,935 5,428 5,912 6,385 6,847 7,295 7,728 8,144 8,540 8,911 9,249 9,533 9,793 10,7890.04762 0.00 757.74 1,305.46 1,850 2,391 2,927 3,457 3,982 4,499 5,009 5,510 6,001 6,482 6,950 7,406 7,845 8,268 8,669 9,046 9,389 9,677 9,941 10,9520.04863 0.00 768.71 1,324.61 1,878 2,426 2,970 3,509 4,041 4,566 5,084 5,592 6,091 6,578 7,054 7,516 7,962 8,391 8,799 9,181 9,529 9,821 10,089 11,1150.04964 0.00 779.68 1,343.76 1,905 2,462 3,014 3,560 4,100 4,633 5,158 5,674 6,180 6,675 7,158 7,627 8,079 8,514 8,928 9,316 9,669 9,965 10,237 11,2770.05065 0.00 790.65 1,362.91 1,932 2,497 3,057 3,611 4,159 4,700 5,233 5,756 6,269 6,772 7,261 7,737 8,196 8,637 9,057 9,451 9,809 10,109 10,385 11,4400.05066 0.00 801.62 1,382.06 1,960 2,533 3,101 3,663 4,218 4,767 5,307 5,838 6,359 6,868 7,365 7,847 8,313 8,761 9,186 9,585 9,949 10,253 10,533 11,6020.05167 0.00 812.59 1,401.21 1,987 2,568 3,144 3,714 4,278 4,834 5,382 5,920 6,448 6,965 7,468 7,958 8,430 8,884 9,315 9,720 10,089 10,397 10,681 11,7650.05268 0.00 823.56 1,420.36 2,014 2,603 3,187 3,765 4,337 4,901 5,456 6,002 6,537 7,061 7,572 8,068 8,547 9,007 9,445 9,855 10,229 10,542 10,829 11,9280.05369 0.00 834.53 1,439.51 2,041 2,639 3,231 3,817 4,396 4,968 5,531 6,084 6,627 7,158 7,675 8,178 8,664 9,130 9,574 9,990 10,368 10,686 10,977 12,0900.05470 0.00 845.50 1,458.66 2,069 2,674 3,274 3,868 4,455 5,034 5,606 6,166 6,716 7,254 7,779 8,289 8,781 9,254 9,703 10,125 10,508 10,830 11,125 12,2530.05471 0.00 856.47 1,477.81 2,096 2,709 3,318 3,919 4,514 5,101 5,680 6,248 6,806 7,351 7,883 8,399 8,898 9,377 9,832 10,260 10,648 10,974 11,273 12,4160.05572 0.00 867.44 1,496.96 2,123 2,745 3,361 3,971 4,573 5,168 5,755 6,330 6,895 7,447 7,986 8,510 9,015 9,500 9,962 10,395 10,788 11,118 11,421 12,5780.05673 0.00 878.41 1,516.11 2,151 2,780 3,404 4,022 4,632 5,235 5,829 6,412 6,984 7,544 8,090 8,620 9,132 9,623 10,091 10,529 10,928 11,262 11,569 12,7410.05774 0.00 889.38 1,535.26 2,178 2,816 3,448 4,073 4,692 5,302 5,904 6,494 7,074 7,640 8,193 8,730 9,249 9,747 10,220 10,664 11,068 11,406 11,717 12,9030.05775 0.00 900.35 1,554.41 2,205 2,851 3,491 4,124 4,751 5,369 5,978 6,576 7,163 7,737 8,297 8,841 9,366 9,870 10,349 10,799 11,208 11,551 11,865 13,0660.05876 0.00 911.32 1,573.56 2,232 2,886 3,534 4,176 4,810 5,436 6,053 6,658 7,252 7,834 8,400 8,951 9,482 9,993 10,479 10,934 11,348 11,695 12,013 13,2290.05977 0.00 922.29 1,592.71 2,260 2,922 3,578 4,227 4,869 5,503 6,127 6,740 7,342 7,930 8,504 9,061 9,599 10,116 10,608 11,069 11,488 11,839 12,161 13,3910.06078 0.00 933.26 1,611.86 2,287 2,957 3,621 4,278 4,928 5,570 6,202 6,822 7,431 8,027 8,607 9,172 9,716 10,240 10,737 11,204 11,628 11,983 12,309 13,5540.06179 0.00 944.23 1,631.01 2,314 2,992 3,665 4,330 4,987 5,636 6,276 6,904 7,520 8,123 8,711 9,282 9,833 10,363 10,866 11,339 11,768 12,127 12,457 13,7170.06180 0.00 955.20 1,650.16 2,342 3,028 3,708 4,381 5,046 5,703 6,351 6,986 7,610 8,220 8,815 9,392 9,950 10,486 10,996 11,473 11,908 12,271 12,605 13,8790.06281 0.00 966.17 1,669.31 2,369 3,063 3,751 4,432 5,106 5,770 6,425 7,068 7,699 8,316 8,918 9,503 10,067 10,609 11,125 11,608 12,048 12,415 12,753 14,0420.06382 0.00 977.14 1,688.46 2,396 3,099 3,795 4,484 5,165 5,837 6,500 7,150 7,788 8,413 9,022 9,613 10,184 10,733 11,254 11,743 12,188 12,560 12,901 14,2040.06483 0.00 988.11 1,707.61 2,423 3,134 3,838 4,535 5,224 5,904 6,574 7,232 7,878 8,509 9,125 9,724 10,301 10,856 11,383 11,878 12,327 12,704 13,049 14,3670.06484 0.00 999.08 1,726.76 2,451 3,169 3,881 4,586 5,283 5,971 6,649 7,314 7,967 8,606 9,229 9,834 10,418 10,979 11,513 12,013 12,467 12,848 13,197 14,5300.06585 0.00 1,010.05 1,745.91 2,478 3,205 3,925 4,638 5,342 6,038 6,723 7,396 8,057 8,703 9,332 9,944 10,535 11,102 11,642 12,148 12,607 12,992 13,345 14,6920.06686 0.00 1,021.02 1,765.06 2,505 3,240 3,968 4,689 5,401 6,105 6,798 7,478 8,146 8,799 9,436 10,055 10,652 11,226 11,771 12,282 12,747 13,136 13,493 14,8550.06787 0.00 1,031.99 1,784.21 2,533 3,275 4,012 4,740 5,461 6,172 6,872 7,560 8,235 8,896 9,539 10,165 10,769 11,349 11,900 12,417 12,887 13,280 13,641 15,0170.06888 0.00 1,042.96 1,803.36 2,560 3,311 4,055 4,792 5,520 6,238 6,947 7,642 8,325 8,992 9,643 10,275 10,886 11,472 12,030 12,552 13,027 13,424 13,789 15,1800.06889 0.00 1,053.93 1,822.51 2,587 3,346 4,098 4,843 5,579 6,305 7,021 7,724 8,414 9,089 9,747 10,386 11,003 11,595 12,159 12,687 13,167 13,569 13,937 15,3430.06990 0.00 1,064.90 1,841.66 2,615 3,381 4,142 4,894 5,638 6,372 7,096 7,806 8,503 9,185 9,850 10,496 11,120 11,719 12,288 12,822 13,307 13,713 14,085 15,5050.07091 0.00 1,075.87 1,860.81 2,642 3,417 4,185 4,945 5,697 6,439 7,170 7,888 8,593 9,282 9,954 10,607 11,237 11,842 12,417 12,957 13,447 13,857 14,233 15,6680.07192 0.00 1,086.84 1,879.96 2,669 3,452 4,228 4,997 5,756 6,506 7,245 7,970 8,682 9,378 10,057 10,717 11,354 11,965 12,546 13,092 13,587 14,001 14,381 15,8310.07193 0.00 1,097.81 1,899.11 2,696 3,488 4,272 5,048 5,815 6,573 7,319 8,052 8,771 9,475 10,161 10,827 11,470 12,088 12,676 13,226 13,727 14,145 14,529 15,9930.07294 0.00 1,108.78 1,918.26 2,724 3,523 4,315 5,099 5,875 6,640 7,394 8,134 8,861 9,571 10,264 10,938 11,587 12,212 12,805 13,361 13,867 14,289 14,677 16,1560.07395 0.00 1,119.75 1,937.41 2,751 3,558 4,359 5,151 5,934 6,707 7,469 8,216 8,950 9,668 10,368 11,048 11,704 12,335 12,934 13,496 14,007 14,433 14,825 16,3180.07496 0.00 1,130.72 1,956.56 2,778 3,594 4,402 5,202 5,993 6,774 7,543 8,298 9,040 9,765 10,472 11,158 11,821 12,458 13,063 13,631 14,147 14,578 14,973 16,4810.07597 0.00 1,141.69 1,975.71 2,806 3,629 4,445 5,253 6,052 6,840 7,618 8,380 9,129 9,861 10,575 11,269 11,938 12,581 13,193 13,766 14,286 14,722 15,121 16,6440.07598 0.00 1,152.66 1,994.86 2,833 3,664 4,489 5,305 6,111 6,907 7,692 8,462 9,218 9,958 10,679 11,379 12,055 12,705 13,322 13,901 14,426 14,866 15,269 16,8060.07699 0.00 1,163.63 2,014.01 2,860 3,700 4,532 5,356 6,170 6,974 7,767 8,544 9,308 10,054 10,782 11,490 12,172 12,828 13,451 14,036 14,566 15,010 15,41716,9690.077100 0.00 1,174.60 2,033.16 2,887 3,735 4,576 5,407 6,229 7,041 7,841 8,626 9,397 10,151 10,886 11,600 12,289 12,951 13,580 14,170 14,706 15,154 15,565 17,1320.078101 0.00 1,185.57 2,052.31 2,915 3,771 4,619 5,459 6,289 7,108 7,916 8,708 9,486 10,247 10,989 11,710 12,406 13,074 13,710 14,305 14,846 15,298 15,713 17,2940.078102 0.00 1,196.54 2,071.46 2,942 3,806 4,662 5,510 6,348 7,175 7,990 8,790 9,576 10,344 11,093 11,821 12,523 13,198 13,839 14,440 14,986 15,442 15,861 17,4570.079103 0.00 1,207.51 2,090.61 2,969 3,841 4,706 5,561 6,407 7,242 8,065 8,872 9,665 10,440 11,196 11,931 12,640 13,321 13,968 14,575 15,126 15,587 16,009 17,6190.080104 0.00 1,218.48 2,109.76 2,997 3,877 4,749 5,612 6,466 7,309 8,139 8,954 9,754 10,537 11,300 12,041 12,757 13,444 14,097 14,710 15,266 15,731 16,157 17,7820.081105 0.00 1,229.45 2,128.91 3,024 3,912 4,792 5,664 6,525 7,376 8,214 9,036 9,844 10,634 11,404 12,152 12,874 13,567 14,227 14,845 15,406 15,875 16,305 17,9450.081106 0.00 1,240.42 2,148.06 3,051 3,947 4,836 5,715 6,584 7,443 8,288 9,119 9,933 10,730 11,507 12,262 12,991 13,691 14,356 14,979 15,546 16,019 16,453 18,1070.082107 0.00 1,251.39 2,167.21 3,078 3,983 4,879 5,766 6,644 7,509 8,363 9,201 10,022 10,827 11,611 12,372 13,108 13,814 14,485 15,114 15,686 16,163 16,601 18,2700.083108 0.00 1,262.36 2,186.36 3,106 4,018 4,923 5,818 6,703 7,576 8,437 9,283 10,112 10,923 11,714 12,483 13,225 13,937 14,614 15,249 15,826 16,307 16,749 18,4320.084109 0.00 1,273.33 2,205.51 3,133 4,053 4,966 5,869 6,762 7,643 8,512 9,365 10,201 11,020 11,818 12,593 13,342 14,060 14,744 15,384 15,966 16,451 16,897 18,5950.085110 0.00 1,284.30 2,224.66 3,160 4,089 5,009 5,920 6,821 7,710 8,586 9,447 10,291 11,116 11,921 12,704 13,458 14,184 14,873 15,519 16,106 16,595 17,045 18,7580.085111 0.00 1,295.27 2,243.81 3,188 4,124 5,053 5,972 6,880 7,777 8,661 9,529 10,380 11,213 12,025 12,814 13,575 14,307 15,002 15,654 16,246 16,740 17,193 18,9200.086112 0.00 1,306.24 2,262.96 3,215 4,160 5,096 6,023 6,939 7,844 8,735 9,611 10,469 11,309 12,128 12,924 13,692 14,430 15,131 15,789 16,385 16,884 17,341 19,0830.087113 0.00 1,317.21 2,282.11 3,242 4,195 5,139 6,074 6,998 7,911 8,810 9,693 10,559 11,406 12,232 13,035 13,809 14,553 15,261 15,923 16,525 17,028 17,489 19,2460.088114 0.00 1,328.18 2,301.26 3,269 4,230 5,183 6,126 7,058 7,978 8,884 9,775 10,648 11,502 12,336 13,145 13,926 14,677 15,390 16,058 16,665 17,172 17,637 19,4080.088115 0.00 1,339.15 2,320.41 3,297 4,266 5,226 6,177 7,117 8,045 8,959 9,857 10,737 11,599 12,439 13,255 14,043 14,800 15,519 16,193 16,805 17,316 17,785 19,5710.089116 0.00 1,350.12 2,339.56 3,324 4,301 5,270 6,228 7,176 8,111 9,033 9,939 10,827 11,696 12,543 13,366 14,160 14,923 15,648 16,328 16,945 17,460 17,933 19,7330.090117 0.00 1,361.09 2,358.71 3,351 4,336 5,313 6,280 7,235 8,178 9,108 10,021 10,916 11,792 12,646 13,476 14,277 15,046 15,777 16,463 17,085 17,604 18,081 19,8960.091118 0.00 1,372.06 2,377.86 3,379 4,372 5,356 6,331 7,294 8,245 9,182 10,103 11,005 11,889 12,750 13,587 14,394 15,170 15,907 16,598 17,225 17,749 18,229 20,0590.092119 0.00 1,383.03 2,397.01 3,406 4,407 5,400 6,382 7,353 8,312 9,257 10,185 11,095 11,985 12,853 13,697 14,511 15,293 16,036 16,733 17,365 17,893 18,377 20,2210.092120 0.00 1,394.00 2,416.16 3,433 4,443 5,443 6,433 7,412 8,379 9,332 10,267 11,184 12,082 12,957 13,807 14,628 15,416 16,165 16,867 17,505 18,037 18,525 20,3840.093121 0.00 1,404.97 2,435.31 3,460 4,478 5,487 6,485 7,472 8,446 9,406 10,349 11,274 12,178 13,061 13,918 14,745 15,539 16,294 17,002 17,645 18,181 18,673 20,5470.094122 0.00 1,415.94 2,454.46 3,488 4,513 5,530 6,536 7,531 8,513 9,481 10,431 11,363 12,275 13,164 14,028 14,862 15,663 16,424 17,137 17,785 18,325 18,821 20,7090.095123 0.00 1,426.91 2,473.61 3,515 4,549 5,573 6,587 7,590 8,580 9,555 10,513 11,452 12,371 13,268 14,138 14,979 15,786 16,553 17,272 17,925 18,469 18,969 20,8720.095124 0.00 1,437.88 2,492.76 3,542 4,584 5,617 6,639 7,649 8,647 9,630 10,595 11,542 12,468 13,371 14,249 15,096 15,909 16,682 17,407 18,065 18,613 19,117 21,0340.096 125 0.00 1,448.85 2,511.91 3,570 4,619 5,660 6,690 7,708 8,713 9,704 10,677 11,631 12,565 13,475 14,359 15,213 16,032 16,811 17,542 18,205 18,758 19,265 21,1970.097126 0.00 1,459.82 2,531.06 3,597 4,655 5,703 6,741 7,767 8,780 9,779 10,759 11,720 12,661 13,578 14,470 15,329 16,156 16,941 17,676 18,344 18,902 19,413 21,3600.098127 0.00 1,470.79 2,550.21 3,624 4,690 5,747 6,793 7,827 8,847 9,853 10,841 11,810 12,758 13,682 14,580 15,446 16,279 17,070 17,811 18,484 19,046 19,561 21,5220.099128 0.00 1,481.76 2,569.36 3,652 4,726 5,790 6,844 7,886 8,914 9,928 10,923 11,899 12,854 13,785 14,690 15,563 16,402 17,199 17,946 18,624 19,190 19,709 21,6850.099129 0.00 1,492.73 2,588.51 3,679 4,761 5,834 6,895 7,945 8,981 10,002 11,005 11,988 12,951 13,889 14,801 15,680 16,525 17,328 18,081 18,764 19,334 19,857 21,8480.100130 0.00 1,503.70 2,607.66 3,706 4,796 5,877 6,947 8,004 9,048 10,077 11,087 12,078 13,047 13,993 14,911 15,797 16,649 17,458 18,216 18,904 19,478 20,005 22,0100.101131 0.00 1,514.67 2,626.81 3,733 4,832 5,920 6,998 8,063 9,115 10,151 11,169 12,167 13,144 14,096 15,021 15,914 16,772 17,587 18,351 19,044 19,622 20,153 22,1730.102132 0.00 1,525.64 2,645.96 3,761 4,867 5,964 7,049 8,122 9,182 10,226 11,251 12,256 13,240 14,200 15,132 16,031 16,895 17,716 18,486 19,184 19,767 20,301 22,3350.102133 0.00 1,536.61 2,665.11 3,788 4,902 6,007 7,100 8,181 9,249 10,300 11,333 12,346 13,337 14,303 15,242 16,148 17,018 17,845 18,620 19,324 19,911 20,449 22,4980.103134 0.00 1,547.58 2,684.26 3,815 4,938 6,050 7,152 8,241 9,315 10,375 11,415 12,435 13,433 14,407 15,352 16,265 17,142 17,975 18,755 19,464 20,055 20,597 22,6610.104135 0.00 1,558.55 2,703.41 3,843 4,973 6,094 7,203 8,300 9,382 10,449 11,497 12,525 13,530 14,510 15,463 16,382 17,265 18,104 18,890 19,604 20,199 20,745 22,8230.105136 0.00 1,569.52 2,722.56 3,870 5,008 6,137 7,254 8,359 9,449 10,524 11,579 12,614 13,627 14,614 15,573 16,499 17,388 18,233 19,025 19,744 20,343 20,893 22,9860.106137 0.00 1,580.49 2,741.71 3,897 5,044 6,181 7,306 8,418 9,516 10,598 11,661 12,703 13,723 14,717 15,684 16,616 17,511 18,362 19,160 19,884 20,487 21,041 23,1480.106138 0.00 1,591.46 2,760.86 3,924 5,079 6,224 7,357 8,477 9,583 10,673 11,743 12,793 13,820 14,821 15,794 16,733 17,635 18,492 19,295 20,024 20,631 21,189 23,3110.107139 0.00 1,602.43 2,780.01 3,952 5,115 6,267 7,408 8,536 9,650 10,747 11,825 12,882 13,916 14,925 15,904 16,850 17,758 18,621 19,430 20,164 20,776 21,337 23,4740.108140 0.00 1,613.40 2,799.16 3,979 5,150 6,311 7,460 8,595 9,717 10,822 11,907 12,971 14,013 15,028 16,015 16,967 17,881 18,750 19,564 20,303 20,920 21,485 23,6360.109141 0.00 1,624.37 2,818.31 4,006 5,185 6,354 7,511 8,655 9,784 10,896 11,989 13,061 14,109 15,132 16,125 17,084 18,004 18,879 19,699 20,443 21,064 21,633 23,7990.109142 0.00 1,635.34 2,837.46 4,034 5,221 6,397 7,562 8,714 9,851 10,971 12,071 13,150 14,206 15,235 16,235 17,201 18,128 19,008 19,834 20,583 21,208 21,781 23,9620.110143 0.00 1,646.31 2,856.61 4,061 5,256 6,441 7,614 8,773 9,917 11,045 12,153 13,239 14,302 15,339 16,346 17,317 18,251 19,138 19,969 20,723 21,352 21,929 24,1240.111144 0.00 1,657.28 2,875.76 4,088 5,291 6,484 7,665 8,832 9,984 11,120 12,235 13,329 14,399 15,442 16,456 17,434 18,374 19,267 20,104 20,863 21,496 22,077 24,2870.112145 0.00 1,668.25 2,894.91 4,115 5,327 6,528 7,716 8,891 10,051 11,195 12,317 13,418 14,496 15,546 16,567 17,551 18,497 19,396 20,239 21,003 21,640 22,225 24,4490.113146 0.00 1,679.22 2,914.06 4,143 5,362 6,571 7,768 8,950 10,118 11,269 12,399 13,508 14,592 15,650 16,677 17,668 18,621 19,525 20,373 21,143 21,785 22,373 24,6120.113147 0.00 1,690.19 2,933.21 4,170 5,398 6,614 7,819 9,010 10,185 11,344 12,481 13,597 14,689 15,753 16,787 17,785 18,744 19,655 20,508 21,283 21,929 22,521 24,7750.114148 0.00 1,701.16 2,952.36 4,197 5,433 6,658 7,870 9,069 10,252 11,418 12,563 13,686 14,785 15,857 16,898 17,902 18,867 19,784 20,643 21,423 22,073 22,669 24,9370.115149 0.00 1,712.13 2,971.51 4,225 5,468 6,701 7,921 9,128 10,319 11,493 12,645 13,776 14,882 15,960 17,008 18,019 18,990 19,913 20,778 21,563 22,217 22,817 25,1000.116150 0.00 1,723.10 2,990.66 4,252 5,504 6,745 7,973 9,187 10,386 11,567 12,727 13,865 14,978 16,064 17,118 18,136 19,114 20,042 20,913 21,703 22,361 22,965 25,2630.116151 0.00 1,734.07 3,009.81 4,279 5,539 6,788 8,024 9,246 10,453 11,642 12,809 13,954 15,075 16,167 17,229 18,253 19,237 20,172 21,048 21,843 22,505 23,113 25,4250.117152 0.00 1,745.04 3,028.96 4,306 5,574 6,831 8,075 9,305 10,519 11,716 12,891 14,044 15,171 16,271 17,339 18,370 19,360 20,301 21,183 21,983 22,649 23,261 25,5880.118153 0.00 1,756.01 3,048.11 4,334 5,610 6,875 8,127 9,364 10,586 11,791 12,973 14,133 15,268 16,374 17,449 18,487 19,483 20,430 21,317 22,123 22,794 23,409 25,7500.119154 0.00 1,766.98 3,067.26 4,361 5,645 6,918 8,178 9,424 10,653 11,865 13,055 14,222 15,364 16,478 17,560 18,604 19,607 20,559 21,452 22,263 22,938 23,557 25,9130.120155 0.00 1,777.95 3,086.41 4,388 5,681 6,961 8,229 9,483 10,720 11,940 13,137 14,312 15,461 16,582 17,670 18,721 19,730 20,689 21,587 22,402 23,082 23,705 26,0760.120156 0.00 1,788.92 3,105.56 4,416 5,716 7,005 8,281 9,542 10,787 12,014 13,219 14,401 15,558 16,685 17,781 18,838 19,853 20,818 21,722 22,542 23,226 23,853 26,2380.121157 0.00 1,799.89 3,124.71 4,443 5,751 7,048 8,332 9,601 10,854 12,089 13,301 14,490 15,654 16,789 17,891 18,955 19,976 20,947 21,857 22,682 23,370 24,001 26,4010.122158 0.00 1,810.86 3,143.86 4,470 5,787 7,092 8,383 9,660 10,921 12,163 13,383 14,580 15,751 16,892 18,001 19,072 20,100 21,076 21,992 22,822 23,514 24,149 26,5630.123159 0.00 1,821.83 3,163.01 4,498 5,822 7,135 8,435 9,719 10,988 12,238 13,465 14,669 15,847 16,996 18,112 19,189 20,223 21,206 22,127 22,962 23,658 24,296 26,7260.123160 0.00 1,832.80 3,182.16 4,525 5,857 7,178 8,486 9,778 11,055 12,312 13,547 14,759 15,944 17,099 18,222 19,305 20,346 21,335 22,261 23,102 23,802 24,444 26,8890.124161 0.00 1,843.77 3,201.31 4,552 5,893 7,222 8,537 9,838 11,121 12,387 13,629 14,848 16,040 17,203 18,332 19,422 20,469 21,464 22,396 23,242 23,947 24,592 27,0510.125162 0.00 1,854.74 3,220.46 4,579 5,928 7,265 8,588 9,897 11,188 12,461 13,711 14,937 16,137 17,306 18,443 19,539 20,593 21,593 22,531 23,382 24,091 24,740 27,2140.126163 0.00 1,865.71 3,239.61 4,607 5,963 7,308 8,640 9,956 11,255 12,536 13,793 15,027 16,233 17,410 18,553 19,656 20,716 21,723 22,666 23,522 24,235 24,888 27,3770.127164 0.00 1,876.68 3,258.76 4,634 5,999 7,352 8,691 10,015 11,322 12,610 13,875 15,116 16,330 17,514 18,664 19,773 20,839 21,852 22,801 23,662 24,37925,036 27,5390.127165 0.00 1,887.65 3,277.91 4,661 6,034 7,395 8,742 10,074 11,389 12,685 13,957 15,205 16,427 17,617 18,774 19,890 20,962 21,981 22,936 23,802 24,52325,184 27,7020.128166 0.00 1,898.62 3,297.06 4,689 6,070 7,439 8,794 10,133 11,456 12,759 14,039 15,295 16,523 17,721 18,884 20,007 21,086 22,110 23,070 23,942 24,66725,332 27,8640.129167 0.00 1,909.59 3,316.21 4,716 6,105 7,482 8,845 10,193 11,523 12,834 14,121 15,384 16,620 17,824 18,995 20,124 21,209 22,239 23,205 24,082 24,81125,480 28,0270.130168 0.00 1,920.56 3,335.36 4,743 6,140 7,525 8,896 10,252 11,590 12,908 14,203 15,473 16,716 17,928 19,105 20,241 21,332 22,369 23,340 24,222 24,95625,628 28,1900.130169 0.00 1,931.53 3,354.51 4,770 6,176 7,569 8,948 10,311 11,657 12,983 14,285 15,563 16,813 18,031 19,215 20,358 21,455 22,498 23,475 24,361 25,10025,776 28,3520.131170 0.00 1,942.50 3,373.66 4,798 6,211 7,612 8,999 10,370 11,723 13,058 14,367 15,652 16,909 18,135 19,326 20,475 21,579 22,627 23,610 24,501 25,24425,924 28,5150.132171 0.00 1,953.47 3,392.81 4,825 6,246 7,656 9,050 10,429 11,790 13,132 14,449 15,742 17,006 18,239 19,436 20,592 21,702 22,756 23,745 24,641 25,38826,072 28,6780.133172 0.00 1,964.44 3,411.96 4,852 6,282 7,699 9,102 10,488 11,857 13,207 14,531 15,831 17,102 18,342 19,547 20,709 21,825 22,886 23,880 24,781 25,53226,220 28,8400.133173 0.00 1,975.41 3,431.11 4,880 6,317 7,742 9,153 10,547 11,924 13,281 14,613 15,920 17,199 18,446 19,657 20,826 21,948 23,015 24,014 24,921 25,67626,368 29,0030.134174 0.00 1,986.38 3,450.26 4,907 6,353 7,786 9,204 10,607 11,991 13,356 14,695 16,010 17,295 18,549 19,767 20,943 22,072 23,144 24,149 25,061 25,82026,516 29,1650.135 STORM_TECH RECHARGER MC-35009INFILTRATION SYSTEM 1A-3)THE VOLUMES ACCOUNT FOR VOID SPACE IN THE 9" STONE BASE AND SURROUNDING STONEADDITIONAL STONE IS CALCULATED AT 40% VOID SPACEChamberEnd CapHEIGHT STAGE with Stone with Stonef.t. f.t. cf/unit cf/end capSTONE COVER 4.75 5.50 178.96 46.96StormTech Crown 3.75 4.50 158.42 40.13StormTech 3.50 4.25 152.95 38.41StormTech 3.25 4.00 146.55 36.64StormTech 3.00 3.75 138.86 34.77StormTech 2.75 3.50 130.44 32.81StormTech 2.50 3.25 121.47 30.75StormTech 2.25 3.00 112.04 28.58StormTech 2.00 2.75 102.24 26.30StormTech 1.75 2.50 92.12 23.93StormTech 1.50 2.25 81.72 21.45StormTech 1.25 2.00 71.09 18.88StormTech 1.00 1.75 60.25 16.24StormTech 0.75 1.50 49.25 13.52StormTech 0.50 1.25 38.09 10.76DIM. LAY-UPStormTech 0.25 1.00 26.81 7.96StormTech Invert 0.00 0.75 15.41 5.12AREA/UNITs.f. - 51.40BOTTOM BROKEN STONE GRAVEL 0.00 0.00 0.00 HEIGHT 3.75 3.75INFILTRATION1.00in/hr 0.0010645 cfs/unit LENGTH f.t. 7.50 7.17ELEVATION BOTTOM STONE 246.00CUMMULATIVEWIDE f.t. 6.42 6.42GUIDANCEVOLUME OF STORAGE IN EACH STAGE (cf.)W-quantityINCREMENT1VolumeBASE1 STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGE STAGECONSTANTinfiltrateStorage +inch 0 9 12 15 18 21 24 27 30 33 36 39 42 45 48 51 54 66No UNIT0.00 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 3.25 3.50 3.75 4.00 4.25 4.50 5.50FLOW RATE AREA*UNITin 12 hrsInfiltrationELEV. 246.00 246.75 247.00 247.25 247.50 247.75 248.00 248.25 248.50 248.75 249.00 249.25 249.50 249.75 250.00 250.25 250.50 251.50 cfs cf cfEnd Caps20 0.00 5.12 7.96 10.76 13.52 16.24 18.88 21.45 23.93 26.30 28.58 30.75 32.81 34.77 36.64 38.41 40.13 46.96Chambers 10.00 15.41 26.81 38.09 49.25 60.25 71.09 81.72 92.12 102.2 112.04 121.47 130.44 138.86 146.55 152.95 158.42 178.960.00151.402 0.00 133.22 212.82 291 369 445 520 592 663 730 796 858 917 973 1,026 1,074 1,119 1,2970.002102.80 92 1,009 3 0.00 148.63 239.63 329 418 506 591 674 755 833 908 979 1,048 1,112 1,172 1,227 1,278 1,4760.003154.20 138 1,185 4 0.00 164.04 266.44 368 467 566 662 756 847 935 1,020 1,101 1,178 1,251 1,3191,380 1,436 1,6550.004205.60 184 1,362 5 0.00 179.45 293.25 406 517 626 733 838 939 1,037 1,132 1,222 1,308 1,390 1,466 1,533 1,595 1,8340.005257.00 230 1,538 6 0.00 194.86 320.06 444 566 686 804 919 1,031 1,139 1,244 1,344 1,439 1,529 1,612 1,686 1,753 2,0130.006308.40 276 1,715 7 0.00 210.27 346.87 482 615 747 875 1,001 1,123 1,242 1,356 1,465 1,569 1,667 1,759 1,839 1,912 2,1920.007359.80 322 1,891 8 0.00 225.68 373.68 520 664 807 946 1,083 1,216 1,344 1,468 1,587 1,700 1,806 1,905 1,992 2,070 2,3710.009411.20 368 2,068 9 0.00 241.09 400.49 558 714 867 1,017 1,164 1,308 1,446 1,580 1,708 1,830 1,945 2,052 2,145 2,228 2,5500.010462.60 414 2,244 10 0.00 256.50 427.30 596 763 927 1,089 1,246 1,400 1,548 1,692 1,830 1,961 2,084 2,198 2,298 2,387 2,7290.011514.00 460 2,420 11 0.00 271.91 454.11 634 812 988 1,160 1,328 1,492 1,651 1,804 1,951 2,091 2,223 2,345 2,451 2,545 2,9080.012565.40 506 2,597 12 0.00 287.32 480.92 672 861 1,048 1,231 1,410 1,584 1,753 1,916 2,073 2,221 2,362 2,491 2,604 2,704 3,0870.013616.80 552 2,773 13 0.00 302.73 507.73 710 911 1,108 1,302 1,491 1,676 1,855 2,028 2,194 2,352 2,501 2,638 2,757 2,862 3,2660.014668.20 598 2,950 14 0.00 318.14 534.54 748 960 1,168 1,373 1,573 1,768 1,957 2,140 2,316 2,482 2,639 2,785 2,910 3,020 3,4450.015719.60 644 3,126 15 0.00 333.55 561.35 787 1,009 1,229 1,444 1,655 1,860 2,060 2,252 2,437 2,613 2,778 2,931 3,062 3,179 3,6240.016771.00 690 3,303 16 0.00 348.96 588.16 825 1,058 1,289 1,515 1,737 1,953 2,162 2,364 2,559 2,743 2,917 3,078 3,215 3,337 3,8030.017822.40 736 3,479 17 0.00 364.37 614.97 863 1,108 1,349 1,586 1,818 2,045 2,264 2,476 2,680 2,874 3,056 3,224 3,368 3,496 3,9820.018873.80 782 3,655 18 0.00 379.78 641.78 901 1,157 1,409 1,657 1,900 2,137 2,366 2,588 2,801 3,004 3,195 3,371 3,521 3,654 4,1600.019925.20 828 3,832 GRAVELSTORM-TECH RECHARGER MC-3500GRAVEL Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.06592 ft/ft Diameter 2.00 ft Discharge 16.78 ft³/s Results Normal Depth 0.74 ft Flow Area 1.05 ft² Wetted Perimeter 2.61 ft Hydraulic Radius 0.40 ft Top Width 1.93 ft Critical Depth 1.48 ft Percent Full 36.8 % Critical Slope 0.00686 ft/ft Velocity 15.99 ft/s Velocity Head 3.98 ft Specific Energy 4.71 ft Froude Number 3.82 Maximum Discharge 62.48 ft³/s Discharge Full 58.08 ft³/s Slope Full 0.00550 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 36.80 % Downstream Velocity Infinity ft/s Worksheet for Existing - 1 Year 1/23/2019 2:18:09 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.74 ft Critical Depth 1.48 ft Channel Slope 0.06592 ft/ft Critical Slope 0.00686 ft/ft Worksheet for Existing - 1 Year 1/23/2019 2:18:09 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.013 Channel Slope 0.06592 ft/ft Diameter 2.00 ft Discharge 13.25 ft³/s Results Normal Depth 0.65 ft Flow Area 0.88 ft² Wetted Perimeter 2.43 ft Hydraulic Radius 0.36 ft Top Width 1.87 ft Critical Depth 1.31 ft Percent Full 32.5 % Critical Slope 0.00587 ft/ft Velocity 14.98 ft/s Velocity Head 3.49 ft Specific Energy 4.14 ft Froude Number 3.84 Maximum Discharge 62.48 ft³/s Discharge Full 58.08 ft³/s Slope Full 0.00343 ft/ft Flow Type SuperCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 32.48 % Downstream Velocity Infinity ft/s Worksheet for Proposed - 1 Year 1/23/2019 2:19:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of1Page GVF Output Data Upstream Velocity Infinity ft/s Normal Depth 0.65 ft Critical Depth 1.31 ft Channel Slope 0.06592 ft/ft Critical Slope 0.00587 ft/ft Worksheet for Proposed - 1 Year 1/23/2019 2:19:58 PM Bentley Systems, Inc. Haestad Methods Solution CenterBentley FlowMaster V8i (SELECTseries 1) [08.11.01.03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 2of2Page JMC Project:16222 Design Point:1 Drainage Area: SYMBOL PA IE IN %I RV WQV VALUE 1.5 16.028 5.003 1.981 43.57 0.442163714 38,589 UNITS In Ac Ac Ac % CF CF AI Ac Ac SYMBOL PA IEA IN %I RV WQV VALUE 1.5 16.03 1.25 1.98 20.16 0.231468368 20,201 UNITS In Ac Ac Ac % CF CF 38,589 CF 20,201 CF 21,147 CF -946 CF Provided Runoff Reduction Volume Net Water Quality Treatment Volume Required FOR REDEVELOPMENT PROJECTS Existing Impervious Area Initial Water Quality Treatment Volume Runoff Reduction Techniques (Area) Adjusted Water Quality Treatment Volume from Runoff Reduction TechniquesAdjusted Existing Imp. Area (25%) Runoff Coefficient Total Required WQ Volume Net Water Quality Treatment Volume = Adjusted WQv - Provided RRv Initial Water Quality Treatment Volume Adjusted Water Quality Treatment Volume Stream Daylighting TOTAL DESCRIPTION Total Area Impervious Area Percent Impervious SYMBOL Conservation of Natural Areas Sheetflow to Riparian Buffers or Filter Strips Vegetated Swale Tree Planting / Tree Pit Disconnection of Rooftop Runoff UNITS DESCRIPTION Design Storm Area New Impervious Area WATER QUALITY VOLUME WORKSHEET 900 King Street PDA-1A-2 DESCRIPTION Design Storm Area New Impervious Area Percent Impervious Runoff Coefficient Total Required WQ Volume Date Printed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²$XJ7KHRUWKRSKRWRRURWKHUEDVHPDSRQZKLFKWKHVRLOOLQHVZHUHFRPSLOHGDQGGLJLWL]HGSUREDEO\GLIIHUVIURPWKHEDFNJURXQGLPDJHU\GLVSOD\HGRQWKHVHPDSV$VDUHVXOWVRPHPLQRUVKLIWLQJRIPDSXQLWERXQGDULHVPD\EHHYLGHQW+\GURORJLF6RLO*URXS²6WDWHRI&RQQHFWLFXWDQG:HVWFKHVWHU&RXQW\1HZ<RUN1DWXUDO5HVRXUFHV&RQVHUYDWLRQ6HUYLFH:HE6RLO6XUYH\1DWLRQDO&RRSHUDWLYH6RLO6XUYH\3DJHRI +\GURORJLF6RLO*URXS+\GURORJLF6RLO*URXS²6XPPDU\E\0DS8QLW²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²6WDWHRI&RQQHFWLFXWDQG:HVWFKHVWHU&RXQW\1HZ<RUN 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI +\GURORJLF6RLO*URXS²6XPPDU\E\0DS8QLW²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²6XPPDU\E\0DS8QLW²:HVWFKHVWHU&RXQW\1HZ<RUN1< 0DSXQLWV\PERO 0DSXQLWQDPH 5DWLQJ $FUHVLQ$2, 3HUFHQWRI$2, &K% &KDUOWRQILQHVDQG\ ORDPWRSHUFHQW VORSHV % &K& &KDUOWRQILQHVDQG\ ORDPWRSHUFHQW VORSHV % +\GURORJLF6RLO*URXS²6WDWHRI&RQQHFWLFXWDQG:HVWFKHVWHU&RXQW\1HZ<RUN 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI +\GURORJLF6RLO*URXS²6XPPDU\E\0DS8QLW²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²6WDWHRI&RQQHFWLFXWDQG:HVWFKHVWHU&RXQW\1HZ<RUN 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI +\GURORJLF6RLO*URXS²6XPPDU\E\0DS8QLW²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²6WDWHRI&RQQHFWLFXWDQG:HVWFKHVWHU&RXQW\1HZ<RUN 1DWXUDO5HVRXUFHV &RQVHUYDWLRQ6HUYLFH :HE6RLO6XUYH\ 1DWLRQDO&RRSHUDWLYH6RLO6XUYH\ 3DJHRI APPENDIX E NYSDEC STANDARDS AND SPECIFICATIONS FOR EROSION AND SEDIMENT CONTROL November 2016 Page 5.54 New York State Standards and Specifica- tions For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR SILT FENCE Definition & Scope A temporary barrier of geotextile fabric installed on the contours across a slope used to intercept sediment laden runoff from small drainage areas of disturbed soil by tem- porarily ponding the sediment laden runoff allowing settling to occur. The maximum period of use is limited by the ul- traviolet stability of the fabric (approximately one year). Conditions Where Practice Applies A silt fence may be used subject to the following condi- tions: 1. Maximum allowable slope length and fence length will not exceed the limits shown in the Design Criteria for the specific type of silt fence used ; and 2. Maximum ponding depth of 1.5 feet behind the fence; and 3. Erosion would occur in the form of sheet erosion; and 4. There is no concentration of water flowing to the barri-er; and 5. Soil conditions allow for proper keying of fabric, or other anchorage, to prevent blowouts. Design Criteria 1. Design computations are not required for installations of 1 month or less. Longer installation periods should be designed for expected runoff. 2. All silt fences shall be placed as close to the disturbed area as possible, but at least 10 feet from the toe of a slope steeper than 3H:1V, to allow for maintenance and roll down. The area beyond the fence must be undis-turbed or stabilized. 3. The type of silt fence specified for each location on the plan shall not exceed the maximum slope length and maximum fence length requirements shown in the fol-lowing table: 4. Silt fence shall be removed as soon as the disturbed area has achieved final stabilization. The silt fence shall be installed in accordance with the ap- propriate details. Where ends of filter cloth come together, they shall be overlapped, folded and stapled to prevent sedi- ment bypass. Butt joints are not acceptable. A detail of the silt fence shall be shown on the plan. See Figure 5.30 on page 5.56 for Reinforced Silt Fence as an example of details to be provided. Criteria for Silt Fence Materials 1. Silt Fence Fabric: The fabric shall meet the following specifications unless otherwise approved by the appropriate erosion and sediment control plan approval authority. Such approval shall not constitute statewide acceptance. Slope Length/Fence Length (ft.) Slope Steepness Standard Reinforced Super <2% < 50:1 300/1500 N/A N/A 2-10% 50:1 to 10:1 125/1000 250/2000 300/2500 10-20% 10:1 to 5:1 100/750 150/1000 200/1000 20-33% 5:1 to 3:1 60/500 80/750 100/1000 33-50% 3:1 to 2:1 40/250 70/350 100/500 >50% > 2:1 20/125 30/175 50/250 Standard Silt Fence (SF) is fabric rolls stapled to wood-en stakes driven 16 inches in the ground. Reinforced Silt Fence (RSF) is fabric placed against welded wire fabric with anchored steel posts driven 16 inches in the ground. Super Silt Fence (SSF) is fabric placed against chain link fence as support backing with posts driven 3 feet in the ground. New York State Standards and Specifications Page 5.55 November 2016 For Erosion and Sediment Control 2. Fence Posts (for fabricated units): The length shall be a minimum of 36 inches long. Wood posts will be of sound quality hardwood with a minimum cross section-al area of 3.5 square inches. Steel posts will be stand- ard T and U section weighing not less than 1.00 pound per linear foot. Posts for super silt fence shall be stand- ard chain link fence posts. 3. Wire Fence for reinforced silt fence: Wire fencing shall be a minimum 14 gage with a maximum 6 in. mesh opening, or as approved. 4. Prefabricated silt fence is acceptable as long as all ma-terial specifications are met. Reinforced Silt Fence Super Silt Fence Fabric Properties Minimum Acceptable Value Test Method Grab Tensile Strength (lbs) 110 ASTM D 4632 Elongation at Failure (%) 20 ASTM D 4632 Mullen Burst Strength (PSI) 300 ASTM D 3786 Puncture Strength (lbs) 60 ASTM D 4833 Minimum Trapezoidal Tear Strength (lbs) 50 ASTM D 4533 Flow Through Rate (gal/min/sf) 25 ASTM D 4491 Equivalent Opening Size 40-80 US Std Sieve ASTM D 4751 Minimum UV Residual (%) 70 ASTM D 4355 November 2016 Page 5.56 New York State Standards and Specifica- tions For Erosion and Sediment Control Figure 5.30 Reinforced Silt Fence New York State Standards and Specifications Page 5.57 November 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR STORM DRAIN INLET PROTECTION Definition & Scope A temporary barrier with low permeability, installed around inlets in the form of a fence, berm or excavation around an opening, detaining water and thereby reducing the sediment content of sediment laden water by settling thus preventing heavily sediment laden water from entering a storm drain system. Conditions Where Practice Applies This practice shall be used where the drainage area to an inlet is disturbed, it is not possible to temporarily divert the storm drain outfall into a trapping device, and watertight blocking of inlets is not advisable. It is not to be used in place of sediment trapping devices. This practice shall be used with an upstream buffer strip if placed at a storm drain inlet on a paved surface. It may be used in conjunction with storm drain diversion to help prevent siltation of pipes installed with low slope angle. Types of Storm Drain Inlet Practices There are five (5) specific types of storm drain inlet protec- tion practices that vary according to their function, location, drainage area, and availability of materials: I. Excavated Drop Inlet Protection II. Fabric Drop Inlet Protection III. Stone & Block Drop Inlet Protection IV. Paved Surface Inlet Protection V. Manufactured Insert Inlet Protection Design Criteria Drainage Area – The drainage area for storm drain inlets shall not exceed one acre. Erosion control/temporary stabi- lization measures must be implemented on the disturbed drainage area tributary to the inlet. The crest elevations of these practices shall provide storage and minimize bypass flow. Type I – Excavated Drop Inlet Protection This practice is generally used during initial overlot grading after the storm drain trunk line is installed. Limit the drainage area to the inlet device to 1 acre. Exca- vated side slopes shall be no steeper than 2:1. The mini-mum depth shall be 1 foot and the maximum depth 2 feet as measured from the crest of the inlet structure. Shape the excavated basin to fit conditions with the longest dimension oriented toward the longest inflow area to provide maxi-mum trap efficiency. The capacity of the excavated basin should be established to contain 900 cubic feet per acre of disturbed area. Weep holes, protected by fabric and stone, should be provided for draining the temporary pool. Inspect and clean the excavated basin after every storm. Sediment should be removed when 50 percent of the stor- age volume is achieved This material should be incorpo-rated into the site in a stabilized manner. Type II – Fabric Drop Inlet Protection This practice is generally used during final elevation grad- ing phases after the storm drain system is completed. Limit the drainage area to 1 acre per inlet device. Land area slope immediately surrounding this device should not ex-ceed 1 percent. The maximum height of the fabric above the inlet crest shall not exceed 1.5 feet unless reinforced. The top of the barrier should be maintained to allow over-flow to drop into the drop inlet and not bypass the inlet to November 2016 Page 5.58 New York State Standards and Specifica- tions For Erosion and Sediment Control unprotected lower areas. Support stakes for fabric shall be a minimum of 3 feet long, spaced a maximum 3 feet apart. They should be driven close to the inlet so any overflow drops into the inlet and not on the unprotected soil. Im-proved performance and sediment storage volume can be obtained by excavating the area. Inspect the fabric barrier after each rain event and make repairs as needed. Remove sediment from the pool area as necessary with care not to undercut or damage the filter fabric. Upon stabilization of the drainage area, remove all materials and unstable sediment and dispose of properly. Bring the adjacent area of the drop inlet to grade, smooth and compact and stabilize in the appropriate manner to the site. Type III – Stone and Block Drop Inlet Protection This practice is generally used during the initial and inter- mediate overlot grading of a construction site. Limit the drainage area to 1 acre at the drop inlet. The stone barrier should have a minimum height of 1 foot and a maximum height of 2 feet. Do not use mortar. The height should be limited to prevent excess ponding and bypass flow. Recess the first course of blocks at least 2 inches below the crest opening of the storm drain for lateral support. Subse- quent courses can be supported laterally if needed by plac-ing a 2x4 inch wood stud through the block openings per-pendicular to the course. The bottom row should have a few blocks oriented so flow can drain through the block to dewater the basin area. The stone should be placed just below the top of the blocks on slopes of 2:1 or flatter. Place hardware cloth of wire mesh with ½ inch openings over all block openings to hold stone in place. As an optional design, the concrete blocks may be omitted and the entire structure constructed of stone, ringing the outlet (“doughnut”). The stone should be kept at a 3:1 slope toward the inlet to keep it from being washed into the inlet. A level area 1 foot wide and four inches below the crest will further prevent wash. Stone on the slope toward the inlet should be at least 3 inches in size for stability and 1 inch or smaller away from the inlet to control flow rate. The eleva- tion of the top of the stone crest must be maintained 6 inch-es lower than the ground elevation down slope from the inlet to ensure that all storm flows pass over the stone into the storm drain and not past the structure. Temporary dik- ing should be used as necessary to prevent bypass flow. The barrier should be inspected after each rain event and repairs made where needed. Remove sediment as necessary to provide for accurate storage volume for subsequent rains. Upon stabilization of contributing drainage area, remove all materials and any unstable soil and dispose of properly. Bring the disturbed area to proper grade, smooth, compact and stabilize in a manner appropriate to the site. Type IV – Paved Surface Inlet Protection This practice is generally used after pavement construction has been done while final grading and soil stabilization is occurring. These practices should be used with upstream buffer strips in linear construction applications, and with temporary surface stabilization for overlot areas, to reduce the sediment load at the practice. This practice includes sand bags, compost filter socks, geo-tubes filled with bal-last, and manufactured surface barriers. Pea gravel can also be used in conjunction with these practices to improve per-formance. When the inlet is not at a low point, and is off- set from the pavement or gutter line, protection should be selected and installed so that flows are not diverted around the inlet. New York State Standards and Specifications Page 5.59 November 2016 For Erosion and Sediment Control The drainage area should be limited to 1 acre at the drain inlet. All practices will be placed at the inlet perimeter or beyond to maximize the flow capacity of the inlet. Practices shall be weighted, braced, tied, or otherwise anchored to prevent movement or shifting of location on paved surfaces. Traffic safety shall be integrated with the use of this prac-tice. All practices should be marked with traffic safety cones as appropriate. Structure height shall not cause flood-ing or by-pass flow that would cause additional erosion. The structure should be inspected after every storm event. Any sediment should be removed and disposed of on the site. Any broken or damaged components should be re- placed. Check all materials for proper anchorage and se-cure as necessary. Type V - Manufactured Insert Inlet Protection The drainage area shall be limited to 1 acre at the drain in- let. All inserts will be installed and anchored in accordance with the manufacturers recommendations and design de- tails. The fabric portion of the structure will equal or exceed the performance standard for the silt fence fabric. The in- serts will be installed to preserve a minimum of 50 percent of the open, unobstructed design flow area of the storm drain inlet opening to maintain capacity for storm events. November 2016 Page 5.60 New York State Standards and Specifica- tions For Erosion and Sediment Control Figure 5.31 Excavated Drop Inlet Protection New York State Standards and Specifications Page 5.61 November 2016 For Erosion and Sediment Control Figure 5.32 Fabric Drop Inlet Protection November 2016 Page 5.62 New York State Standards and Specifica- tions For Erosion and Sediment Control Figure 5.33 Stone & Block Drop Inlet Protection New York State Standards and Specifications Page 4.39 November 2016 For Erosion and Sediment Control Definition and Scope Applying coarse plant residue or chips, or other suitable materials, to cover the soil surface to provide initial erosion control while a seeding or shrub planting is establishing. Mulch will conserve moisture and modify the surface soil temperature and reduce fluctuation of both. Mulch will prevent soil surface crusting and aid in weed control. Mulch can also be used alone for temporary stabilization in non-growing months. Use of stone as a mulch could be more permanent and should not be limited to non-growing months. Conditions Where Practice Applies On soils subject to erosion and on new seedings and shrub plantings. Mulch is useful on soils with low infiltration rates by retarding runoff. Criteria Site preparation prior to mulching requires the installation of necessary erosion control or water management practices and drainage systems. Slope, grade and smooth the site to fit needs of selected mulch products. Remove all undesirable stones and other debris to meet the needs of the anticipated land use and maintenance required. Apply mulch after soil amendments and planting is accomplished or simultaneously if hydroseeding is used. Select appropriate mulch material and application rate or material needs. Hay mulch shall not be used in wetlands or in areas of permanent seeding. Clean straw mulch is preferred alternative in wetland application. Determine local availability. Select appropriate mulch anchoring material. NOTE: The best combination for grass/legume establishment is straw (cereal grain) mulch applied at 2 ton/ acre (90 lbs./1000sq.ft.) and anchored with wood fiber mulch (hydromulch) at 500 – 750 lbs./acre (11 – 17 lbs./1000 sq. ft.). The wood fiber mulch must be applied through a hydroseeder immediately after mulching. STANDARD AND SPECIFICATIONS FOR MULCHING November 2016 Page 4.40 New York State Standards and Specifications For Erosion and Sediment Control Table 4.2 Guide to Mulch Materials, Rates, and Uses Mulch Material Quality Standards per 1000 Sq. Ft. per Acre Depth of Application Remarks Wood chips or shavings Air-dried. Free of objectionable coarse material 500-900 lbs. 10-20 tons 2-7” Used primarily around shrub and tree plantings and recreation trails to inhibit weed competition. Resistant to wind blowing. Decomposes slowly. Wood fiber cellulose (partly digested wood fibers) Made from natural wood usually with green dye and dispersing agent 50 lbs. 2,000 lbs. — Apply with hydromulcher. No tie down required. Less erosion control provided than 2 tons of hay or straw. Gravel, Crushed Stone or Slag Washed; Size 2B or 3A—1 1/2” 9 cu. yds. 405 cu. yds. 3” Excellent mulch for short slopes and around plants and ornamentals. Use 2B where subject to traffic. (Approximately 2,000 lbs./cu. yd.). Frequently used over filter fabric for better weed control. Hay or Straw Air-dried; free of undesirable seeds & coarse materials 90-100 lbs. 2-3 bales 2 tons (100-120 bales) cover about 90% surface Use small grain straw where mulch is maintained for more than three months. Subject to wind blowing unless anchored. Most commonly used mulching material. Provides the best micro-environment for germinating seeds. Jute twisted yarn Undyed, unbleached plain weave. Warp 78 ends/yd., Weft 41 ends/yd. 60-90 lbs./roll 48” x 50 yds. or 48” x 75 yds. — — Use without additional mulch. Tie down as per manufacturers specifications. Good for center line of concentrated water flow. Excelsior wood fiber mats Interlocking web of excelsior fibers with photodegradable plastic netting 4’ x 112.5’ or 8’ x 112.5’. — — Use without additional mulch. Excellent for seeding establishment. Anchor as per manufacturers specifications. Approximately 72 lbs./roll for excelsior with plastic on both sides. Use two sided plastic for centerline of waterways. Straw or coconut fiber, or combination Photodegradable plastic net on one or two sides Most are 6.5 ft. x 3.5 ft. 81 rolls — Designed to tolerate higher velocity water flow, centerlines of waterways, 60 sq. yds. per roll. New York State Standards and Specifications Page 4.41 November 2016 For Erosion and Sediment Control Table 4.3 Mulch Anchoring Guide Anchoring Method or Material Kind of Mulch to be Anchored How to Apply 1. Peg and Twine Hay or straw After mulching, divide areas into blocks approximately 1 sq. yd. in size. Drive 4-6 pegs per block to within 2” to 3” of soil surface. Secure mulch to surface by stretching twine between pegs in criss-cross pattern on each block. Secure twine around each peg with 2 or more tight turns. Drive pegs flush with soil. Driving stakes into ground tightens the twine. 2. Mulch netting Hay or straw Staple the light-weight paper, jute, wood fiber, or plastic nettings to soil surface according to manufacturer’s recommendations. Should be biodegradable. Most products are not suitable for foot traffic. 3. Wood cellulose fiber Hay or straw Apply with hydroseeder immediately after mulching. Use 500 lbs. wood fiber per acre. Some products contain an adhesive material (“tackifier”), possibly advantageous. 4. Mulch anchoring tool Hay or straw Apply mulch and pull a mulch anchoring tool (blunt, straight discs) over mulch as near to the contour as possible. Mulch material should be “tucked” into soil surface about 3”. 5. Tackifier Hay or straw Mix and apply polymeric and gum tackifiers according to manufacturer’s instructions. Avoid application during rain. A 24-hour curing period and a soil temperature higher than 450 Fahrenheit are required. November 2016 Page 2.30 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A stabilized pad of aggregate underlain with geotextile located at any point where traffic will be entering or leaving a construction site to or from a public right-of-way, street, alley, sidewalk, or parking area. The purpose of stabilized construction access is to reduce or eliminate the tracking of sediment onto public rights-of-way or streets. Conditions Where Practice Applies A stabilized construction access shall be used at all points of construction ingress and egress. Design Criteria See Figure 2.1 on page 2.31 for details. Aggregate Size: Use a matrix of 1-4 inch stone, or reclaimed or recycled concrete equivalent. Thickness: Not less than six (6) inches. Width: 12-foot minimum but not less than the full width of points where ingress or egress occurs. 24-foot minimum if there is only one access to the site. Length: As required, but not less than 50 feet (except on a single residence lot where a 30 foot minimum would apply). Geotextile: To be placed over the entire area to be covered with aggregate. Filter cloth will not be required on a single-family residence lot. Piping of surface water under entrance shall be provided as required. If piping is impossible, a mountable berm with 5:1 slopes will be permitted. Criteria for Geotextile: The geotextile shall be woven or nonwoven fabric consisting only of continuous chain polymeric filaments or yarns of polyester. The fabric shall be inert to commonly encountered chemicals, hydro-carbons, mildew, rot resistant, and conform to the fabric properties as shown: Maintenance The access shall be maintained in a condition which will prevent tracking of sediment onto public rights-of-way or streets. This may require periodic top dressing with additional aggregate. All sediment spilled, dropped, or washed onto public rights-of-way must be removed immediately. When necessary, wheels must be cleaned to remove sediment prior to entrance onto public rights-of-way. When washing is required, it shall be done on an area stabilized with aggregate, which drains into an approved sediment- trapping device. All sediment shall be prevented from entering storm drains, ditches, or watercourses. STANDARD AND SPECIFICATIONS FOR STABILIZED CONSTRUCTION ACCESS Fabric Proper- ties3 Light Duty1 Roads Grade Sub-grade Heavy Duty2 Haul Roads Rough Graded Test Meth- od Grab Tensile Strength (lbs) 200 220 ASTM D1682 Elongation at Failure (%) 50 60 ASTM D1682 Mullen Burst Strength (lbs) 190 430 ASTM D3786 Puncture Strength (lbs) 40 125 ASTM D751 Modified Equivalent 40-80 40-80 US Std Sieve Opening Size CW-02215 Aggregate Depth 6 10 - 1Light Duty Road: Area sites that have been graded to subgrade and where most travel would be single axle vehicles and an occasional multi-axle truck. Acceptable materials are Trevira Spunbond 1115, Mirafi 100X, Typar 3401, or equivalent. 2Heavy Duty Road: Area sites with only rough grading, and where most travel would be multi-axle vehicles. Acceptable materials are Trevira Spunbond 1135, Mirafi 600X, or equivalent. 3Fabrics not meeting these specifications may be used only when design procedure and supporting documentation are supplied to determine ag- gregate depth and fabric strength. New York State Standards and Specifications Page 2.31 November 2016 For Erosion and Sediment Control Figure 2.1 Stabilized Construction Access November 2016 Page 2.24 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A temporary excavated or above ground lined constructed pit where concrete truck mixers and equipment can be washed after their loads have been discharged, to prevent highly alkaline runoff from entering storm drainage systems or leaching into soil. Conditions Where Practice Applies Washout facilities shall be provided for every project where concrete will be poured or otherwise formed on the site. This facility will receive highly alkaline wash water from the cleaning of chutes, mixers, hoppers, vibrators, placing equipment, trowels, and screeds. Under no circumstances will wash water from these operations be allowed to infiltrate into the soil or enter surface waters. Design Criteria Capacity: The washout facility should be sized to contain solids, wash water, and rainfall and sized to allow for the evaporation of the wash water and rainfall. Wash water shall be estimated at 7 gallons per chute and 50 gallons per hopper of the concrete pump truck and/or discharging drum. The minimum size shall be 8 feet by 8 feet at the bottom and 2 feet deep. If excavated, the side slopes shall be 2 horizontal to 1 vertical. Location: Locate the facility a minimum of 100 feet from drainage swales, storm drain inlets, wetlands, streams and other surface waters. Prevent surface water from entering the structure except for the access road. Provide appropriate access with a gravel access road sloped down to the structure. Signs shall be placed to direct drivers to the facility after their load is discharged. Liner: All washout facilities will be lined to prevent leaching of liquids into the ground. The liner shall be plastic sheeting with a minimum thickness of 10 mils with no holes or tears, and anchored beyond the top of the pit with an earthen berm, sand bags, stone, or other structural appurtenance except at the access point. If pre-fabricated washouts are used they must ensure the capture and containment of the concrete wash and be sized based on the expected frequency of concrete pours. They shall be sited as noted in the location criteria. Maintenance All concrete washout facilities shall be inspected daily. Damaged or leaking facilities shall be deactivated and repaired or replaced immediately. Excess rainwater that has accumulated over hardened concrete should be pumped to a stabilized area, such as a grass filter strip. Accumulated hardened material shall be removed when 75% of the storage capacity of the structure is filled. Any excess wash water shall be pumped into a containment vessel and properly disposed of off site. Dispose of the hardened material off-site in a construction/demolition landfill. On-site disposal may be allowed if this has been approved and accepted as part of the projects SWPPP. In that case, the material should be recycled as specified, or buried and covered with a minimum of 2 feet of clean compacted earthfill that is permanently stabilized to prevent erosion. The plastic liner shall be replaced with each cleaning of the washout facility. Inspect the project site frequently to ensure that no concrete discharges are taking place in non-designated areas. STANDARD AND SPECIFICATIONS FOR CONCRETE TRUCK WASHOUT New York State Standards and Specifications Page 4.59 November 2016 For Erosion and Sediment Control Definition & Scope Spreading a specified quality and quantity of topsoil materials on graded or constructed subsoil areas to provide acceptable plant cover growing conditions, thereby reducing erosion; to reduce irrigation water needs; and to reduce the need for nitrogen fertilizer application. Conditions Where Practice Applies Topsoil is applied to subsoils that are droughty (low available moisture for plants), stony, slowly permeable, salty or extremely acid. It is also used to backfill around shrub and tree transplants. This standard does not apply to wetland soils. Design Criteria 1. Preserve existing topsoil in place where possible, thereby reducing the need for added topsoil. 2. Conserve by stockpiling topsoil and friable fine textured subsoils that must be stripped from the excavated site and applied after final grading where vegetation will be established. Topsoil stockpiles must be stabilized. Stockpile surfaces can be stabilized by vegetation, geotextile or plastic covers. This can be aided by orientating the stockpile lengthwise into prevailing winds. 3. Refer to USDA Natural Resource Conservation Service soil surveys or soil interpretation record sheets for further soil texture information for selecting appropriate design topsoil depths. Site Preparation 1. As needed, install erosion and sediment control practices such as diversions, channels, sediment traps, and stabilizing measures, or maintain if already installed. 2. Complete rough grading and final grade, allowing for depth of topsoil to be added. 3. 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. Areas that have been overly compacted shall be decompacted in accordance with the Soil Restoration Standard. 4. Remove refuse, woody plant parts, stones over 3 inches in diameter, and other litter. Topsoil Materials 1. Topsoil shall have at least 6 percent by weight of fine textured stable organic material, and no greater than 20 percent. Muck soil shall not be considered topsoil. 2. Topsoil shall have not less than 20 percent fine textured material (passing the NO. 200 sieve) and not more than 15 percent clay. 3. Topsoil treated with soil sterilants or herbicides shall be so identified to the purchaser. 4. Topsoil shall be relatively free of stones over 1 1/2 inches in diameter, trash, noxious weeds such as nut sedge and quackgrass, and will have less than 10 percent gravel. 5. Topsoil containing soluble salts greater than 500 parts per million shall not be used. 6. Topsoil may be manufactured as a mixture of a mineral component and organic material such as compost. Application and Grading 1. Topsoil shall be distributed to a uniform depth over the area. It shall not be placed when it is partly frozen, muddy, or on frozen slopes or over ice, snow, or standing water puddles. 2. Topsoil placed and graded on slopes steeper than 5 percent shall be promptly fertilized, seeded, mulched, and stabilized by “tracking” with suitable equipment. 3. Apply topsoil in the amounts shown in Table 4.7 below: STANDARD AND SPECIFICATIONS FOR TOPSOILING November 2016 Page 4.60 New York State Standards and Specifications For Erosion and Sediment Control Site Conditions Intended Use Minimum Topsoil Depth 1. Deep sand or loamy sand Mowed lawn 6 in. Tall legumes, unmowed 2 in. Tall grass, unmowed 1 in. 2. Deep sandy loam Mowed lawn 5 in. Tall legumes, unmowed 2 in. Tall grass, unmowed none 3. Six inches or more: silt loam, clay loam, loam, or silt Mowed lawn 4 in. Tall legumes, unmowed 1 in. Tall grass, unmowed 1 in. Table 4.7 - Topsoil Application Depth November 2016 Page 4.48 New York State Standards and Specifications For Erosion and Sediment Control Definition & Scope A permanent structural wall constructed and located to prevent soil movement by retaining soil in place and preventing slope failures and movement of material down steep slopes. Conditions Where Practice Applies A retaining wall may be used where site constraints will not allow slope shaping and seeding to stabilize an area. Slope areas that demonstrate seepage problems or experience erosive conditions at the toe can utilize retaining walls to help stabilize these areas. Retaining walls can be built from mortared block or stone, cast-in-place concrete, railroad ties, gabions, and more recently, precast concrete modular units and segmented walls that form a gravity retaining wall (see Figure 4.16 and 4.17). These precast units allow for ease and quickness of installation while their granular backfill provides drainage. Selection of materials and type of wall should be based on hazard potential, load conditions, soil parameters, groundwater conditions, site constraints, and aesthetics. Design Criteria The design of any retaining wall structure must address the aspects of foundation bearing capacity, sliding, overturning, drainage and loading systems. These are complex systems that should be designed by a licensed professional engineer. Bearing Capacity – A minimum factor of safety of 1.5 should be maintained as the ratio of the ultimate bearing capacity to the designed unit loading. Spread footers and other methods may be used to meet factor requirements. Sliding – A minimum factor of 2.0 should be maintained against sliding. This factor can be reduced to 1.5 when passive pressures on the front of the wall are ignored. Overturning – A minimum factor of safety of 1.5 should be used as the ratio of the resisting moment (that which tends to keep the wall in place) to the overturning moment. Drainage – Unless adequate provisions are made to control both surface and groundwater behind the retaining wall, a substantial increase in active pressures tending to slide or overturn the wall will result. When backfill is sloped down to a retaining wall, surface drainage should be provided. Drainage systems with adequate outlets should be provided behind retaining walls that are placed in cohesive soils. Drains should be graded or protected by filters so soil material will not move through the drainfill. Load systems – Several different loads or combination of loads need to be considered when designing a retaining wall. The minimum load is the level backfill that the wall is being constructed to retain. Its unit weight will vary depending on its composition. Additional loads such as line loads, surcharge loads, or slope fills, will add to make the composite design load system for the wall. Construction Specifications Concrete Walls 1. Foundation will be prepared by excavating to the lines and grades shown on the drawings and removing all objectionable material. 2. Subgrade will be compacted and kept moist at least 2 hours prior to placement of concrete. 3. Steel reinforcing will be in accordance with the schedule on the drawings and kept free of rust, scale, or dirt. 4. Exposed edges will be chamfered ¾ inches. 5. Drainfill will meet the gradations shown on the drawings. STANDARD AND SPECIFICATIONS FOR RETAINING WALLS New York State Standards and Specifications Page 4.49 November 2016 For Erosion and Sediment Control 6. Weep holes will be provided as drain outlets as shown on the drawings. Gabions 1. Foundation will be prepared by excavating to the lines and grades shown on the drawings. 2. Subgrade will be compacted and leveled to receive first layer of gabions. The first row will be keyed into the existing grade at the toe, a minimum of 1.5 feet. 3. Gabions will be placed according to the manufacturers recommendations. 4. Gabions will be filled with stone or crushed rock from 4 to 8 inches in diameter. 7. Concrete will be poured and cured in accordance with American Concrete Institute (ACI) specifications. Precast Units 1. Foundation will be prepared by excavating to the lines and grades shown on the drawings. 2. Subgrade will be compacted and trimmed to receive the leveling beam. 3. Precast units will be placed in accordance with the manufacturers recommendation. 4. Granular fill placed in the precast bins shall be placed in 3-foot lifts, leveled off and compacted with a plate vibrator. Segmented Walls 1. Foundation will be prepared by excavating to the lines and grades shown on the drawings. 2. Sub-grade will be compacted and screeded to form the base for the first course of wall units. 3. Units will be placed in accordance with the manufacturers recommendations, with each succeeding lift anchored and pinned as specified. 4. Granular fill will be placed behind the segmented wall to provide drainage. It shall be compacted with a plate vibrator. A drainage outlet will be provided as specified on the construction drawings. Non-Mortared Stone Walls 1. Foundation will be prepared by excavating to the lines and grade shown on the drawings. 2. Subgrade will be compacted and leveled to receive monolithic stone. First row will be placed 1.0 feet below design toe elevation. 3. Stone will be placed horizontally with long dimension parallel to face of wall except at return ends. 4. Maximum of 3 lifts of stone each approximately 2’ thick without pinning. Where stones do not fit in good ontact, pinning with two steel #8 re-bar dowels is required. 5. Backside of stone will be filled with a minimum of 2’ of #1 and #2 stone between filter fabric against parent soil and rock to provide drainage. November 2016 Page 4.50 New York State Standards and Specifications For Erosion and Sediment Control Figure 4.16 Typical Retaining Wall Examples (Schematic only - not to be used for design) New York State Standards and Specifications Page 4.51 November 2016 For Erosion and Sediment Control Figure 4.17 Typical Segmented Retaining Wall Example (Schematic only - not to be used for design) New York State Standards and Specifications Page 3.39 November 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR ROCK OUTLET PROTECTION Definition & Scope A permanent section of rock protection placed at the outlet end of the culverts, conduits, or channels to reduce the depth, velocity, and energy of water, such that the flow will not erode the receiving downstream reach. Conditions Where Practice Applies This practice applies where discharge velocities and ener-gies at the outlets of culverts, conduits, or channels are suf- ficient to erode the next downstream reach. This applies to: 1. Culvert outlets of all types. 2. Pipe conduits from all sediment basins, dry storm water ponds, and permanent type ponds. 3. New channels constructed as outlets for culverts and conduits. Design Criteria The design of rock outlet protection depends entirely on the location. Pipe outlet at the top of cuts or on slopes steeper than 10 percent, cannot be protected by rock aprons or riprap sections due to re-concentration of flows and high velocities encountered after the flow leaves the apron. Many counties and state agencies have regulations and de-sign procedures already established for dimensions, type and size of materials, and locations where outlet protection is required. Where these requirements exist, they shall be followed. Tailwater Depth The depth of tailwater immediately below the pipe outlet must be determined for the design capacity of the pipe. If the tailwater depth is less than half the diameter of the out-let pipe, and the receiving stream is wide enough to accept divergence of the flow, it shall be classified as a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. If the tailwater depth is greater than half the pipe diameter and the receiving stream will continue to confine the flow, it shall be classified as a Maximum Tailwater Condition; see Figure 3.17 on page 3.43 as an example. Pipes which outlet onto flat areas with no defined channel may be assumed to have a Minimum Tailwater Condition; see Figure 3.16 on page 3.42 as an example. Apron Size The apron length and width shall be determined from the curves according to the tailwater conditions: Minimum Tailwater – Use Figure 3.16 on page 3.42 Maximum Tailwater – Use Figure 3.17 on page 3.43 If the pipe discharges directly into a well defined channel, the apron shall extend across the channel bottom and up the channel banks to an elevation one foot above the maximum tailwater depth or to the top of the bank, whichever is less. The upstream end of the apron, adjacent to the pipe, shall have a width two (2) times the diameter of the outlet pipe, or conform to pipe end section if used. Bottom Grade The outlet protection apron shall be constructed with no slope along its length. There shall be no overfall at the end of the apron. The elevation of the downstream end of the apron shall be equal to the elevation of the receiving chan-nel or adjacent ground. Alignment The outlet protection apron shall be located so that there are no bends in the horizontal alignment. Materials The outlet protection may be done using rock riprap, grout-ed riprap, or gabions. Outlets constructed on the bank of a stream or wetland shall not use grouted rip-rap, gabions or concrete. Riprap shall be composed of a well-graded mixture of rock size so that 50 percent of the pieces, by weight, shall be larger than the d50 size determined by using the charts. A New York State Standards and Specifications Page 3.40 November 2016 For Erosion and Sediment Control well-graded mixture, as used herein, is defined as a mixture composed primarily of larger rock sizes, but with a suffi- cient mixture of other sizes to fill the smaller voids between the rocks. The diameter of the largest rock size in such a mixture shall be 1.5 times the d50 size. Thickness The minimum thickness of the riprap layer shall be 1.5 times the maximum rock diameter for d50 of 15 inches or less; and 1.2 times the maximum rock size for d50 greater than 15 inches. The following chart lists some examples: Rock Quality Rock for riprap shall consist of field rock or rough unhewn quarry rock. The rock shall be hard and angular and of a quality that will not disintegrate on exposure to water or weathering. The specific gravity of the individual rocks shall be at least 2.5. Filter A filter is a layer of material placed between the riprap and the underlying soil surface to prevent soil movement into and through the riprap. Riprap shall have a filter placed under it in all cases. A filter can be of two general forms: a gravel layer or a plastic filter cloth. The plastic filter cloth can be woven or non-woven monofilament yarns, and shall meet these base requirements: thickness 20-60 mils, grab strength 90-120 lbs; and shall conform to ASTM D-1777 and ASTM D- 1682. Gravel filter blanket, when used, shall be designed by com-paring particle sizes of the overlying material and the base material. Design criteria are available in Standard and Specification for Anchored Slope and Channel Stabilization on page 4.7. Gabions Gabions shall be made of hexagonal triple twist mesh with heavily galvanized steel wire. The maximum linear dimen- sion of the mesh opening shall not exceed 4 ½ inches and the area of the mesh opening shall not exceed 10 square inches. Gabions shall be fabricated in such a manner that the sides, ends, and lid can be assembled at the construction site into a rectangular basket of the specified sizes. Gabions shall be of single unit construction and shall be installed according to manufacturer’s recommendations. The area on which the gabion is to be installed shall be graded as shown on the drawings. Foundation conditions shall be the same as for placing rock riprap, and filter cloth shall be placed under all gabions. Where necessary, key, or tie, the structure into the bank to prevent undermining of the main gabion structure. Maintenance Once a riprap outlet has been installed, the maintenance needs are very low. It should be inspected after high flows for evidence of scour beneath the riprap or for dislodged rocks. Repairs should be made immediately. Design Procedure 1. Investigate the downstream channel to assure that nonerosive velocities can be maintained. 2. Determine the tailwater condition at the outlet to estab-lish which curve to use. 3. Use the appropriate chart with the design discharge to determine the riprap size and apron length required. It is noted that references to pipe diameters in the charts are based on full flow. For other than full pipe flow, the parameters of depth of flow and velocity must be used to adjust the design discharges. 4. Calculate apron width at the downstream end if a flare section is to be employed. Design Examples are demonstrated in Appendix B. Construction Specifications 1. The subgrade for the filter, riprap, or gabion shall be prepared to the required lines and grades. Any fill re-quired in the subgrade shall be compacted to a density of approximately that of the surrounding undisturbed material. 2. The rock or gravel shall conform to the specified grad- D50 (inches) dmax (inches) Minimum Blanket Thick-ness (inches) 4 6 9 6 9 14 9 14 20 12 18 27 15 22 32 18 27 32 21 32 38 24 36 43 New York State Standards and Specifications Page 3.41 November 2016 For Erosion and Sediment Control ing limits when installed respectively in the riprap or filter. 3. Filter cloth shall be protected from punching, cutting, or tearing. Any damage other than an occasional small hole shall be repaired by placing another piece of cloth over the damaged part or by completely replacing the cloth. All overlaps, whether for repairs or for joining two pieces of cloth shall be a minimum of one foot. 4. Rock for the riprap or gabion outlets may be placed by equipment. Both shall each be constructed to the full course thickness in one operation and in such a manner as to avoid displacement of underlying materials. The rock for riprap or gabion outlets shall be delivered and placed in a manner that will ensure that it is reasonably homogenous with the smaller rocks and spalls filling the voids between the larger rocks. Riprap shall be placed in a manner to prevent damage to the filter blan- ket or filter cloth. Hand placement will be required to the extent necessary to prevent damage to the perma- nent works. New York State Standards and Specifications Page 3.42 November 2016 For Erosion and Sediment Control Figure 3.16 Outlet Protection Design—Minimum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Minimum Tailwater Condition: Tw < 0.5Do) (USDA - NRCS) New York State Standards and Specifications Page 3.43 November 2016 For Erosion and Sediment Control Figure 3.17 Outlet Protection Design—Maximum Tailwater Condition Chart (Design of Outlet Protection from a Round Pipe Flowing Full, Maximum Tailwater Condition: Tw ≥ 0.5Do) (USDA - NRCS) 2.0 1.0 0 New York State Standards and Specifications Page 3.44 November 2016 For Erosion and Sediment Control Figure 3.18 Riprap Outlet Protection Detail (1) New York State Standards and Specifications Page 3.45 November 2016 For Erosion and Sediment Control Figure 3.19 Riprap Outlet Protection Detail (2) November 2016 Page 3.46 New York State Standards and Specifica- For Erosion and Sediment Control Figure 3.20 Riprap Outlet Protection Detail (3) New York State Standards and Specifications Page 5.19 November 2016 For Erosion and Sediment Control STANDARD AND SPECIFICATIONS FOR SEDIMENT BASIN Definition & Scope A temporary basin with a barrier or dam constructed across a drainage way or at other suitable locations to intercept sediment-laden runoff and reduce the amount of sediment leaving the disturbed area in order to protect drainageways, properties, and rights-of-way below the sediment basin. Conditions Where Practice Applies A sediment basin is appropriate where physical site condi- tions or land ownership restrictions preclude the installation of other control measures to adequately control runoff, ero-sion, and sedimentation. However, it is required that other erosion control measures be used with the sediment basin. The basin may be used below construction operations which expose critical areas to soil erosion. The basin shall be maintained until the disturbed area is protected against ero-sion by permanent stabilization. This standard applies to the installation of temporary sedi-ment basins on sites where: (a) failure of the structure would not result in loss of life, damage to homes or build-ings, or interruption of use or service of public roads or utilities; (b) the drainage area does not exceed 50 acres; and (c) the basin is to be removed within 36 months after the beginning of construction of the basin. Permanent (to function more than 36 months) sediment basins, or structures that temporarily function as a sediment basin but are intended for use as a permanent pool shall be classified as permanent structures and shall conform to cri-teria appropriate for permanent structures. These structures shall be designed and constructed to conform to NRCS Standard And Specification No. 378 for Ponds in the Na- tional Handbook of Conservation Practices and the New York State Department of Environmental Conservation, "Guidelines for the Design of Dams." Design Criteria Compliance with Laws and Regulations Design and construction shall comply with state and local laws, ordinances, rules and regulations, including permits. Location - Maximum Drainage Area = 50 acres The sediment basin should be located to obtain the maxi- mum storage benefit from the terrain and for ease of cleanout of the trapped sediment. It should be located to minimize interference with construction activities and con-struction of utilities. Whenever possible, sediment basins should be located so that storm drains may outfall or be diverted into the basin. Do not locate basins in perennial streams. Size and Shape of the Basin The sediment basin will contain two separate zones. The lowest zone is the sediment storage zone. This zone is sized for a volume equal to 1,000 cubic feet per disturbed acre over the course of the life of the project, contributing to the basin as measured from the bottom of the basin to the bot-tom of the dewatering zone. It shall have a minimum depth of 1 foot. Layered above this zone is the dewatering zone. This zone is sized for a minimum volume equal to 3,600 cubic feet per each acre draining to the basin. This volume is temporarily stored between the sediment storage zone and the crest of the principal spillway. This zone should be a minimum of 3 feet deep. See Figures 5.8 and 5.9 on pages 5.26 and 5.27. This 3,600 cubic feet per acre is equivalent to one inch of sediment per acre of drainage area. The en- tire drainage area is used for this computation, rather than the disturbed area above, to maximize trapping efficiency. The length to width ratio shall be 2:1 or greater, where length is the distance between the inlet and outlet. A wedge shape shall be used with the inlet located at the narrow end. See Figure 5.22 on page 5.41. Surface Area Research studies (Barfield and Clar 1985; Pitt, 2003) indi- cate that the following relationship between surface area and peak inflow rate gives a trapping efficiency of 75% for silt loam soils, and greater than 90% for loamy sand soils: A = 0.01 Qp or, A = 0.015x D.A. (whichever is greater) where, November 2016 Page 5.20 New York State Standards and Specifica- For Erosion and Sediment Control A = the basin surface area, acres, measured at the service spillway crest; and Qp = the peak inflow rate for the design storm. (The mini-mum design storm will be a 10 year, 24 hour storm under construction conditions). D.A. = contributing drainage area. Sediment basins shall be cleaned out when the sediment storage zone volume described above is reduced by 50 per-cent, except in no case shall the sediment level be permitted to build up higher than one foot below the bottom of the dewatering zone. At this elevation, cleanout shall be per- formed to restore the original design volume to the sedi-ment storage zone. The elevation corresponding to the maximum allowable sediment level shall be determined and shall be stated in the design data as a distance below the top of the riser and shall be clearly marked on the riser. The basin dimensions necessary to obtain the required basin volume as stated above shall be clearly shown on the plans to facilitate plan review, construction, and inspection. Spillway Design Runoff shall be computed by standard accepted hydrologic methods noted previously in this book of standards. Runoff computations shall be based upon the worst soil cover conditions expected to prevail in the contributing drain-age area during the anticipated effective life of the struc-ture. The combined capacities of the principal and emergency spillway shall be sufficient to pass the peak rate of runoff from a ten (10) year frequency, 24 hour duration storm. 1. Principal spillway: A spillway consisting of a vertical pipe or box type riser joined (watertight connection) to a pipe (barrel) which shall extend through the embank-ment and outlet beyond the downstream toe of the fill. The minimum capacity of the principal spillway shall be 0.2 cfs per acre of drainage area when the water surface is at the emergency spillway crest elevation. For those basins with no emergency spillway, the prin- cipal spillway shall have the capacity to handle the peak flow from a ten-year frequency rainfall event. The minimum size of the barrel shall be 8 inches in diameter. See Figures 5.10, 5.11 and 5.12 on pages 5.28, 5.29, and 5.30 for principal spillway sizes and capacities. A. Crest elevation: When used in combination with an emergency spillway, the crest elevation of the riser shall be a minimum one foot below the eleva-tion of the control section of the emergency spill- way. B. Watertight riser and barrel assembly: The riser and all pipe connections shall be completely water- tight except for the inlet opening at the top, or a dewatering opening. There shall not be other holes, leaks, rips, or perforations in the structure. C. Dewatering the basin: 1) Preferred Method- The preferred method for dewatering sediment basins is by using surface skimmers to decant the cleaner top surface water from the basin as the sediment settles out. See De- watering Device Standard, page 5.10. 2) Alternative Method– A fixed vertical riser pipe configured with perforations and filter fabric with a cone of pea gravel or small crushed stone is an alternative option for use. See Figure 5.5 on page 5.14. The sediment basin dewatering system shall be designed to release the dewatering zone volume between 2 to 7 days in watersheds not impaired by sediment, and 4-7 days in sediment impaired wa- tersheds (check the NYSDEC Waterbody Invento-ry/Priority Waterbody List - http://www.dec.ny.gov/chemical/36730.html, to see if your site is in an impaired watershed). The design performance range will depend on the percent of silt and clay in the soils tributary to the basin. If the performance of the basin does not meet water quality objectives after 7 days, chemical treatment may be necessary. D. Anti-vortex device and trash rack: An anti-vortex device and trash rack shall be se-curely installed on top of the riser and shall be the concentric type as shown in Figure 5.13 and 5.14 on pages 5.31 and 5.32. E. Base: The riser shall have a base attached with a water-tight connection and shall have sufficient weight to prevent flotation of the riser. Two approved bases for risers ten feet or less in height are: 1) a con-crete base 18 in. thick with the riser embedded 9 in. in the base, and 2) a ¼” minimum thickness steel plate attached to the riser by a continuous weld around the circumference of the riser to form a watertight connection. The plate shall have 2.5 feet of stone, gravel, or compacted earth placed on it to prevent flotation. In either case, each side of the square base shall be twice the riser diameter. For risers greater than ten feet high, computations New York State Standards and Specifications Page 5.21 November 2016 For Erosion and Sediment Control shall be made to design a base which will prevent flotation. The minimum factor of safety shall be 1.20 (Downward forces = 1.20 x upward forces). See Figure 5.15 on page 5.33 for details. F. Anti-Seep Collars: Anti-seep collars shall be installed around all conduits through earth fills of impoundment structures according to the follow- ing criteria: 1) Collars shall be placed to increase the seepage length along the conduit by a minimum of 15 percent of the pipe length located within the satu-ration zone. 2) Collar spacing shall be between 5 and 14 times the vertical projection of each collar. 3) All collars shall be placed within the satura-tion zone. 4) The assumed normal saturation zone (phreatic line) shall be determined by projecting a line at a slope of 4 horizontal to 1 vertical from the point where the normal water (riser crest) elevation touches the upstream slope of the fill to a point where this line intersects the invert of the pipe conduit. All fill located within this line may be assumed as saturated. When anti-seep collars are used, the equation for revised seepage length becomes: Where: Ls = Saturated length is length, in feet, of pipe between riser and intersection of phreatic line and pipe invert. N = number of anti-seep collars. P = vertical projection of collar from pipe, in feet. 5) All anti-seep collars and their connections shall be watertight. See Figures 5.16 and 5.17 on pages 5.34 and 5.35 for anti-seep collar design and Figure 5.18 on page 5.36 for construction details. Seepage diaphragms may be used in lieu of anti-seep collars. They shall be designed in accordance to USDA NRCS Pond Standard 378. G. Outlet: An outlet shall be provided, including a means of conveying the discharge in an erosion free manner to an existing stable channel. Where discharge occurs at the property line, drainage easements will be obtained in accordance with local ordinances. Adequate notes and references will be shown on the erosion and sediment control plan. Protection against scour at the discharge end of the pipe spillway shall be provided. Measures may include basin, riprap, revetment, excavated plunge pools, or other approved methods. See Standard and Specification for Rock Outlet Protection, Sec- tion 3, page 3.39. 2. Emergency Spillways: The entire flow area of the emergency spillway shall be constructed in undisturbed ground (not fill). The emergency spillway cross-section shall be trapezoidal with a minimum bottom width of eight feet. This spillway channel shall have a straight control section of at least 20 feet in length; and a straight outlet section for a minimum distance equal to 25 feet. A. Capacity: The minimum capacity of the emergen-cy spillway shall be that required to pass the peak rate of runoff from the 10 year 24-hour frequency storm, less any reduction due to flow in the pipe spillway. Emergency spillway dimensions may be determined by using the method described in Fig-ure 5.19 on page 5.37 and the Design Tables in Figures 5.20 and 5.21 on pages 5.38 and 5.39. B. Velocities: The velocity of flow in the exit chan-nel shall not exceed 5 feet per second for vegetated channels. For channels with erosion protection other than vegetation, velocities shall be within the non-erosive range for the type of protection used. C. Erosion Protection: Erosion protection shall be provided for by vegetation as prescribed in this publication or by other suitable means such as riprap, asphalt or concrete. D. Freeboard: Freeboard is the difference between the design high water elevation in the emergency spillway and the top of the settled embankment. If there is no emergency spillway, it is the difference between the water surface elevation required to pass the design flow through the pipe and the top of the settled embankment. Freeboard shall be at least one foot. Embankment Cross-Section 1. The maximum height of dam = 15 feet (measured from the low point of original ground at the downstream toe to the top of the dam). 2. Minimum top width of dam = 10 feet. November 2016 Page 5.22 New York State Standards and Specifica- For Erosion and Sediment Control 3. Side slopes shall be 2.5 to 1 or flatter. Entrance of Runoff into Basin Points of entrance of surface runoff into excavated sedi- ment basins shall be protected to prevent erosion. Consid-erable care should be given to the major points of inflow into basins. In many cases the difference in elevation of the inflow and the bottom of the basin is considerable, thus creating a potential for severe gullying and sediment gen-eration. Often a riprap drop at major points of inflow would eliminate gullying and sediment generation. Diversions, grade stabilization structures or other water control devices shall be installed as necessary to ensure direction of runoff and protect points of entry into the ba-sin. Points of entry should be located so as to ensure max- imum travel distance of entering runoff to point of exit (the riser) from the basin. Disposal The sediment basin plans shall indicate the method (s) of disposing of the sediment removed from the basin. The sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the basin, adjacent to a stream or flood- plain. Disposal sites will be covered by an approved sedi-ment control plan. The sediment basins plans shall also show the method of disposing of the sediment basin after the drainage area is stabilized, and shall include the stabilization of the sedi- ment basin site. Water contained within the storage areas shall be removed from the basin by pumping, cutting the top of the riser, or other appropriate method prior to re-moving or breaching the embankment. Sediment shall not be allowed to flush into a stream or drainageway. Chemical Treatment Precipitation of sediment is enhanced with the use of specific chemical flocculants that can be applied to the sediment basin in liquid, powder, or solid form. Flocculants include anionic polyelectrolytes such as polyacrylimides, aluminum sulfate (alum), polyaluminum chloride and chitosan. Cationic polyelectrolytes have a greater toxicity to fish and other aquatic organisms than anionic polyelectrolytes because they bind to the gills of fish resulting in respiratory failure (Pitt, 2003). Chemical treatment shall not be substituted for proper erosion and sediment control. To reduce the need for flocculants, proper controls include planning, phasing, sequencing and practice design in accordance to NY Standards. Chemical applications shall not be applied without written approval from the NYSDEC. Safety Sediment basins are attractive to children and can be very dangerous. Local ordinances and regulations must be ad-hered to regarding health and safety. The developer or owner shall check with local building officials on applicable safety requirements. If fencing of sediment basins is re- quired, the location of and type of fence shall be shown on the plans. Construction Specifications Site Preparation Areas under the embankment shall be cleared, grubbed, and stripped of topsoil to remove trees, vegetation, roots, or other objectionable material. In order to facilitate cleanout and restoration, the pool area (measured at the top of the pipe spillway) will be cleared of all brush, trees, and other objectionable materials. Cutoff-Trench A cutoff trench shall be excavated along the centerline of earth fill embankments. The minimum depth shall be two feet. The cutoff trench shall extend up both abutments to the riser crest elevation. The minimum bottom width shall be four feet, but wide enough to permit operation of excava-tion and compaction equipment. The side slopes shall be no steeper than 1:1. Compaction requirements shall be the same as those for embankment. The trench shall be de- watered during the back-filling/compaction operations. Embankment The fill material shall be taken from approved areas shown on the plans. It shall be clean mineral soil free of roots, woody vegetation, oversized stones, rocks, or other objec-tionable material. Relatively pervious materials such as sand or gravel (Unified Soil Classes GW, GP, SW & SP) shall not be placed in the embankment. Areas on which fill is to be placed shall be scarified prior to placement of fill. The fill material shall contain sufficient moisture so that it can be formed by hand into a ball without crumbling. If water can be squeezed out of a ball, it is too wet for proper compaction. Fill material shall be placed in six to eight-inch thick continuous layers over the entire length of the fill. Compaction shall be obtained by routing and hauling the construction equipment over the fill so that the entire surface of each layer of the fill is traversed by at least one New York State Standards and Specifications Page 5.23 November 2016 For Erosion and Sediment Control wheel or tread track of the equipment or by the use of a compactor. The embankment shall be constructed to an elevation 10 percent higher than the design height to allow for settlement. Pipe Spillway The riser shall be securely attached to the barrel or barrel stub by welding the full circumference making a watertight structural connection. The barrel stub must be attached to the riser at the same percent (angle) of grade as the outlet conduit. The connection between the riser and the riser base shall be watertight. All connections between barrel sections must be achieved by approved watertight bank assemblies. The barrel and riser shall be placed on a firm, smooth foundation of impervious soil. Pervious materials such as sand, gravel, or crushed stone shall not be used as backfill around the pipe or anti-seep collars. The fill mate-rial around the pipe spillway shall be placed in four-inch layers and compacted under and around the pipe to at least the same density as the adjacent embankment. A minimum depth of two feet of hand compacted backfill shall be placed over the pipe spillway before crossing it with construction equipment. Steel base plates on risers shall have at least 2 ½ feet of compacted earth, stone, or gravel placed over it to prevent flotation. Emergency Spillway The emergency spillway shall be installed in undisturbed ground. The achievement of planned elevations, grades, design width, entrance and exit channel slopes are critical to the successful operation of the emergency spillway and must be constructed within a tolerance of +/- 0.2 feet. Vegetative Treatment Stabilize the embankment and emergency spillway in ac- cordance with the appropriate vegetative standard and specification immediately following construction. In no case shall the embankment remain unstabilized for more than three (3) days. Erosion and Pollution Control Construction operations shall be carried out in such a man- ner that erosion and water pollution will be minimized. State and local laws shall be complied with concerning pollution abatement. Safety State and local requirements shall be met concerning fenc-ing and signs, warning the public of hazards of soft sedi- ment and floodwater. Maintenance 1. Repair all damages caused by soil erosion and con-struction equipment at or before the end of each work- ing day. 2. Sediment shall be removed from the basin when it reaches the specified depth for cleanout noted on the plans which will not exceed 50% of the capacity of the sediment storage zone. This sediment shall be placed in such a manner that it will not erode from the site. The sediment shall not be deposited downstream from the embankment, adjacent to a stream or floodplain. Final Disposal When temporary structures have served their intended pur-pose and the contributing drainage area has been properly stabilized, the embankment and resulting sediment deposits are to be leveled or otherwise disposed of in accordance with the approved sediment control plan. The proposed use of a sediment basin site will often dictate final disposition of the basin and any sediment contained therein. If the site is scheduled for future construction, then the basin material and trapped sediments must be removed, safely disposed of, and backfilled with a structural fill. When the basin area is to remain open space, the pond may be pumped dry, graded, and backfilled. Information to be Submitted Sediment basin designs and construction plans submitted for review to a local municipality, New York State DEC, New York City DEP, Soil and Water Conservation District, or other agency shall include the following: 1. Specific location of the basin. 2. Plan view of the storage basin and emergency spillway, showing existing and proposed contours. 3. Cross section of dam, principal spillway, emergency spillway, and profile of emergency spillway. 4. Details of pipe connections, riser to pipe connections, riser base, anti-seep control, trash rack cleanout eleva-tion, and anti-vortex device. 5. Runoff calculations for 1 and 10-year frequency storms, if required. 6. Storage Computations A. Zones total required B. Zones total Available C. Elevation of sediment at which cleanout shall be required; also stated as a distance from the riser November 2016 Page 5.24 New York State Standards and Specifica- For Erosion and Sediment Control TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET Computed by __________________________ Date _____________Checked by ________________Date _________ Project________________________________________________________Basin #__________________________ Location __________________________ Total Area draining to basin (≤50 Ac.) _____________________Acres BASIN SIZE DESIGN 1. Sediment storage zone volume = 1,000 cu. ft. x number of disturbed acres = _______ cu. ft., Top of Zone Elev. _____ 2. Dewatering zone volume = 3,600 cu. ft. x number of drainage area acres = _______cu. ft., Top of Zone Elev. _______ 3. Length to width ratio = _____________ 4. A. Cleanout at 50% of sediment storage zone volume, Elev. _____________ B. Distance below top of riser ___________ feet 5. Minimum surface area is larger of 0.01 Q(10) _________or, 0.015 DA = ___________ use ___________acres DESIGN OF SPILLWAYS & ELEVATIONS Runoff 6. Qp(10) = ____________________________cfs (Attach runoff computation sheets) Pipe Spillway (Qps) 7. Min. pipe spillway cap., Qps = 0.2 x _______Drainage Area, acres = ________cfs Note: If there is no emergency spillway, then required Qps = Qp(10) = ________cfs. 8. H, head = ________ft. Barrel length = ________ft 9. Barrel: Diam. _______inches; Qps = (Q) ___________x (cor.fac.)________=_________cfs. 10. Riser: Diam. _______inches; Length ________ft.; h = _________ft. Crest Elev. _____________ 11. Trash Rack: Diameter = ________inches; H, height = __________inches Emergency Spillway Design 12. Emergency Spillway Flow, Qes = Qp - Qps = ___________ - ____________ = ___________cfs. 13. Width _______ft.; Hp _________ft Crest elevation ___________; Design High Water Elev. ___________ Entrance channel slope___________________________% ; Top of Dam Elev. ________________ Exit channel slope ______________________________% ANTI-SEEP COLLAR/SEEPAGE DIAPHRAGM DESIGN Collars: 14. y = ________ft.; z = _______:1; pipe slope = ________%, Ls = _______ft. Use _______ collars, ______ - ______inches square; projection = ________ft. Diaphragms: #_________ width_________ ft. height _________ft. DEWATERING ORIFICE SIZING (Determined from the Dewatering Device Standard) 15. Dewatering orifice diameter = ________ inches. Skimmer ___ or Riser ____ (check one) 16. Design dewatering time ________ days (Min. 2 days required) New York State Standards and Specifications Page 5.25 November 2016 For Erosion and Sediment Control 1. Minimum required sediment storage zone volume is 1,000 cubic feet per acre from each disturbed acre within the total drainage area. Minimum required dewatering zone volume is 3,600 cubic feet per total area draining to the basin. 2. The volume of a naturally shaped basin (no excavation in basin) may be approximated by the formula V = (0.4)(A)(d), where V is in cubic feet, A is the surface area of the basin, in square feet, and d is the maximum depth of the basin, in feet. Volume may be computed from contour information or other suitable methods. 3. If volume of basin is not adequate for required storage, excavate to obtain the required zone volumes. 4. The minimum surface area of the basin pool at the storage volume elevation will be the larger of the two elevations shown. 5. Use of the NRCC hydrologic data at www.precip.net with an appropriate hydrologic model, is the preferred process for runoff computation. Runoff curve numbers will be computed for the drainage area that reflects the maximum construction condition. 6. Required minimum discharge from pipe spillway equals 0.2 cfs/ac. times total drainage area. (This is equivalent to a uniform runoff of 5 in. per 24 hours). The pipe shall be designed to carry Qp if site conditions preclude installation of an emergency spillway to protect the structure. 7. Determine value of “H” from field conditions; “H” is the interval between the centerline of the outlet pipe and the emergency spillway crest, or if there is no emergency spillway, to the design high water. 8. See Pipe Flow Charts, Figures 5.11 and 5.12 on pages 5.29 and 5.30. 9. See Riser Inflow Curves, Figure 5.10 on page 5.28. 10. Compute the orifice size required to dewater the basin over a minimum 48 hour period. See the Dewatering Device Standard on page 5.10. 11. See Trash Rack and Anti-Vortex Device Design, Figures 5.13 and 5.14 on pages 5.31 and 5.32. 12. Compute Qes by subtracting actual flow carried by the pipe spillway from the total inflow, Qp. 13. Use appropriate tables to obtain values of Hp, bottom width, and actual Qes. If no emergency spillway is to be used, so state, giving reason (s). 14. See Anti-Seep Collar / Seepage Diaphragm Design (see figures 5.16, 5.17 and 5.18 on pages 5.34, 5.35 and 5.36). 15. Fill in design elevations. The emergency spillway crest must be set no closer to riser crest than value of h, which causes pipe spillway to carry the minimum, required Q. Therefore, the elevation difference between spillways shall be equal to the value of h, or one foot, whichever is greater. Design high water is the elevation of the emergency spillway crest plus the value of Hp, or if there is no emergency spillway, it is the elevation of the riser crest plus h required to handle the 10-year storm. Minimum top of dam elevation requires 1.0 ft. of freeboard above design high water. To use charts for pipe spillway design: 1. Enter chart, Figures 5.11 or 5.12 on pages 5.29 and 5.30 with H and required discharge. 2. Find diameter of pipe conduit that provides equal or greater discharge 3. Enter chart, Figure 5.10 on page 5.28 with actual pipe discharge. Read across to select smallest riser that provides discharge within weir flow portion of rating curve. Read down to find corresponding h required. This h must be 1 foot or less. TEMPORARY SEDIMENT BASIN DESIGN DATA SHEET INSTRUCTIONS FOR USE OF FORM November 2016 Page 5.26 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.8 Pipe Spillway Design New York State Standards and Specifications Page 5.27 November 2016 For Erosion and Sediment Control Figure 5.9 Sediment Basin November 2016 Page 5.28 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.10 Riser Inflow Chart (USDA - NRCS) New York State Standards and Specifications Page 5.29 November 2016 For Erosion and Sediment Control Figure 5.11 Pipe Flow Chart; “n” = 0.025 (USDA - NRCS) November 2016 Page 5.30 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.12 Pipe Flow Chart; “n” = 0.013 (USDA - NRCS) New York State Standards and Specifications Page 5.31 November 2016 For Erosion and Sediment Control Figure 5.13 Concentric Trash Rack and Anti-Vortex Device (USDA - NRCS) November 2016 Page 5.32 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.14 Concentric Trash Rack and Anti-Vortex Device Design Table (USDA - NRCS) New York State Standards and Specifications Page 5.33 November 2016 For Erosion and Sediment Control Figure 5.15 Riser Base Details November 2016 Page 5.34 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.16 Anti-Seep Collar Design New York State Standards and Specifications Page 5.35 November 2016 For Erosion and Sediment Control Figure 5.17 Anti-Seep Collar Design Charts (USDA - NRCS) November 2016 Page 5.36 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.18 Anti-Seep Collar New York State Standards and Specifications Page 5.37 November 2016 For Erosion and Sediment Control Figure 5.19 Design Data for Earth Spillways November 2016 Page 5.38 New York State Standards and Specifica- For Erosion and Sediment Control Figure 5.20 Design Table for Vegetated Earth Spillways in Erosion Resistant Soils, K=0.1 - 0.35, Side Slopes = 3:1 New York State Standards and Specifications Page 5.39 November 2016 For Erosion and Sediment Control Figure 5.21 Design Table for Vegetated Earth Spillways in Very Erodible Soils, K = 0.36 - 0.80, Side Slopes = 3:1 (USDA - NRCS) November 2016 Page 5.40 New York State Standards and Specifica- For Erosion and Sediment Control Procedure for Determining or Altering Sediment Basin Shape As specified in the Standard and Specification, the pool area at the elevation of the crest of the principal spillway shall have a length to width ratio of at least 2.0 to 1. The purpose of this requirement is to minimize the “short circuiting” effect of the sediment laden inflow to the riser and thereby increase the effectiveness of the sediment basin. The pur- pose of this procedure is to prescribe the parameters, proce-dures, and methods of determining and modifying the shape of the basin. The length of the flow path (L) is the distance from the point of inflow to the riser (outflow point). The point of inflow is the point that the stream enters the normal pool (pool level at the riser crest elevation). The pool area (A) is the area of the normal pool. The effective width (We) is found by the equation: We = A/L and L:W ratio = L/We In the event there is more than one inflow point, any inflow point that conveys more than 30 percent of the total peak inflow rate shall meet the length to width ratio criteria. The required basin shape may be obtained by proper site selection, by excavation, or by constructing a baffle in the basin. The purpose of the baffle is to increase the effective flow length from the inflow point to the riser. Baffles (see Figure 5.22 on following page) shall be placed midway between the inflow point around the end of the baffle to the outflow point. Then: We = A/Le and L:W ratio = Le/We Three examples are shown on the following page. Note that for the special case in example C the water is allowed to go around both ends of the baffle and the effective length, Le = L1 + L2. Otherwise, the length to width ratio computations are the same as shown above. This special case procedure for computing Le is allowable only when the two flow paths are equal, i.e., when L1 = L2. A baffle detail is also shown in Figure 5.22 on page 5.41. New York State Standards and Specifications Page 5.41 November 2016 For Erosion and Sediment Control Figure 5.22 Sediment Basin Baffle Details (USDA - NRCS) APPENDIX F Temporary Erosion and Sediment Control Inspection and Maintenance Checklist and Permanent Stormwater Practice Operation, Maintenance and Management Inspection Checklist 1 JMC Project 16222 900 King Street Development 900 King Street Rye Brook, NY Temporary Erosion and Sediment Control Inspection and Maintenance Checklist Erosion and Sediment Control Measure Inspection/Maintenance Intervals Inspection/Maintenance Requirements Stabilized Construction Entrance Daily • Periodic top dressing with additional aggregate as required • Clean sediment in public right-of- ways immediately Silt Fence Weekly + After Each Rain • Remove & redistribute sediment when bulges develop in the silt fence. Inlet Protection Weekly + After Each Rain • Refer to Figures A5.11, A5.12, A5.13 & A5.14 within the NYSDEC New York State Standard and Specifications for Erosion and Sediment Control Temporary Sediment Basin Weekly + After Each Rain • Remove and redistribute sediment when it reaches an elevation indicated on the construction documents. • Check for rilling within and around the sediment basin and repair as required. • Remove all sediment and debris from the outlet control structure as maybe required. 2 JMC Project 16222 900 King Street Development 900 King Street Rye Brook, NY Permanent Stormwater Management Practice Inspection and Maintenance Checklist Stormwater Management Practice Inspection/Maintenance Intervals Inspection/Maintenance Requirements Vegetated Swale Monthly • Check that contributing area is clean of debris. • Confirm vegetation is adequately maintained (mowing, fertilizer, etc.) • Check for rilling/erosion and repair as needed. • Confirm dewatering occurs between storms. Stormwater Management Basin Monthly • Check Permanent Pool for undesirable vegetative growth and floatings or floatable debris. Remove as needed. • Check Forebays for sediment and cleanout when it depth <50% design depth. • Check Dry Pond areas for adequate vegetation, undesirable vegetative growth, low flow channels are clear of obstructions, standing water or wet spots and sediment and/or trash accumulation. Repair/remove as necessary. 3 JMC Project 16222 900 King Street Development 900 King Street Rye Brook, NY Permanent Stormwater Management Practice Inspection and Maintenance Checklist (Cont'd) Stormwater Management Practice Inspection/Maintenance Intervals Inspection/Maintenance Requirements Stormwater Management Basin Annually + After Major Storms • Check adequacy of vegetation and ground cover; for evidence of embankment erosion, animal burrows, unauthorized plantings and cracking, bulging or sliding of dam, clear/properly functioning drains, seeps/leaks on downstream face, failure of slope protection or riprap. Repair/remove as necessary. • Confirm emergency spillway is clear of obstructions and debris. • Confirm all inlets and outlet structures/pipes are operating properly. Drain Inlets Monthly • Check for blockage and/or erosion at top of each inlet. Repair/remove as necessary. • Check for sediment and debris collected within sumps and clean out as necessary. Vegetated Swale Annually + After Major Storms • Clean sediment and re-vegetate as necessary. • Check condition of outlet and repair as necessary 4 The owner/operator responsible for inspection and maintenance as outlined above: Contact Company: 900 King Street Owner LLC Contact Name: Street Address: 200 Madison Avenue, 26th Floor City, State Zip: New York, NY 10016 Phone: Fax: Email: p:\2016\16222\drainage\temporary & permanent s&e inspection and maintenance checklist.docx MC-3500 and MC-4500 Design Manual StormTech®Chamber Systems for Stormwater ManagementMC-3500 / MC-4500 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 Product Information ....................................................................................................................................................2 2.0 Foundations 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 Table of Contents This manual is exclusively intended to assist engineers in the design of subsurface storm water systems using StormTech chambers. *For SC-310, SC-740 & DC-780 designs, please refer to the SC-310/SC-740/DC-780 Design Manual. StormTech Technical Services Department assists design professionals in specifying StormTech storm water systems. This assistance includes the layout of chambers to meet the engineer’s volume requirements and the connections to and from the chambers. The Technical Department 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 design engineer to ensure that the chamber bed layout meets all design require- ments and is in compliance with applicable laws and regulations governing a project. 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 (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) Shipping 15 chambers/pallet 16 end caps/pallet 7 pallets/truck StormTech MC-3500 End Cap (not to scale) Nominal End Cap Specifications Size (L x W x H)26.5" (673 mm) x 71" (1803 mm) x 45.1" (1145 mm) End Cap 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 chambers, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. *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) of stone between chambers/end caps and 40% stone porosity.MC-3500 ChamberDesigned 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 45.0" (1143 mm) 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-3500 Chamber NOTE: Assumes 9" (230 mm) row spacing, 40% stone porosity, 12" (300 mm) stone above and includes the bare chamber/end cap vol- ume. End cap volume assumes 6" (150 mm) stone perimeter. Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume — Stone Foundation Storage Depth in. (mm) ft3 9 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)(1.33)(1.35)(1.40)(1.45) Amount of Stone Per Chamber 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. ENGLISH Stone Foundation Depth tons (yd3)9"12"15" 18" MC-3500 9.1 (6.4 yd3)9.7 (6.9 yd3)10.4 (7.3 yd3)11.1 (7.8 yd3) End Cap 4.1 (2.9 yd3)4.3 (3.0 yd3)4.5 (3.2 yd3)4.7 (3.3 yd3) METRICkg (m3)230 mm 300 mm 375 mm 450 mm MC-3500 8220 (4.9 m3)8831 (5.3 m3)9443 (5.6 m3)10054 (6.0 m3) End Cap 3699 (2.2 m3)3900 (2.3 m3)4100 (2.5 m3)4301 (2.6 m3) Volume of Excavation Per Chamber/End Cap in yd3 (m3) NOTE:Assumes 9" (230 mm) of separation between chamber rows and 24" (600 mm) of cover. The volume of excavation will vary as the depth of cover increases. 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)4.2 (3.2)4.4 (3.3)4.5 (3.5) General Cross Section Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.4 100.0” (2540 mm) 60.0” (1524 mm) 5 30.7” (781 mm) INSTALLED 35.1” (891 mm) 32.8” (832 mm) 59.4” (1509 mm) 90.2” (2291 mm) StormTech MC-4500 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) Nominal Weight 120 lbs (54.4 kg) Shipping 7 chambers/pallet 11 pallets/truck StormTech MC-4500 End Cap (not to scale) Nominal End Cap Specifications Size (L x W x H)35.1" (891 mm) x 90.2" (2291 mm) x 59.4" (1509 mm) End Cap Storage 35.7 ft3 (1.01 m3) Min. Installed Storage*108.7 ft3 (3.08 m3) Nominal 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) of stone between chambers/end caps and 40% stone porosity. *This assumes a minimum of 12" (300 mm) of stone above, 9" (230 mm) of stone below, 12" (300 mm) of stone perimeter, 9” (230 mm) of stone between chambers/end caps and 40% stone porosity. 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.MC-4500 Chamber48.3” (1230 mm) INSTALLED 52.0” (1320 mm) 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 MC-4500 Chamber 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. Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume — Stone Foundation Storage Depth in. (mm) ft3 9 12 15 18 (m3)(230)(300)(375)(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 35.7 108.7 111.9 115.2 118.4 End Cap (1.01)(3.08)(3.17)(3.26)(3.35) Amount of Stone Per Chamber NOTE: Assumes 12" (300 mm) of stone above, 9" (230 mm) row spacing, and 12" (300 mm) of perimeter stone in front of end caps. ENGLISH Stone Foundation Depth tons (yd3)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)10.0 (7.1)10.4 (7.4)10.9 (7.7) METRICkg (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 (5.9) Volume of Excavation Per Chamber/End Cap in yd3 (m3) NOTE: Assumes 9" (230 mm) of 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. 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) General Cross Section Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.6 1.1 PRODUCT DESIGN StormTech’s commitment to thorough product testing programs, materials evaluation and adherence to nation- al standards has resulted in two more superior products. Like other StormTech chambers, the MC-3500 and MC- 4500 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 (ASTM) International specification F 2418 ”Standard Specification for Polypropylene (PP) Corrugated Stormwater Collection Chambers”. The StormTech MC-3500 and MC-4500 chambers provide the full AASHTO safety factors for live loads and permanent earth loads. The ASTM F 2418 standard is linked to the AASHTO LRFD Bridge Design Specifications Section 12.12 design standard. ASTM F 2418 requires that the safety factors included in the AASHTO guidance are achieved as a prerequisite to meeting ASTM F 2418. StormTech chambers are also designed in accordance with ASTM F 2787 “Standard Practice for Structural Design of Thermoplastic Corrugated Wall Stormwater Collection Chambers” which provides specific guidance on how to design ther- moplastic chambers in accordance with AASHTO Section 12.12. The three standards provide both the assurance of product quality and safe structural design. The design of larger chambers in the same tradition of our other chambers required the collaboration of experts in soil-structure interaction, plastics and manufacturing. Years of extensive research, including laboratory testing and field verification, were required to produce chambers that are ready to meet both the rigors of installation and the longevity expected by engineers and owners. This Design Manual provides the details and specifica- tions necessary for consulting engineers to design stormwater management systems using the MC-3500 and MC-4500 chambers. It provides specifications for storage capacities, layout dimensions as well as require- ments for design to ensure a long service life. The basic design concepts for foundation and backfill materials, subgrade bearing capacities and row spacing remain equally as pertinent for the MC-3500 and MC-4500 as the SC-740, SC-310 and DC-780 chamber systems. How - ever, since many design values and dimensional require- ments are different for these larger chambers than the SC-740, SC-310 and DC-780 chambers, design manuals and installation instructions are not interchangeable. This manual includes only those details, dimensions, cover limits, etc for the MC-3500 and MC-4500 and is intended to be a stand-alone design guide for the MC-3500 and MC-4500 chambers. A Construction Guide specifically for these two chamber models has also been published. 1.2 TECHNICAL SUPPORT The StormTech Technical Services Department is available to assist the engineer with the layout of MC-3500 and MC-4500 chamber systems and answer questions regarding all the StormTech chamber models. Call the Technical Services Department, email us at info@stormtech.com or contact your local StormTech representative. 1.3 MC-3500 AND MC-4500 CHAMBERS All StormTech chambers are designed to the full scope of AASHTO requirements without repeating end walls or other structural reinforcing. StormTech’s continuously curved, elliptical arch and the surrounding angular backfill are the key components of the structural system. With the addition of patent pending integral stiffening ribs (Figure 5), the MC-3500 and MC-4500 are assured to provide a long, safe service life. Like other StormTech chambers, the MC-3500 and MC-4500 are produced from high quality, impact modified resins which are test- ed for short-term and long-term mechanical properties. With all StormTech chambers, one chamber type is used for the start, middle and end of rows. Rows are formed by overlapping the upper joint corrugation of the next chamber over the lower joint corrugation of the previous chamber (Figure 6). 1.4 CHAMBER JOINTS All StormTech chambers are designed with an optimized joining system. The height and width of the end corruga- tions have been designed to provide the required struc- tural safety factors while providing an unobstructed flow path down each row. 1.0 Product Information 7 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 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. FIGURE 5 –Chamber and End Cap Components FIGURE 6 –Chamber Joint Overlap FIGURE 7 –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.8 1.0 Product Information FIGURE 8 –MC-4500 End Cap Inverts 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 embed- ment 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. 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. LIVE AND DEAD LOAD SUBGRADE STONE COLUMN FOUNDATION STONE LOADPATH 2.0 Foundations for Chambers FIGURE 9 –MC-3500 End Cap Inverts 9 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. TABLE 1 – MC-3500 Minimum Required Foundation Depth in inches (millimeters) Assumes 9" (230 mm) row spacing. 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. 2.0 Foundations for Chambers FIGURE 10A –MC-3500 STRUCTURAL CROSS SECTION DETAIL (Not to Scale) Cover Minimum Bearing Resistance for Service Loads ksf (kPa) Hgt. ft. 4.4 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 3.5 3.4 3.3 3.2 3.1 3.0 2.9 2.8 2.7 2.6 2.5 2.4 2.3 2.2 2.1 2.0 (m) (211) (206) (201) (196) (192) (187) (182) (177) (172) (168) (163) (158) (153) (148) (144) (139) (134) (129) (124) (120) (115) (110) (105) (101) (96) 2.0 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 15 (0.61) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (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 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 15 18 18 18 (0.91) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (375) (450) (450) (450) 3.5 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 18 18 24 24 (1.07) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) (450) (600) (600) 4.0 9 9 9 9 9 9 9 9 9 9 9 9 12 121212151515151818242424 (1.22) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (600) (600) (600) 4.5 9 9 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 18 18 18 24 24 24 30 (1.37) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (750) 5.0 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 30 (1.52) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (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 9 9 9 9 9 9 12 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 30 30 30 (1.83) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (300)(375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) 6.5 9 9 9 9 9 12 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 30 30 30 30 (1.98) (230) (230) (230) (230) (230) (300) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) (750) 7.0 9 9 9 9 12 12 12 12 12 15 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) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) (750) (900) 7.5 9 9 12 12 12 12 12 15 15 15 15 18 18 18 18 24 24 24 24 24 30 30 30 36 36 (2.30) (230) (230) (300) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (450) (600) (600) (600) (600) (600) (750) (750) (750) (900) (900) 8.0 9 12 12 12 12 12 15 15 15 15 18 18 18 18 24 24 24 24 24 30 30 30 36 36 36 (2.44) (230) (300) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (450)(600)(600)(600)(600)(600)(750)(750)(750)(900)(900)(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. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.10 TABLE 2 – MC-4500 Minimum Required Foundation Depth in inches (millimeters) Assumes 9" (230 mm) row spacing. FIGURE 10B –MC-4500 Structural Cross Section Detail (Not to Scale) 2.0 Foundations for Chambers Cover Minimum Bearing Resistance for Service Loads ksf (kPa) Hgt. ft. 4.4 4.3 4.2 4.1 4.0 3.9 3.8 3.7 3.6 3.5 3.4 3.3 3.2 3.1 3.0 2.9 2.8 2.7 2.6 2.5 2.4 2.3 2.2 2.1 2.0 (m) (211) (206) (201) (196) (192) (187) (182) (177) (172) (168) (163) (158) (153) (148) (144) (139) (134) (129) (124) (120) (115) (110) (105) (101) (96) 2.0 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 15 18 (0.61) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (375) (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 9 9 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 18 18 18 24 24 (0.91) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (450) (450) (450) (600) (600) 3.5 9 9 9 9 9 9 9 9 9 9 9 9 9 12 12 12 15 15 15 18 18 24 24 24 24 (1.07) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (375) (375) (375) (450) (450) (600) (600) (600) (600) 4.0999999999991212121515151818182424242430 (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 9 9 9 9 9 9 9 9 9 12 12 12 12 15 15 15 18 18 24 24 24 24 30 30 30 (1.37) (230) (230) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) (450) (600) (600) (600) (600) (750) (750) (750) 5.0 9 9 9 9 9 9 9 12 12 12 12 15 15 15 18 18 18 24 24 24 24 30 30 30 36 (1.52) (230) (230) (230) (230) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) (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 9 9 9 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 30 30 30 30 36 3636 (1.83) (230) (230) (230) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (750) (750) (750) (750) (900) (900) (900) 6.5 9 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 24 30 30 30 30 36 36 36 42 (1.98) (230) (300) (300) (300) (300) (375) (375) (375) (375) (450) (450) (450) (600) (600) (600) (600) (600) (750) (750) (750) (750) (900) (900) (900) (1050) 7.0 12 12 12 12 15 15 15 15 18 18 18 24 24 24 24 24 30 30 30 30 36 36 36 42 42 (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) (1050)(1050) 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 3.1 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 specifica- tions that achieve both structural requirements and a porosity of 40% for stormwater storage. Figure 11 speci- fies the extents of each backfill stone location. TABLE 3 – Acceptable Fill Materials FIGURE 11 – Fill Material Locations 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 requirements of layer “C” or “D” at the design engineers discretion. 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 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. 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 vertical restrictions on site prevent the use of a deeper foundation. Perpendicular Bed Separation When beds are laid perpendicular to each other, a minimum installed spacing of 36" (900 mm) between beds is required. Minumum Row Spacing 9” (230 mm) System cross section. 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 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 configur- ing 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 l/s) to 13 cfs (368 l/s) per MC-3500 chamber and 0.54 cfs (15 l/s) to 8.5 cfs (240 l/s) for the MC-4500 chamber.The actual con- veyance 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. 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. FIGURE 12 – StormTech Isolator Row Detail 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 connec- tion location produce a shear scour potential of the foun- dation 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. 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. With an appropriate scour protection geotextile installed from the end cap to at least 14.5’ (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. 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 Hydraulics 12 (300)2 (57) 15 (375)3.5 (99) 18 (450)5.5 (156) 24 (600)8.5 (241) [MC-3500] 24 (600)9.5 (269) [MC-4500] TABLE 4 – Allowable Inlet Flows* Inlet Pipe Diameter Allowable Maximum Flow Rate Inches (mm)cfs (l/s) STRUCTURE WITH OVERFLOW WEIR (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 OPTIONAL PRE-TREATMENT 24” (600 mm) DIA. ACCESS PIPE REQUIRED STORMTECH ISOLATOR ROW STORMTECH CHAMBERS FIGURE 13 – Typical Inlet Configuration With Isolator Row and Scour Protection * Assumes appropriate length of scour fabric per section 4.3. TABLE 5 – Maximum Outlet Flow Rate Capacities From Stormtech Outlet Manifolds PIPE DIA. 6” (150 mm) 8” (200 mm) 10” (250 mm) 12” (300 mm) 15” (375 mm) 18” (450 mm) 24” (600 mm) 30” (750 mm) 36” (900 mm) 42” (1050 mm) 48” (1200 mm) 0.4 0.7 1.0 2.0 2.7 4.0 7.0 11.0 16.0 22.0 28.0 11.3 19.8 28.3 56.6 76.5 113.3 198.2 311.5 453.1 623.0 792.9 FLOW (CFS)FLOW (L/S) TABLE 6 – Standard Distances From Base Of Chamber To Invert Of Inlet And Outlet Manifolds on Stormtech End Caps PIPE DIA. 6” (150 mm) 8” (200 mm) 10” (250 mm) 12” (300 mm) 15” (375 mm) 18” (450 mm) 24” (600 mm) 12” (750 mm) 15” (900 mm) 18” (1050 mm) 24” (1200 mm) 33.21 31.16 29.04 26.36 23.39 20.03 14.48 1.35 1.5 1.77 2.06 841 789 738 671 594 509 369 34 40 46 52 INV. (IN)INV. (MM) MC-3500 ENDCAPS BOTTOMTOPPIPE DIA. 12” (300 mm) 15” (375 mm) 18” (450 mm) 24” (600 mm) 12” (750 mm) 15” (900 mm) 18” (1050 mm) 24” (1200 mm) 35.69 32.72 29.36 23.05 1.55 1.7 1.97 2.26 907 831 746 585 34 43 50 57 INV. (IN)INV. (MM) MC-4500 ENDCAPS BOTTOMTOP 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 BED PERIMETER STORMTECH CHAMBERS OUTLET MANIFOLD INLET MANIFOLD SCOUR PROTECTION NUMBER AND SIZE OF UNDERDRAIN(S) PER ENGINEER’S DESIGN OUTLET CONTROL STRUCTURE (PER ENGINEER’S DESIGN/PROVIDED BY OTHERS) FIGURE 14 – Typical Inlet, Outlet and Underdrain Configuration 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 applica- tions 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 recom- mends that outlet manifolds connect the same rows that are connected to an inlet manifold. This provides a con- tinuous 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 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 66 (1676)0.00 178.96 (5.068) 65 (1651)0.00 177.25 (5.019) 64 (1626)0.00 175.54 (4.971) 63 (1600)0.00 173.83 (4.922) 62 (1575)0.00 172.11 (4.874) 61 (1549)0.00 170.40 (4.825) 60 (1524)0.00 168.69 (4.777) 59 (1499)0.00 166.98 (4.728) 58 (1473)0.00 165.27 (4.680) 57 (1448)0.00 163.55 (4.631) 56 (1422)0.00 161.84 (4.583) 55 (1397)0.00 160.13 (4.534) 54 (1372)109.95 (3.113)158.42 (4.486) 53 (1346)109.89 (3.112)156.67 (4.436) 52 (1321)109.69 (3.106)154.84 (4.385) 51 (1295)109.40 (3.098)152.95 (4.331) 50 (1270)109.00 (3.086)151.00 (4.276) 49 (1245)108.31 (3.067)148.88 (4.216) 48 (1219)107.28 (3.038)146.55 (4.150) 47 (1194)106.03 (3.003)144.09 (4.080) 46 (1168)104.61 (2.962)141.52 (4.007) 45 (1143)103.04 (2.918)138.86 (3.932) 44 (1118)101.33 (2.869)136.13 (3.855) 43 (1092)99.50 (2.818)133.32 (3.775) 42 (1067)97.56 (2.763)130.44 (3.694) 41 (1041)95.52 (2.705)127.51 (3.611) 40 (1016)93.39 (2.644)124.51 (3.526) 39 (991)91.16 (2.581)121.47 (3.440) 38 (965)88.86 (2.516)118.37 (3.352) 37 (940)86.47 (2.449)115.23 (3.263) 36 (914)84.01 (2.379)112.04 (3.173) 35 (889)81.49 (2.307)108.81 (3.081) 34 (864)78.89 (2.234)105.54 (2.989) 33 (838)76.24 (2.159)102.24 (2.895) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) 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) spacing between chambers. Stone Cover 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 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. 32 (813)73.52 (2.082)98.90 (2.800) 31 (787)70.75 (2.003)95.52 (2.705) 30 (762)67.92 (1.923)92.12 (2.608) 29 (737)65.05 (1.842)88.68 (2.511) 28 (711)62.12 (1.759)85.21 (2.413) 27 (686)59.15 (1.675)81.72 (2.314) 26 (660)56.14 (1.590)78.20 (2.214) 25 (635)53.09 (1.503)74.65 (2.114) 24 (610)49.99 (1.416)71.09 (2.013) 23 (584)46.86 (1.327)67.50 (1.911) 22 (559)43.70 (1.237)63.88 (1.809) 21 (533)40.50 (1.147)60.25 (1.706) 20 (508)37.27 (1.055)56.60 (1.603) 19 (483)34.01 (0.963)52.93 (1.499) 18 (457)30.72 (0.870)49.25 (1.395) 17 (432)27.40 (0.776)45.54 (1.290) 16 (406)24.05 (0.681)41.83 (1.184) 15 (381)20.69 (0.586)38.09 (1.079) 14 (356)17.29 (0.490)34.34 (0.973) 13 (330)13.88 (0.393)30.58 (0.866) 12 (305)10.44 (0.296)26.81 (0.759) 11 (279)6.98 (0.198)23.02 (0.652) 10 (254)3.51 (0.099)19.22 (0.544) 9 (229)0.00 15.41 (0.436) 8 (203)0.00 13.70 (0.388) 7 (178)0.00 11.98 (0.339) 6 (152)0.00 10.27 (0.291) 5 (127)0.00 8.56 (0.242) 4 (102)0.00 6.85 (0.194) 3 (76)0.00 5.14 (0.145) 2 (51)0.00 3.42 (0.097) 1 (25)0.00 1.71 (0.048) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) NOTE: Add 1.71 ft3 (0.048 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. 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. 5.0 Cumulative Storage Volumes 66 (1676)0 46.96 (1.330) 65 (1651)0 46.39 (1.314) 64 (1626)0 45.82 (1.298) 63 (1600)0 45.25 (1.281) 62 (1575)0 44.68 (1.265) 61 (1549)0 44.11 (1.249) 60 (1524)0 43.54 (1.233) 59 (1499)0 42.98 (1.217) 58 (1473)0 42.41 (1.201) 57 (1448)0 41.84 (1.185) 56 (1422)0 41.27 (1.169) 55 (1397)0 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 (1245)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) Depth of Water Cumulative Total System in System End Cap Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) 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 end caps, 12" (300 mm) of stone above end caps, 9" (230 mm) of spacing between end caps and 6" (150 mm) of stone perimeter. Stone Cover 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 (610)9.19 (0.260)19.75 (0.559) 24 (609)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 (0.105)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 5.12 (0.145) 8 (203)0 4.55 (0.129) 7 (178)0 3.99 (0.113) 6 (152)0 3.42 (0.097) 5 (127)0 2.85 (0.081) 4 (102)0 2.28 (0.064) 3 (76)0 1.71 (0.048) 2 (51)0 1.14 (0.032) 1 (25)0 0.56 (0.016) Depth of Water Cumulative Total System in System End Cap Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) NOTE: Add 0.56 ft3 (0.016 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. 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.18 5.0 Cumulative Storage Volumes 81 (2057)0 162.62 (4.605) 80 (2032)0 161.40 (4.570) 79 (2007)0 160.18 (4.536) 78 (1981)0 158.96 (4.501) 77 (1956)0 157.74 (4.467) 76 (1930)0 156.52 (4.432) 75 (1905)0 155.30 (4.398) 74 (1880)0 154.09 (4.363) 73 (1854)0 152.87 (4.329) 72 (1829)0 151.65 (4.294) 71 (1803)0 150.43 (4.260) 70 (1778)0 149.21 (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 (3.431) 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) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) 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) spacing between chambers. Stone Cover 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 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. 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)59.15 (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 10.97 (0.311) 8 (203)0 9.75 (0.276) 7 (178)0 8.53 (0.242) 6 (152)0 7.31 (0.207) 5 (127)0 6.09 (0.173) 4 (102)0 4.87 (0.138) 3 (76)0 3.66 (0.104) 2 (51)0 2.44 (0.069) 1 (25)0 1.22 (0.035) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) NOTE: Add 1.22 ft3 (0.035 m3) of storage for each additional inch (25 mm) of stone foundation. Contact StormTech for cumulative volume spreadsheets in digital format. Stone Foundation 19 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 TABLE 10 – MC-4500 Incremental Storage Volume Per End Cap Assumes 40% stone porosity. Calculations are based upon a 9" (229 mm) stone base under the end caps, 12" (300 mm) of stone above end caps, 9" (230 mm) of spacing between end caps and 12" (300 mm) of stone perimeter. 81 (2057)0 108.69 (3.078) 80 (2032)0 107.62 (3.047) 79 (2007)0 106.54 (3.017) 78 (1981)0 105.46 (2.986) 77 (1956)0 104.38 (2.956) 76 (1930)0 103.31 (2.925) 75 (1905)0 102.23 (2.895) 74 (1880)0 101.15 (2.864) 73 (1854)0 100.07 (2.834) 72 (1829)0 99.00 (2.803) 71 (1803)0 97.92 (2.773) 70 (1778)0 96.84 (2.742) 69 (1753)35.71 (1.011)95.76 (2.712) 68 (1727)35.71 (1.011)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) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) Stone Cover 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 (948)24.68 (0.699)54.67 (1.548) 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 (0.978) 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)28.06 (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 9.70 (0.275) 8 (203)0 8.62 (0.244) 7 (178)0 7.54 (0.214) 6 (152)0 6.46 (0.183) 5 (127)0 5.39 (0.153) 4 (102)0 4.31 (0.122) 3 (76)0 3.23 (0.092) 2 (51)0 2.15 (0.061) 1 (25)0 1.08 (0.031) Depth of Water Cumulative Total System in System Chamber Storage Cumulative Storage Inches (mm)ft3 (m3)ft3 (m3) NOTE: Add 1.08 ft3 (0.031 m3) of storage for each additional inch (25 mm) of stone foundation. Contact stormtech for cumulative volume spreadsheets in digital format. Stone Foundation The following steps provide the calculations necessary for preliminary sizing of an MC-3500 chamber system. For custom bed configurations to fit specific sites, con- tact 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. 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 foradditional 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. Numberof 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 StormTech’s Tech nical Services Department for assistance with deter mining the number of chambers and end caps required for your project. 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. 8) Determine the volume of excavation (Ex) required. Each additional foot of cover will add a volume of exca- vation of 1.9 yd3 (1.5 m3) per MC-3500 chamber and 0.6 yd3 (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 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) over- lap must be included for all seams. Geotextiles typically come in 15 foot (4.57 m) wide rolls. TABLE 12 – Amount of Stone Per Chamber/End Cap 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. TABLE 11 – Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume — Stone Foundation Storage Depth in. (mm) MC-3500 ft3 (m3)9" (230 mm)12" (300 mm)15" (375 mm)18" (450 mm) Chamber109.9 (3.11)178.9 (5.06)184.0 (5.21)189.2 (5.36)194.3 (5.5) End Cap 14.9 (0.42)46.0 (1.30)47.7 (1.35)49.6 (1.40)51.3 (1.44) NOTE: Assumes 12" (300 mm) of stone above, 9" (230 mm) row spacing, and 6" (150 mm) of perimeter stone in front of end caps. ENGLISH Stone Foundation Depth tons (yds3)9"12"15" 18" MC-3500 9.1 (6.4 yd3)9.7 (6.9 yd3)10.4 (7.3 yd3)11.1 (7.8 yd3) End Cap 4.1 (2.9 yd3)4.3 (3.1 yd3)4.6 (3.2 yd3)4.8 (3.4 yd3) METRICkg (m3)230 mm 300 mm 375 mm 450 mm MC-3500 8220 (4.9 m3)8831 (5.3 m3)9443 (5.6 m3)10054 (6.0 m3) End Cap 3729 (2.2 m3)3933 (2.3 m3)4136 (2.5 m3)4339 (2.6 m3) TABLE 13 – Volume of Excavation Per Chamber/End Cap in yd3 (m3) NOTE: Assumes 9" (230 mm) of 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. 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)4.6 (3.5) 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-3500 Chamber System Sizing 21 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-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, con- tact 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. 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 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 foradditional 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. Numberof 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 StormTech’s Tech nical Services Department for assistance with deter mining the number of chambers and end caps required for your project. 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 12" (300 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. 8) Determine the volume of excavation (Ex) required. Each additional foot of cover will add a volume of exca- vation of 1.4 yd3 (1.0 m3) per MC-4500 chamber and 1.2 yd3 (0.9 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) over- lap must be included for all seams. Geotextiles typically come in 15 foot (4.57 m) wide rolls. TABLE 15 – Amount of Stone Per Chamber/End Cap 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. TABLE 14 – Storage Volume Per Chamber/End Cap ft3 (m3) Bare Chamber/End Cap and Stone Unit Volume — Stone Foundation Storage Depth in. (mm) MC-4500 ft3 (m3)9" (230 mm)12" (300 mm)15" (375 mm)18" (450 mm) Chamber 106.5 (3.01)162.6 (4.60)166.3 (4.71)169.9 (4.81)173.6 (4.91) End Cap 35.7 (1.01)108.7 (3.08)111.9 (3.17)115.2 (3.26)118.4 (3.35) NOTE: Assumes 12" (300 mm) of stone above, 9" (230 mm) row spacing, and 12" (300 mm) of perimeter stone in front of end caps. ENGLISH Stone Foundation Depth tons (yds3)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)10.0 (7.1)10.4 (7.4)10.9 (7.7) METRICkg (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 (5.9) TABLE 16 – Volume of Excavation Per Chamber/End Cap in yd3 (m3) NOTE: Assumes 9" (230 mm) of 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. 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) MC-3500 STORMWATER CHAMBER SPECIFICATIONS: 1.Chambers shall be StormTech MC-3500 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.” 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. Figure 16 –MC-3500 Structural Cross Section Detail – (not to scale) Detail drawings available in Cad Rev.2000 format at www.stormtech.com. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.22 7.0 Structural Cross Sections and Specifications 23 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 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.” 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 Figure 16 –MC-4500 Structural Cross Section Detail – (not to scale) Detail drawings available in Cad Rev.2000 format at www.stormtech.com. Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information.24 8.0 General Notes 1. StormTech (“StormTech”) requires installing contractors to use and understand the latestStormTech MC-3500 and MC-4500 ConstructionGuideprior to beginning system installation. 2.StormTech offers installation consultations to installing contractors. Contact our Technical Service Department or local StormTech represen- tative 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 begin- ning 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 con- tact 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. 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 con- tractor is responsible for preventing vehicles that exceed StormTech requirements from traveling across or parking over the stormwater system. Temporary fencing, warning tape and appropriate- ly located signs are commonly used to prevent unauthorized vehicles from entering sensitive con- struction 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. 25 Call StormTech at 860.529.8188 or 888.892.2694 or visit our website at www.stormtech.com for technical and product information. 9.0 Inspection and Maintenance 9.1 ISOLATOR ROW INSPECTION Regular inspection and maintenance are essential to assure a properly functioning stormwater system. Inspec tion 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 dia meter 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). Looking down the Isolator Row. A typical JetVac truck. (This is not a StormTech product.) Examples of culvert cleaning nozzles appropriate for Isolator Row maintenance. (These are not StormTech products.) 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. 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. © 2015 Advanced Drainage Systems, Inc. S250211 02/15 A Family of Products and Services for the 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, O&M Manuals and Detailed CAD drawings all downloadable via our Web Site 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.” 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. www.stormtech.com 70 Inwood Road, Suite 3 Rocky Hill Connecticut 06067 860.529.8188 888.892.2694 fax 866.328.8401 fax 860.529.8040 www.stormtech.com SC-740DC-780 MC-4500 MC-3500 SC-310 Detention • Retention • Water Quality A division of APPENDIX G DRAWINGS COPYRIGHT © 2017 by JMC All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted in any form or by means, electronic, mechanical,photocopying, recording or otherwise, without the prior written permission of JMC PLANNING, ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENTCONSULTANTS, LLC | JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of JMC shall render them invalid and unusable.Drawing No:Project No:Date:Scale:Drawn:Approved:ANY ALTERATION OF PLANS,SPECIFICATIONS, PLATS ANDREPORTS BEARING THE SEALOF A LICENSED PROFESSIONALENGINEER OR LICENSED LANDSURVEYOR IS A VIOLATION OFSECTION 7209 OF THE NEWYORK STATE EDUCATION LAW,EXCEPT AS PROVIDED FOR BYSECTION 7209, SUBSECTION 2.No.Revision Date Previous Editions Obsolete By COPYRIGHT © 2017 by JMC All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted in any form or by means, electronic, mechanical,photocopying, recording or otherwise, without the prior written permission of JMC PLANNING, ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENTCONSULTANTS, LLC | JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of JMC shall render them invalid and unusable.Drawing No:Project No:Date:Scale:Drawn:Approved:ANY ALTERATION OF PLANS,SPECIFICATIONS, PLATS ANDREPORTS BEARING THE SEALOF A LICENSED PROFESSIONALENGINEER OR LICENSED LANDSURVEYOR IS A VIOLATION OFSECTION 7209 OF THE NEWYORK STATE EDUCATION LAW,EXCEPT AS PROVIDED FOR BYSECTION 7209, SUBSECTION 2.No.Revision Date Previous Editions Obsolete By (( COPYRIGHT © 2017 by JMC All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted in any form or by means, electronic, mechanical,photocopying, recording or otherwise, without the prior written permission of JMC PLANNING, ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENTCONSULTANTS, LLC | JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of JMC shall render them invalid and unusable.Drawing No:Project No:Date:Scale:Drawn:Approved:ANY ALTERATION OF PLANS,SPECIFICATIONS, PLATS ANDREPORTS BEARING THE SEALOF A LICENSED PROFESSIONALENGINEER OR LICENSED LANDSURVEYOR IS A VIOLATION OFSECTION 7209 OF THE NEWYORK STATE EDUCATION LAW,EXCEPT AS PROVIDED FOR BYSECTION 7209, SUBSECTION 2.No.Revision Date Previous Editions Obsolete By ((COPYRIGHT © 2017 by JMC All Rights Reserved. No part of this document may be reproduced, stored in a retrieval system, or transmitted in any form or by means, electronic, mechanical,photocopying, recording or otherwise, without the prior written permission of JMC PLANNING, ENGINEERING, LANDSCAPE ARCHITECTURE & LAND SURVEYING, PLLC | JMC SITE DEVELOPMENTCONSULTANTS, LLC | JOHN MEYER CONSULTING, INC. (JMC). Any modifications or alterations to this document without the written permission of JMC shall render them invalid and unusable.Drawing No:Project No:Date:Scale:Drawn:Approved:ANY ALTERATION OF PLANS,SPECIFICATIONS, PLATS ANDREPORTS BEARING THE SEALOF A LICENSED PROFESSIONALENGINEER OR LICENSED LANDSURVEYOR IS A VIOLATION OFSECTION 7209 OF THE NEWYORK STATE EDUCATION LAW,EXCEPT AS PROVIDED FOR BYSECTION 7209, SUBSECTION 2.No.Revision Date Previous Editions Obsolete By APPENDIX H SOIL TESTING DATA 900 King Street Property 900 KING STREET, RYE BROOK, NEW YORK Subsurface (Phase II) Investigation AKRF Project Number: 170073 Prepared for: 900 King Street Owner, LLC 200 Madison Avenue New York, NY 10016 Prepared by: 34 South Broadway, Suite 401 White Plains, New York 10601 914-949-7336 JANUARY 2018 AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY i TABLE OF CONTENTS 1.0 Introduction ...................................................................................................................................... 1 2.0 Site Description ................................................................................................................................ 1 3.0 Previous Investigations .................................................................................................................... 2 4.0 Field Activities ................................................................................................................................. 4 4.1 Geophysical Survey and Utility Mark-Outs ................................................................................ 4 4.2 Soil Sampling .............................................................................................................................. 4 4.3 Groundwater Sampling ................................................................................................................ 5 4.4 Soil Vapor Sampling ................................................................................................................... 6 5.0 Investigation Results ........................................................................................................................ 7 5.1 Geophysical Survey and Utility Mark Outs................................................................................. 7 5.2 Field Observations ....................................................................................................................... 7 5.3 Soil Analytical Results ................................................................................................................ 7 5.4 Groundwater Analytical Results .................................................................................................. 8 5.5 Soil Vapor and Ambient Air Analytical Results ......................................................................... 9 6.0 Conclusions and Recommendations .............................................................................................. 10 6.1 Conclusions ............................................................................................................................... 11 6.2 Recommendations ..................................................................................................................... 11 7.0 Limitations ..................................................................................................................................... 13 8.0 Soil Disposal Issues ....................................................................................................................... 14 9.0 References ...................................................................................................................................... 15 TABLES Table 1 – Soil Analytical Results of Volatile Organic Compounds (VOCs) Table 2 – Soil Analytical Results of Semivolatile Organic Compounds (SVOCs) Table 3 – Soil Analytical Results of Metals Table 4 – Soil Analytical Results of Polychlorinated Biphenyls (PCBs) and Pesticides Table 5 – Groundwater Analytical Results of VOCs Table 6 – Groundwater Analytical Results of SVOCs Table 7 – Soil Vapor and Ambient Air Analytical Results of VOCs FIGURES Figure 1 – Site Location Map Figure 2 – Site Plan APPENDICES Appendix A – Photographic Documentation Appendix B – Geophysical Investigation Report Appendix C – Field Sampling Logs Appendix D – Laboratory Analytical Reports AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 1 1.0 INTRODUCTION AKRF, Inc. (AKRF) was retained by 900 King Street Owner, LLC to perform a Subsurface (Phase II) Investigation at the property located at 900 King Street in the Village of Rye Brook, Westchester County, New York (referred to hereafter as the “Property” or the “Site”). The 17.34-acre Property, as shown on Figure 1, is also identified as Tax Map ID No. 129.68-1-13. The Property is bounded by the Rye Brook Village Hall, Police Department, and Firehouse to the north; Arbor Drive followed by Harkness Park and Blind Brook Middle and High Schools to the east; The Arbors residential community to the south; and the Hutchinson River Parkway to the west. At the time of the investigation, the Property consisted of a 200,000-square foot three-story office building and associated asphalt-paved parking lot, and landscaped and natural areas. The field work associated with the Phase II investigation was completed between November 16 and 21, 2017. The objectives of the Phase II investigation were to further assess the Recognized Environmental Conditions (RECs) and other environmental concerns identified during AKRF’s Phase I Environmental Site Assessment (ESA) of the Property, as documented in the Phase I ESA report dated October 2017. The scope of this Phase II investigation included a geophysical survey and a soil boring program to characterize soil, soil vapor, and groundwater in the area of RECs and areas that would be disturbed during the proposed future redevelopment activities at the Property. The Phase II scope of work included the advancement of nine soil borings, installation of one groundwater monitoring well, installation of three temporary soil vapor points, and the collection of soil, groundwater, soil vapor, and ambient air samples for field-screening and laboratory analysis. Two existing groundwater observation wells, previously installed at the Site by AKRF during the geotechnical investigation in October 2017, were also sampled for laboratory analysis. This report describes the methods and results of the Phase II investigation conducted by AKRF. The locations of the soil borings, groundwater wells, and soil vapor points are depicted on Figure 2. A photographic log documenting the field activities is provided as Appendix A. 2.0 SITE DESCRIPTION At the time of the investigation, the Property consisted of a three-story office building of concrete construction and a northwest- and northeast-adjacent asphalt-paved parking lot. Additional parking was available beneath the northeastern portion of the building. Access to the Property was gained by a driveway off of Arbor Drive, and entrances to the building were noted on three sides of the building. The perimeter of the Property was tree-lined and topography sloped down to the southeast. The office building was constructed into the existing topography and tiered with three levels in the northern portion, and two in the southern portion. The soil, groundwater, and soil vapor sampling depths referenced in this report are reported relative to existing ground surface at the corresponding soil boring, groundwater well, and soil vapor point locations. Groundwater is anticipated to flow to the southeast trending with topography of the Property. However, actual groundwater flow at the Property can be affected by many factors including past filling activities, bedrock configuration, underground utilities, and other subsurface openings or obstructions such as basements, and other factors beyond the scope of this study. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 2 3.0 PREVIOUS INVESTIGATIONS Phase I Environmental Site Assessment (ESA), 900 King Street, AKRF, Inc. – October 2017 AKRF conducted a Phase I ESA in October 2017. The objective of the Phase I ESA was to evaluate the Site for RECs and other environmental concerns resulting from past or current uses of the Site and neighboring properties. Based on the findings from the site reconnaissance and historic records review, the following conclusions were presented: On-Site RECs  RCRA databases indicate that the Property was a historic SQG of ignitable waste, corrosive waste, and spent halogenic solvents. Storage and handling of these wastes have the potential to have affected the subsurface.  Potential buried debris from former on-site structures that could contain historic fill of unknown origin and/or abandoned underground storage tanks (USTs). Based on the age of the previous structures on the Property, fuel oil may have historically been used for heating purposes.  According to records received from the municipal building department, an abandoned underground vault and steam tank were discovered in the parking area and removed in 2003. The exact location of the vault and steam tank is unknown; however, the limited information available suggests that it was located on an edge of the current parking area and not associated with the current on-site building. The steam tank was likely used for heating a former on-site building. The fuel source associated with the steam heating system was likely fuel oil situated in either an aboveground or underground storage tank(s), which may have been removed when the former buildings were demolished. Releases from storage tank(s) associated with the heating systems for the former buildings may have affected the subsurface. On-Site de minimis Conditions  Arsenic and insecticide associated with the historic arboretum on the Property may be present in material beneath the building and surrounding parking lot.  Diesel generators were located northwest adjacent to the Site building on a concrete pad. Two had observable base tanks and a third was reported to have a tank located within the generator structure. Although access to the interior generator compartments were not provided to confirm the size of the diesel tanks and secondary containment, if present, no staining or evidence of spills was observed in association with the generator.  Based on building department records, residual hydraulic oil was observed beneath equipment in the elevator machine room during a 2014 inspection. Staining was not observed during the Phase I Site inspection, indicating the condition was properly addressed.  Although the building was reported to be constructed in 1980, fluorescent lights, lighting fixtures, and the hydraulic elevator machinery observed during the Property inspection have the potential to include polychlorinated biphenyl (PCB)- and/or mercury-containing components (including capacitors and potting compounds). Unless there is labeling or test data which indicates that they are not mercury- and/or PCB-containing, if disposal is required, it should be performed in accordance with applicable federal, state, and local regulations and guidelines. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 3 Off-Site RECs  Based on historic dry cleaner listings in the regulatory database, Putnam Services Unlimited, located at 941 King Street in Greenwich Connecticut, approximately 350 feet north-northeast of the Property was listed as a carpet and upholstery cleaner in 1994 and 1995. Although no releases from Putnam Services Unlimited were reported, based on the proximity to the Property, a release could migrate through groundwater onto the subject property. In addition to the on-site and off-site REC’s, and on-site de minimis conditions described above, the Phase I assessment identified on-site environmental concerns for consideration ahead of future redevelopment work, including: the presence of electric and hydraulic equipment that may contain PCB- or mercury-containing components or oils; and suspect asbestos-containing materials (ACM) and lead- based paint associated with the on-site structure. Preliminary Geotechnical Engineering Report, 900 King Street, AKRF, Inc. – November 9, 2017 AKRF completed a preliminary geotechnical investigation at the Property to evaluate subsurface conditions for the proposed redevelopment work. A total of 13 geotechnical borings, designated PB-1 through PB-13, were drilled at the Site between October 2, 2017 and October 10, 2017, under the full- time oversight of an AKRF geotechnical engineer. The borings were advanced to depths ranging from approximately 32 to 55 feet below ground surface (bgs). Two groundwater observation wells, designated OW-1 and OW-2, were installed in completed boreholes PB-8 and PB-4, respectively. Each well was installed to a depth of approximately 20 feet bgs. Well construction consisted of slotted 2-inch diameter PVC well screen from 10 to 20 feet bgs with solid 2- inch diameter PVC riser to bring the well to approximately 6 inches below grade. Each well was completed with a locking plug and flush-mounted manway. Results of the investigation indicated that the Property is underlain by a layer of uncontrolled fill consisting mainly of brown to gray sand with varying amounts of gravel, silt, and other miscellaneous fill including brick, asphalt, concrete, and pieces of tile. The identified fill layer ranged from 4 to 9 feet in thickness. Brown sand was encountered in all borings below the topsoil, asphalt, and fill layers, and ranged in thickness from about 9 feet to 31 feet. Soft rock was encountered beneath the sand layer at depths ranging from approximately 9 feet bgs in PB-13, located in the eastern portion of the Site, to approximately 35 feet bgs in PB-2, located in the southern portion of the Site. Foliated rock was encountered beneath the soft rock layer at depths ranging from approximately 11 feet bgs at PB-13 to approximately 44 feet bgs at PB-6, located in the northern portion of the Site. The AKRF geotechnical engineer gauged groundwater levels in the two observation wells and reported groundwater at depths of approximately 6 feet and 2 feet bgs at OW-1 and OW-2, respectively. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 4 4.0 FIELD ACTIVITIES 4.1 Geophysical Survey and Utility Mark-Outs On November 16, 2017, a geophysical survey was conducted across accessible targeted indoor and outdoor areas of the Site, to the extent feasible, to clear the proposed soil boring locations for subsurface utilities and/or structures, and to search for potential buried storage tanks. Additionally, the geophysical survey was designed to locate, if possible, the reported abandoned steam boiler vault and associated tanks, if any. The geophysical survey included electromagnetic (EM), radio-detection (RD), and ground penetrating radar (GPR) methods. The Geophysical Investigation Report is attached as Appendix B. In addition to the geophysical survey, Craig Drilling Companies, Inc. (Craig), the drilling contractor, notified Dig Safely New York at least 3 days prior to the start of the intrusive investigation work. 4.2 Soil Sampling A total of nine soil borings (SB-1 through SB-9) were advanced at the Property between November 17 and 20, 2017 by Craig at the locations shown on Figure 2. The locations of the soil borings were selected to evaluate subsurface conditions adjacent to RECs that were identified through the Phase 1 ESA. The eight exterior soil borings (SB-1 through SB-7, and SB-9) were advanced with a track-mounted Geoprobe® direct push probe (DPP) unit and the one interior soil boring (SB-8) was advanced with a hand auger after coring through the concrete floor slab. The soil borings were advanced to depths ranging from 2.5 to 20 feet bgs. The locations of the soil borings are summarized in the following table: Soil Boring Locations Soil Boring Location SB-1 Adjacent to the dumpster staging area on the western portion of the property SB-2 SB-3 Adjacent to the diesel generator located inside of the fenced-in mechanical equipment area in the parking lot on the western side of the building SB-4 SB-5 Adjacent to the diesel generator located outside of the entrance to the kitchen area on the western side of the building SB-6 Adjacent to the hydraulic lift gate at the loading area on the western side of the building SB-7 SB-8 Inside the elevator machine room SB-9 Adjacent to geotechnical soil boring/observation well PB-4/OW-2 in the center of the parking lot on the western side of the building Continuous soil samples were collected from soil borings SB-1 through SB- 7, and SB-9 using 5- foot long, 2-inch diameter, macrocore piston rod samplers fitted with dedicated acetate liners. Soil samples from SB-8 were obtained utilizing manual hand auger equipment. Each macrocore sample was split lengthwise and all samples were logged by AKRF field personnel. Logging consisted of: describing the soil according to the modified Burmister Classification System; describing any evidence of contamination (e.g., staining, sheens, odors); and field screening the soil for organic vapors using a calibrated photoionization detector (PID) in 1-foot intervals. Soil boring logs are provided in Appendix C. The PID was calibrated each day prior to on-site use using isobutylene gas in accordance with the manufacturer’s specifications. Based on the field AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 5 screening results, a selected interval from the continuous soil samples from soil borings SB-1 through SB-8 was designated for laboratory analysis as follows: Soil Sample Depths Soil Boring Sample Depths (feet bgs) Rational for Selected Interval SB-1 0-2 Evaluate potential surface release(s) from dumpsters and former RCRA hazardous waste, and general subsurface fill conditions SB-2 0-2 SB-3 0-2 Evaluate potential surface release(s) from above grade diesel powered generators and associated ASTs, and general subsurface fill conditions SB-4 0-2 SB-5 0-2 SB-6 5-7 Evaluate potential subsurface release(s) from subgrade hydraulic lift equipment, and general subsurface fill conditions SB-7 5-7 SB-8 1-2.5 Evaluate potential surface release(s) from hydraulic elevator equipment, and general subsurface fill conditions Note: bgs – below ground surface SB-9 was an additional boring beyond the original scope of work, and was drilled for the purpose of installing a monitoring well and confirming the depth to water in OW-2. Samples selected for laboratory analysis were placed in laboratory-supplied containers and a chilled cooler in accordance with EPA protocols and transported via courier with appropriate chain of custody (COC) documentation to Test America Inc., a New York State Department of Health (NYSDOH) Environmental Laboratory Approval Program (ELAP)-certified laboratory, in Edison, New Jersey. The soil samples were analyzed for volatile organic compounds (VOCs) by EPA Method 8260, semi-volatile organic compounds (SVOCs) by EPA Method 8270, PCBs by EPA Method 8082, pesticides by EPA Method 8081, and Target Analyte List (TAL) metals by EPA’s 6000/7000 series Methods. 4.3 Groundwater Sampling Two groundwater samples were collected from the two previously installed geotechnical observation wells (OW-1 and OW-2). Monitoring well OW-2X, located at soil boring SB-9 during this investigation, was installed to provide supplemental geotechnical data to the AKRF geotechnical engineering group only. Sampling of OW-2X was not warranted as it was installed approximately 10 feet southwest of OW-2 and, based on the field screening of the soil samples, would not have yielded statistically significant data. The locations of the groundwater wells that were sampled are depicted on Figure 2. Prior to sampling, each of the groundwater wells was screened for the presence of VOCs using a calibrated PID after removing the well cap. The depth to groundwater and the total well depth were then measured in each well using a multi-parameter interface probe attached to a measuring tape accurate to 0.01 feet. Modified low-flow sampling techniques were utilized to purge the wells prior to sample collection. The purged water was monitored for turbidity and water quality indicators (i.e., pH, temperature, dissolved oxygen, oxidation reduction potential, and specific conductivity) with measurements collected approximately every five minutes. Purging at OW-1 continued until the turbidity was less than 50 Nephelometric Turbidity Units (NTU) for three successive readings and water quality indicators had stabilized to the extent practicable. Turbidity and/or water quality indicators at OW-2 did not stabilize following two consecutive hours and as such, purging was discontinued and samples were collected. Groundwater sampling logs are provided in Appendix C. Groundwater samples were collected in laboratory-supplied glassware and placed in a chilled cooler in accordance with EPA protocols. The samples were transported AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 6 via courier with appropriate COC documentation to Test America Inc. The groundwater samples were analyzed for VOCs by EPA Method 8260 and SVOCs by EPA Method 8270. No evidence of light non-aqueous phase liquid (LNAPL) petroleum product and/or petroleum sheen or odors were detected in the groundwater purged from the monitoring wells at the Site. As such, purge water generated during the well sampling was discarded in grassy areas adjacent to the groundwater well locations. 4.4 Soil Vapor Sampling Three soil vapor points (SV-1 through SV-3) were installed within the footprint of the proposed redevelopment area to facilitate the collection of soil vapor samples for laboratory analysis. The soil vapor sample locations, as depicted on Figure 2, were established to evaluate potential contamination from off-site RECs identified in the Phase I ESA, including a former off-site dry cleaner, and to evaluate general subsurface conditions in the vicinity of the future occupied spaces in the redevelopment area. Soil vapor point SV-1 was installed in the parking lot area east of the existing office building, and soil vapor points SV-2 and SV-3 were installed in the parking lot area northeast of the existing office building. The soil vapor sampling points were installed using a track-mounted Geoprobe® DPP unit to advance a 0.75-inch diameter hollow probe rod fitted with an expendable 6-inch long stainless steel screened implant to a depth of 3 feet bgs. Dedicated tubing with threaded fittings was connected to the probe. The hollow probe rod was then removed and the boring was backfilled with clean silica sand to 1 foot above the screen. Hydrated bentonite was used to fill the remaining void around the sampling tubing to ground surface. Prior to sampling, approximately three system volumes were purged from each soil vapor point using a Gillian® GilAir™ Plus low flow sampling pump. During purging, an inverted 5-gallon bucket was placed over the sampling point and helium gas was introduced through a small hole in the bucket to saturate the atmosphere around the sampling point with helium. The purged vapors were collected in 1-liter Tedlar® bags and were field-screened with a portable helium detector to check for short-circuiting by ambient air into the sampling point (to verify the adequacy of the bentonite seal and confirm that vapors sampled were solely from the subsurface). The purged vapors were also field-screened for organic vapors using a calibrated PID. After purging, each probe was connected via Teflon™ tubing to a laboratory-supplied 6-liter SUMMA® canister equipped with a 0.10 liter per minute (L/min) flow regulator. In addition to the soil vapor samples, one ambient air sample (AA-1) was collected at the eastern side of the office building, adjacent to the main entrance, for quality control purposes. The soil vapor and ambient air samples were collected over an approximate 1-hour timeframe. Methodologies used for soil vapor assessment were consistent with the New York State Department of Health (NYSDOH) Final Guidance on Soil Vapor Intrusion, October 2006 and ASTM E 2600-08 Standard Practice for Assessment of Vapor Intrusion into Structures on Property Involved in Real Estate Transactions. The soil vapor and ambient air samples were transported via courier with appropriate COC documentation to Test America Inc. for analysis for VOCs by EPA Method TO-15. Soil vapor and ambient air sampling logs are provided in Appendix C. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 7 5.0 INVESTIGATION RESULTS 5.1 Geophysical Survey and Utility Mark Outs During the geophysical survey, linear anomalies consistent with subsurface utilities were marked out with spray paint prior to drilling and soil boring locations were adjusted accordingly. No evidence of buried tanks was identified in the areas that were scanned during the geophysical survey. Further, no evidence of the reported abandoned steam boiler vault and associated tanks was identified. The Geophysical Investigation Report is attached as Appendix B. During the geophysical survey, evidence of an ongoing hydraulic oil condition was noted on the concrete slab floor in the elevator machine room on the ground floor of the building. Hydraulic oil and sorbent pads were noted on the slab floor adjacent to elevator motors denoted “Car #1” and “Car #2”. 5.2 Field Observations While no definitive evidence of historic fill material (i.e., buried brick, concrete, and/or building materials) was observed in the soil borings advanced during this investigation, the previous geotechnical investigation reported a suspected fill layer ranging between 4 and 9 feet in thickness. Soils encountered during this investigation comprised of varying amounts of sand, silt, and gravel were identified underlying the concrete and asphalt cover layers, extending to approximately 20 feet bgs (the maximum boring depth). No evidence of contamination (i.e., soil staining, odors, and/or elevated PID readings) was noted in the soil borings that were advanced. Soil descriptions, observations, and PID readings are detailed in the soil boring logs provided in Appendix C. The observed depth to groundwater was recorded at 3.73 feet, 1.14 feet, and 0.98 feet below the top of the well casing in observation wells OW-1 and OW-2, and monitoring well OW-2X, respectively. No evidence of LNAPL and/or petroleum sheen or odors was detected in the groundwater wells at the Site. 5.3 Soil Analytical Results The analytical results from the eight soil samples that were submitted to the laboratory from this investigation were compared to the New York State Department of Environmental Conservation (NYSDEC) Part 375 Unrestricted Use Soil Cleanup Objectives (UUSCOs), Restricted Residential Soil Cleanup Objectives (RRSCOs), and Protection of Groundwater Soil Cleanup Objectives (PGWSCOs) presented in Sections 6.8(a) and 6.8(b) of 6 NYCRR Part 375. Soil analytical results are summarized in Tables 1 through 4. The complete laboratory analytical report is provided as Appendix D. The analytical results from the soil sampling are discussed below: Volatile Organic Compounds (VOCs) Six VOCs (acetone, carbon tetrachloride, methylene chloride, trichlorethene, m,p-xylenes, and o- xylenes) were detected in one or more of the soil samples at concentrations ranging from 0.000069 to 0.0046 milligrams per kilogram (mg/kg). None of the detected VOC concentrations were above their respective UUSCOs, RRSCOs, or PGWSCOs. Analytical results for VOCs in soil are summarized in Table 1. Semivolatile Organic Compounds (SVOCs) Fifteen SVOCs [2-methylnaphthalene, benzo[a]anthracene, benzo[a]pyrene, benzo[b]fluoranthene, benzo[g,h,i]perylene, benzo[k]fluoranthene, bis(2-ethylhexyl) phthalate, carbazole, chrysene, dibenz(a,h)anthracene, fluoranthene, indeno[1,2,3-cd]pyrene, naphthalene, AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 8 phenanthrene, and pyrene] were detected in one or more of the soil samples, consisting primarily of polycyclic aromatic hydrocarbons (PAHs), a class of compounds commonly found in fill material, ash, asphalt, and petroleum products. The SVOCs were detected at concentrations ranging from 0.011 to 0.17 mg/kg. None of the detected SVOC concentrations were above their respective UUSCOs, RRSCOs, or PGWSCOs. Analytical results for SVOCs in soil are summarized in Table 2. Metals Seventeen metals (aluminum, arsenic, barium, beryllium, calcium, chromium, cobalt, copper, iron, lead, magnesium, manganese, nickel, potassium, sodium, vanadium, and zinc) were detected in one of more of the soil samples. As summarized in the following table, concentrations of chromium and nickel at SB-1 (0-2), barium, chromium, and nickel at SB-2 (0-2), and chromium at SB-5 (0-2) were detected above their respective UUSCOs, but below their RRSCOs and PGWSCOs. Metals Detected in Soil Above the Part 375 SCOs Boring ID Part 375 Part 375 Part 375 SB-1 SB-2 SB-5 Depth (ft bgs) UUSCO RRSCO PGWSCO (0-2) (0-2) (0-2) Date Sampled 11/20/17 11/20/17 11/20/17 Dilution Factor 1/10 ϯ 1/10 ϯ 1/4/10 ϯ Units = mg/kg Barium 350 400 820 228 379 66.3 Chromium 30*** 180*** NS*** 53.8 76.8 39.5 Nickel 30 310 130 30.3 35.9 21.6 Notes: Bold = Exceeds Unrestricted Use SCO (UUSCO) mg/kg = milligram per kilogram ft bgs = feet below ground surface ϯ = Dilution factor varies *** = Standard reflects trivalent, not total chromium standard Based on the field observations and the Property history, these metals detections are likely attributable to the fill material and/or background conditions, and not to a release or other source area. Analytical results for metals in soil are summarized in Table 3. Polychlorinated Biphenyls (PCBs) and Pesticides No PCBs or pesticides were detected above the laboratory detections limits in the soil samples collected during this investigation. Analytical results for PCBs and pesticides in soil are summarized in Table 4. 5.4 Groundwater Analytical Results The groundwater analytical results from the samples collected from the two previously installed groundwater observation wells (OW-1 and OW-2), and the analytical results from the trip blank sample were compared to the NYSDEC Class GA Ambient Water Quality Standards and Guidance Values (AWQVs) as presented in the NYSDEC Division of Water Technical Operational and Guidance Series (TOGS) 1.1.1. The groundwater analytical results are summarized in Tables 5 and 6. The complete laboratory analytical report is provided as Appendix D. The analytical results from the groundwater sampling are discussed below: AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 9 VOCs Two VOCs, including acetone, a common laboratory contaminant, and chloroform, were detected in one of more of the samples collected. Acetone was also detected in the laboratory trip blank sample. The VOCs were detected at concentrations ranging from 1.1 to 4.0 micrograms per liter (µg/L). None of the detected VOC concentrations were above their respective AWQVs. Analytical results for VOCs in groundwater are summarized in Table 5. SVOCs No SVOCs were detected above the laboratory detection limits in the groundwater samples collected during this investigation. Analytical results for SVOCs in groundwater are summarized in Table 6. 5.5 Soil Vapor and Ambient Air Analytical Results The analytical results from the three soil vapor samples and ambient air sample were compared to the NYSDOH Soil Vapor Intrusion Air Guidance Values (AGVs) presented in the Final Guidance for Evaluating Soil Vapor Intrusion in the State of New York, dated October 2006, incorporating subsequent 2013, 2015, and 2017 updates. AGVs are intended as a reference for indoor air quality only and have been established for only three VOCs (methylene chloride, TCE, and PCE). Soil vapor and ambient air sampling analytical results are summarized in Table 7. The complete laboratory analytical report is provided as Appendix D. The analytical data from the soil vapor and ambient air sampling is discussed below. VOCs Twenty-three (23) VOCs were detected in the soil vapor samples. VOCs associated with petroleum (including 1,2,4-trimethylbenzene, 1,3,5-trimethylbenzene, 1,3-butadiene, 2,2,4- trimethylpentane, 4-ethyltoluene, benzene, cumene, cyclohexane, ethylbenzene, m,p-xylene, n- butane, n-heptane, n-hexane, n-propylbenzene, o-xylene, toluene, and total xylenes) were detected in one of more of the soil vapor samples at concentrations ranging from 1.3 to 810 µg/m3. Solvent related VOCs (including acetone, bromodichloromethane, carbon disulfide, carbon tetrachloride, chloroform, and methyl ethyl ketone) were detected in one of more of the soil vapor samples at concentrations ranging from 0.32 to 90 µg/m3. None of the detected VOC concentrations were above their respective AGVs. Analytical results for VOCs in soil vapor are summarized in Table 7. There were no exceedances to applicable guidance values in the ambient air sample that was collected. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 10 6.0 CONCLUSIONS AND RECOMMENDATIONS AKRF conducted a Subsurface (Phase II) Investigation at the property located at 900 King Street in the Village of Rye Brook, Westchester County, New York, as depicted on Figure 1, between November 16 and 21, 2017. The Phase II investigation was conducted to further assess the recognized environmental conditions (RECs) and other environmental concerns identified during AKRF’s October 2017 Phase I Environmental Site Assessment (ESA) of the Property. The scope of this Phase II investigation included a geophysical survey and a soil boring program to characterize soil, soil vapor, and groundwater in the area of RECs and areas that would be disturbed during the proposed future redevelopment activities at the Property. At the time of the investigation, the Property consisted of a three-story office building of concrete construction and a northwest- and northeast-adjacent asphalt-paved parking lot. Additional parking was available beneath the northeastern portion of the building. Access to the Property was gained by a driveway off of Arbor Drive, and entrances to the building were noted on three sides of the building. The perimeter of the Property was tree-lined and topography sloped down to the southeast. The office building was constructed into the existing topography and tiered with three levels in the northern portion, and two in the southern portion. The Phase II scope included: completion of a geophysical investigation, the advancement of nine soil borings, of which one was converted into a groundwater monitoring well; the installation of three temporary soil vapor points; and the collection of eight soil samples, two groundwater samples, three soil vapor samples, and one ambient air sample for laboratory analysis. While no definitive evidence of historic fill material (i.e., buried brick, concrete, and/or building materials) was observed in the soil borings advanced during this investigation, the previous geotechnical investigation reported a suspected fill layer ranging between 4 and 9 feet in thickness. Soils encountered during this investigation composed of varying amounts of sand, silt, and gravel, were identified underlying the concrete and asphalt cover layers, extending to approximately 20 feet below ground surface (bgs), the maximum boring depth. No evidence of contamination (i.e., soil staining, odors, and/or elevated PID readings) was noted in the soil borings that were advanced. The observed depth to groundwater was recorded at 3.73 feet, 1.14 feet, and 0.98 feet below the top of the well casing in observation wells OW-1 and OW-2, and monitoring well OW-2X, respectively. No evidence of light non-aqueous phase liquid (LNAPL) petroleum product and/or petroleum sheen or odors was detected in the groundwater wells at the Site. Based on the topography surrounding the Property, groundwater is anticipated to flow to the southeast. Analytical results from the soil samples identified concentrations of chromium and nickel at SB-1 (0-2), barium, chromium, and nickel at SB-2 (0-2), and chromium at SB-5 (0-2) above the New York State Department of Environmental Conservation (NYSDEC) Part 375 Unrestricted Use Soil Cleanup Objectives (UUSCOs), but below their respective Restricted Residential Soil Cleanup Objectives (RRSCOs) and Protection of Groundwater Soil Cleanup Objectives (PGWSCOs), as presented in Sections 6.8(a) and 6.8(b) of 6 NYCRR Part 375. Based on observed conditions, the detected metals did not appear to be associated with a release of contamination and are likely present due to the fill material. No volatile organic compounds (VOCs) or semivolatile organic compounds (SVOCs) were detected above their respective UUSCOs, RRSCOs, or PGWSCOs, and no polychlorinated biphenyls (PCBs) or pesticides were detected above the laboratory detection limit in any of the soil samples. Analytical results for the groundwater samples indicated that there were no VOCs or SVOCs detected above their respective NYSDEC Class GA Ambient Water Quality Standards and Guidance Values AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 11 (AWQVs) as presented in the NYSDEC Division of Water Technical Operational and Guidance Series (TOGS) 1.1.1. Analytical results for the soil vapor and ambient air samples indicated that petroleum and solvent related VOCs were detected at concentrations ranging from 0.32 to 810 µg/m3. There were no VOCs detected above their respective New York State Department of Health (NYSDOH) Soil Vapor Intrusion Air Guidance Values (AGVs) as presented in the Final Guidance for Evaluating Soil Vapor Intrusion in the State of New York, dated October 2006, incorporating subsequent 2013, 2015, and 2017 updates. 6.1 Conclusions Based on the findings of the Phase II investigation, AKRF concludes the following: •The analytical data from the soil, groundwater, and soil vapor sampling indicated that there was no evidence of a release of contamination associated with the RECs or de minimis condition observations identified during AKRF’s October 2017 Phase I ESA. No evidence of hazardous, non-hazardous, and/or petroleum-like releases (e.g., odors, staining, or elevated PID readings) were identified through the soil, groundwater, and soil vapor sampling. •No concentrations of VOCs, SVOCs, PCBs, or pesticides were detected above their respective Part 375 UUSCOs, RRSCOs, or PGWSCOs in the soil samples from this investigation. •Based on the Phase II field observations, the metals detected in soil at levels above their respective Part 375 UUSCOs are likely attributable to contaminants in the shallow fill layer observed at the Site and/or background conditions, and not related to an on-site release or other source area. •No concentrations of VOCs or SVOCs were detected above their respective AWQVs in the groundwater samples from this investigation. •No concentrations of VOCs were detected above their respective AGVs in the soil vapor/ambient air samples from this investigation. •Evidence of an ongoing hydraulic oil condition was noted on the concrete slab floor in the elevator machine room on the ground floor of the building. Hydraulic oil and sorbent pads were noted on the slab floor adjacent to elevator motors denoted “Car #1” and “Car #2”. The findings from the soil sampling in the elevator machine room suggest the condition has not affected subsurface soils. 6.2 Recommendations It is our understanding that 900 King Street Owner, LLC is proposing to demolish the existing office building in conjunction with the redevelopment of the Property. It is understood that the demolition and redevelopment work will require earth movement, excavation, grading, and filling. Based on the conclusions presented above, in conjunction with the scope of the proposed redevelopment work, AKRF recommends the following: •The hydraulic oil condition noted in the elevator machine room should be addressed including cleaning the residual hydraulic oil from the slab floor and properly draining the hydraulic oil reservoirs from the faulty elevator motors until they are properly repaired and/or removed. All oil soaked materials and residual hydraulic oil should be disposed of in accordance with applicable regulations. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 12  Any soil or fill excavated as part of future Site redevelopment activities should be managed in accordance with applicable regulations. All material intended for off-site disposal should be tested in accordance with the requirements of the intended receiving facility. Transportation of all soil leaving for off-site disposal should be in accordance with requirements covering licensing of haulers and trucks, placarding, truck routes, manifesting, etc. Excavation may reveal different or more significant soil contamination in areas not tested as part of this investigation. If discovered, such contamination could require further investigation and/or remediation in accordance with applicable regulations.  If dewatering is required during future construction activities, water must be discharged in accordance with local, county, state, and federal requirements.  No evidence of underground storage tanks (USTs) or other buried tanks was identified during the geophysical survey or the sampling program. However, if any storage tanks or contaminated soil are encountered during redevelopment, such tanks should be registered with NYSDEC and/or the Westchester County Department of Health (WCDOH), if required, and closed and removed along with any contaminated soil in accordance with applicable regulations.  If any USTs and/or petroleum contaminated soil are encountered during the development activities, consideration should be given to installing a vapor barrier below the proposed building foundation. A membrane-type waterproofing product, if used as part of the foundation construction, could also function as a vapor barrier. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 13 7.0 LIMITATIONS The findings set forth in this report are strictly limited in scope and time to the date of the evaluation described herein. The conclusions and recommendations presented in the report are based solely on the services and any limitations described in this report. This report may contain conclusions that are based on the analysis of data collected at the time and locations noted in the report through intrusive or non-intrusive sampling. However, further investigation might reveal additional data or variations of the current data, which may differ from our understanding of the conditions presented in this report and require the enclosed recommendations to be reevaluated or modified. Chemical analyses may have been performed for specific parameters during the course of this investigation, as summarized in the text and tables. It should be noted that additional chemical constituents, not searched for during this investigation, may be present at the Site. Due to the nature of the investigation and the limited data available, no warranty, expressed or implied, shall be construed with respect to undiscovered liabilities. The presence of biological hazards, radioactive materials, lead-based paint and asbestos-containing materials was not investigated, unless specified in the report. Interpretations of the data, including comparison to regulatory standards, guidelines or background values, are not opinions that these comparisons are legally applicable. Furthermore, any conclusions or recommendations should not be construed as legal advice. For such advice, the client is recommended to seek appropriate legal counsel. Disturbance, handling, transportation, storage and disposal of known or potentially contaminated materials is subject to all applicable laws, which may or may not be fully described as part of this report. The analytical data, conclusions, and/or recommendations provided in this report should not be construed in any way as a classification of waste that may be generated during future disturbance of the project site. Waste(s) generated at the Site including excess fill may be considered regulated solid waste and potentially hazardous waste. Requirements for intended disposal facilities should be determined beforehand as the data provided in this report may be insufficient and could vary following additional sampling. This report may be based solely or partially on data collected, conducted, and provided by, AKRF and/or others. No warranty is expressed or implied by usage of such data. Such data may be included in other investigation reports or documentation. In addition, these reports may have been based upon available previous reports, historical records, documentation from federal, state and local government agencies, personal interviews, and geological mapping. This report is subject, at a minimum, to the limitations of the previous reports, historical documents, availability and accuracy of collected documentation, and personal recollection of those persons interviewed. In certain instances, AKRF has been required to assume that the information provided is accurate with limited or no corroboratory evidence. This report is intended for the use solely by 900 King Street Owner, LLC. Reliance by third parties on the information and opinions contained herein is strictly prohibited and requires the written consent of AKRF. AKRF accepts no responsibility for damages incurred by third parties for any decisions or actions taken based on this report. This report must be used, interpreted, and presented in its entirety. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 14 8.0 SOIL DISPOSAL ISSUES In addition to the discussions in the Conclusions, Recommendations, and Limitations Sections (Sections 6.0 and 7.0), the issue of appropriate management of off-site disposal of soil warrants careful consideration. Any material being disposed of off-site is a regulated waste, and disposal must be in accordance with:  Requirements of the specific receiving facility;  Requirements of any agencies overseeing the cleanup/excavation; and  Federal and state requirements (sometimes in both the state where the soil is generated and where disposal will occur). For hazardous wastes and petroleum-contaminated soil (and other ‘clearly contaminated’ materials), the requirements are usually fairly well defined. It is in the situation where contamination is not readily apparent (e.g., so called “historic or urban fill” or “construction and demolition debris” or material that may have been formerly identified as “clean fill”) that present the greatest potential for problems and cost overruns. Even on sites where no contamination requiring remediation is identified, it is common that most of the excavated material is considered “contaminated” for purposes of waste disposal. Concentrations of the various contaminants in historic fill can be highly variable, and upon further testing, the material could contain higher contaminant concentrations than outlined in this investigation. Portions of this material could be classified as hazardous waste. It is important that the intended disposal facility (or facilities) be identified in advance of off-site disposal. Agency approval is sometimes required for disposal, and the facility will frequently require additional testing prior to (and sometimes at the time of) accepting material. Material must conform to a lengthy list of requirements based on both chemical composition and sometimes numerous other parameters (related to size, percentage of liquids, presence of odors, etc.) for acceptance at the facility. Assuming (or allowing a contractor to assume) that all, or even most, of the soil from a site can be disposed of at minimal cost may result in unanticipated and expensive change orders. For these reasons, we recommend that professional advice be sought prior to preparing bid documents and contracts incorporating soil disposal. AKRF, Inc. Subsurface (Phase II) Investigation 900 King Street Property – 900 King Street, Rye Brook, NY 15 9.0 REFERENCES 1. AKRF, Inc., Phase I Environmental Site Assessment, 900 King Street, October 2017. 2. AKRF, Inc., Preliminary Geotechnical Engineering Report, 900 King Street, November 9, 2017 3. U.S. Geological Survey, Rye, Rye, New York Quadrangle, 7.5 Minute Series (Topographic), Scale 1:24,000, 2010. 4. 6 NYCRR Part 375 Soil Cleanup Objectives (SCOs) For Residential Use, December 14, 2006. 5. New York State Department of Environmental Conservation Technical and Operational Guidance Series (1.1.1), Class GA Ambient Water Quality Standards and Guidance Values. 6. New York State Department of Health, Guidance for Evaluating Soil Vapor Intrusion in the State of New York, October 2006, including 2013, 2015, and 2017 updates. TABLES Table 1 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Volatile Organic Compounds Client ID NYSDEC NYSDEC NYSDEC SB-1 (0-2)SB-2 (0-2)SB-3(0-2)SB-4(0-2) Lab Sample ID Part 375 Part 375 Part 375 460-145515-2 460-145515-1 460-145401-4 460-145401-6 Date Sampled Unrestricted Restricted Protection of 11/20/2017 11/20/2017 11/17/2017 11/17/2017 SCO Residential Groundwater SCO SCO Analyte mg/kg mg/kg mg/kg 1,1,1-Trichloroethane 0.68 100 0.68 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,1,2,2-Tetrachloroethane NS NS 0.6 G 0.00076 U *0.00072 U *0.00066 U 0.00075 U 1,1,2-Trichloro-1,2,2-trifluoroethane NS NS 6 G 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,1,2-Trichloroethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,1-Dichloroethane 0.27 26 0.27 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,1-Dichloroethene 0.33 100 0.33 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,2,3-Trichlorobenzene NS NS NS 0.00076 U *0.00072 U *0.00066 U 0.00075 U 1,2,4-Trichlorobenzene NS NS 3.4 G 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,2-Dibromo-3-Chloropropane NS NS NS 0.00076 U *0.00072 U *0.00066 U 0.00075 U 1,2-Dichlorobenzene 1.1 100 1.1 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,2-Dichloroethane 0.02 3.1 0.02 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,2-Dichloropropane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,3-Dichlorobenzene 2.4 49 2.4 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,4-Dichlorobenzene 1.8 13 1.8 0.00076 U 0.00072 U 0.00066 U 0.00075 U 1,4-Dioxane 0.1 13 0.1 0.015 U 0.014 U 0.013 U 0.015 U 2-Butanone (MEK)0.12 100 0.12 0.0038 U 0.0036 U 0.0033 U 0.0037 U 2-Hexanone NS NS NS 0.0038 U 0.0036 U 0.0033 U 0.0037 U 4-Methyl-2-pentanone (MIBK)NS NS 1.0 G 0.0038 U 0.0036 U 0.0033 U 0.0037 U Acetone 0.05 100 0.05 0.0038 U 0.0036 U 0.0044 0.0037 U Benzene 0.06 4.8 0.06 0.00076 U 0.00072 U 0.00066 U 0.00075 U Bromoform NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Bromomethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Carbon disulfide NS NS 2.7 G 0.00076 U 0.00072 U 0.00066 U 0.00075 U Carbon tetrachloride 0.76 2.4 0.76 0.0013 0.0016 0.00066 U 0.00075 U Chlorobenzene 1.1 100 1.1 0.00076 U 0.00072 U 0.00066 U 0.00075 U Chlorobromomethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Chlorodibromomethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Chloroethane NS NS 1.9 G 0.00076 U 0.00072 U 0.00066 U 0.00075 U Chloroform 0.37 49 0.37 0.00076 U 0.00072 U 0.00066 U 0.00075 U Chloromethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U cis-1,2-Dichloroethene 0.25 100 0.25 0.00076 U 0.00072 U 0.00066 U 0.00075 U cis-1,3-Dichloropropene NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Cyclohexane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Dichlorobromomethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Dichlorodifluoromethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Ethylbenzene 1 41 1 0.00076 U 0.00072 U 0.00066 U 0.00075 U Ethylene Dibromide NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Isopropylbenzene NS NS 2.3 G 0.00076 U 0.00072 U 0.00066 U 0.00075 U Methyl acetate NS NS NS 0.0038 U 0.0036 U 0.0033 U 0.0037 U Methyl tert-butyl ether 0.93 100 0.93 0.00076 U 0.00072 U 0.00066 U 0.00075 U Methylcyclohexane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Methylene Chloride 0.05 100 0.05 0.00076 U 0.00072 U 0.00066 U 0.00065 J m-Xylene & p-Xylene 0.26 TS 100 TS 1.6 TS 0.00076 U 0.00072 U 0.00018 J 0.00075 U o-Xylene 0.26 TS 100 TS 1.6 TS 0.00076 U 0.00072 U 0.000069 J 0.00075 U Styrene NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Tetrachloroethene 1.3 19 1.3 0.00076 U 0.00072 U 0.00066 U 0.00075 U Toluene 0.7 100 0.7 0.00076 U 0.00072 U 0.00066 U 0.00075 U trans-1,2-Dichloroethene 0.19 100 0.19 0.00076 U 0.00072 U 0.00066 U 0.00075 U trans-1,3-Dichloropropene NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Trichloroethene 0.47 21 0.47 0.00028 J 0.00025 J 0.00019 J 0.00023 J Trichlorofluoromethane NS NS NS 0.00076 U 0.00072 U 0.00066 U 0.00075 U Vinyl chloride 0.02 0.9 0.02 0.00076 U 0.00072 U 0.00066 U 0.00075 U Total Conc NS NS NS 0.00158 0.00185 0.00484 0.00088 Page 1 of 10 Table 1 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Volatile Organic Compounds Client ID NYSDEC NYSDEC NYSDEC Lab Sample ID Part 375 Part 375 Part 375 Date Sampled Unrestricted Restricted Protection of SCO Residential Groundwater SCO SCO Analyte mg/kg mg/kg mg/kg 1,1,1-Trichloroethane 0.68 100 0.68 1,1,2,2-Tetrachloroethane NS NS 0.6 G 1,1,2-Trichloro-1,2,2-trifluoroethane NS NS 6 G 1,1,2-Trichloroethane NS NS NS 1,1-Dichloroethane 0.27 26 0.27 1,1-Dichloroethene 0.33 100 0.33 1,2,3-Trichlorobenzene NS NS NS 1,2,4-Trichlorobenzene NS NS 3.4 G 1,2-Dibromo-3-Chloropropane NS NS NS 1,2-Dichlorobenzene 1.1 100 1.1 1,2-Dichloroethane 0.02 3.1 0.02 1,2-Dichloropropane NS NS NS 1,3-Dichlorobenzene 2.4 49 2.4 1,4-Dichlorobenzene 1.8 13 1.8 1,4-Dioxane 0.1 13 0.1 2-Butanone (MEK)0.12 100 0.12 2-Hexanone NS NS NS 4-Methyl-2-pentanone (MIBK)NS NS 1.0 G Acetone 0.05 100 0.05 Benzene 0.06 4.8 0.06 Bromoform NS NS NS Bromomethane NS NS NS Carbon disulfide NS NS 2.7 G Carbon tetrachloride 0.76 2.4 0.76 Chlorobenzene 1.1 100 1.1 Chlorobromomethane NS NS NS Chlorodibromomethane NS NS NS Chloroethane NS NS 1.9 G Chloroform 0.37 49 0.37 Chloromethane NS NS NS cis-1,2-Dichloroethene 0.25 100 0.25 cis-1,3-Dichloropropene NS NS NS Cyclohexane NS NS NS Dichlorobromomethane NS NS NS Dichlorodifluoromethane NS NS NS Ethylbenzene 1 41 1 Ethylene Dibromide NS NS NS Isopropylbenzene NS NS 2.3 G Methyl acetate NS NS NS Methyl tert-butyl ether 0.93 100 0.93 Methylcyclohexane NS NS NS Methylene Chloride 0.05 100 0.05 m-Xylene & p-Xylene 0.26 TS 100 TS 1.6 TS o-Xylene 0.26 TS 100 TS 1.6 TS Styrene NS NS NS Tetrachloroethene 1.3 19 1.3 Toluene 0.7 100 0.7 trans-1,2-Dichloroethene 0.19 100 0.19 trans-1,3-Dichloropropene NS NS NS Trichloroethene 0.47 21 0.47 Trichlorofluoromethane NS NS NS Vinyl chloride 0.02 0.9 0.02 Total Conc NS NS NS SB-5(0-2)SB-6(5-7)SB-7(5-7)SB-8(1-2.5) 460-145401-5 460-145401-3 460-145401-2 460-145401-1 11/17/2017 11/17/2017 11/17/2017 11/17/2017 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.016 U 0.013 U 0.014 U 0.015 U 0.004 U 0.0034 U 0.0035 U 0.0037 U 0.004 U 0.0034 U 0.0035 U 0.0037 U 0.004 U 0.0034 U 0.0035 U 0.0037 U 0.004 U 0.0046 0.0035 U 0.0037 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U *0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.004 U *0.0034 U 0.0035 U 0.0037 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.00014 J 0.00013 J 0.00014 J 0.00012 J 0.0008 U 0.00067 U 0.00071 U 0.00019 J 0.0008 U 0.00067 U 0.00071 U 0.00012 J 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.00026 J 0.00033 J 0.00027 J 0.00022 J 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0008 U 0.00067 U 0.00071 U 0.00074 U 0.0004 0.00506 0.00041 0.00065 Page 2 of 10 Table 2 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Semivolatile Organic Compounds Client ID NYSDEC NYSDEC NYSDEC SB-1 (0-2)SB-2 (0-2)SB-3(0-2)SB-4(0-2) Lab Sample ID Part 375 Part 375 Part 375 460-145515-2 460-145515-1 460-145401-4 460-145401-6 Date Sampled Unrestricted Restricted Protection of 11/20/2017 11/20/2017 11/17/2017 11/17/2017 SCO Residential Groundwater SCO SCO Analyte mg/kg mg/kg mg/kg 1,2,4-Trichlorobenzene NS NS 3.4 G 0.037 U 0.036 U 0.036 U 0.036 U 1,2-Dichlorobenzene 1.1 100 1.1 0.37 U 0.36 U 0.36 U 0.36 U 1,3-Dichlorobenzene 2.4 49 2.4 0.37 U 0.36 U 0.36 U 0.36 U 1,4-Dichlorobenzene 1.8 13 1.8 0.37 U 0.36 U 0.36 U 0.36 U 2,2'-oxybis[1-chloropropane]NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U 2,4-Dinitrotoluene NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 2,6-Dinitrotoluene NS NS 1 G 0.074 U 0.073 U 0.073 U 0.073 U 2-Chloronaphthalene NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U 2-Methylnaphthalene NS NS 36.4 G 0.37 U 0.36 U 0.36 U 0.36 U 2-Nitroaniline NS NS 0.4 G 0.37 U 0.36 U 0.36 U 0.36 U 3,3'-Dichlorobenzidine NS NS NS 0.15 U 0.14 U 0.14 U 0.15 U 3-Nitroaniline NS NS 0.5 G 0.37 U 0.36 U 0.36 U 0.36 U 4-Bromophenyl phenyl ether NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U 4-Chloroaniline NS NS 0.22 G 0.37 U 0.36 U 0.36 U 0.36 U 4-Chlorophenyl phenyl ether NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U 4-Nitroaniline NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U Acenaphthene 20 100 98 0.37 U 0.36 U 0.36 U 0.36 U Acenaphthylene 100 100 107 0.37 U 0.36 U 0.36 U 0.36 U Anthracene 100 100 1,000 0.37 U 0.36 U 0.36 U 0.36 U Benzo[a]anthracene 1 1 1 0.037 U 0.036 U 0.036 U 0.036 U Benzo[a]pyrene 1 1 22 0.037 U 0.036 U 0.036 U 0.036 U Benzo[b]fluoranthene 1 1 1.7 0.037 U 0.036 U 0.036 U 0.036 U Benzo[g,h,i]perylene 100 100 1,000 0.37 U 0.36 U 0.36 U 0.36 U Benzo[k]fluoranthene 0.8 3.9 1.7 0.037 U 0.036 U 0.036 U 0.036 U Bis(2-chloroethoxy)methane NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U Bis(2-chloroethyl)ether NS NS NS 0.037 U 0.036 U 0.036 U 0.036 U Bis(2-ethylhexyl) phthalate NS NS 435 G 0.37 U 0.36 U 0.36 U 0.36 U Butyl benzyl phthalate NS NS 122 G 0.37 U 0.36 U 0.36 U 0.36 U Carbazole NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U Chrysene 1 3.9 1 0.37 U 0.36 U 0.36 U 0.36 U Dibenz(a,h)anthracene 0.33 0.33 1,000 0.037 U 0.036 U 0.036 U 0.036 U Dibenzofuran 7 59 210 0.37 U 0.36 U 0.36 U 0.36 U Diethyl phthalate NS NS 7.1 G 0.37 U 0.36 U 0.36 U 0.36 U Dimethyl phthalate NS NS 27 G 0.37 U 0.36 U 0.36 U 0.36 U Di-n-butyl phthalate NS NS 8.1 G 0.37 U 0.36 U 0.36 U 0.36 U Di-n-octyl phthalate NS NS 120 G 0.37 U 0.36 U 0.36 U 0.36 U Fluoranthene 100 100 1,000 0.37 U 0.36 U 0.36 U 0.36 U Fluorene 30 100 386 0.37 U 0.36 U 0.36 U 0.36 U Hexachlorobenzene 0.33 1.2 3.2 0.037 U 0.036 U 0.036 U 0.036 U Hexachlorobutadiene NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U Hexachlorocyclopentadiene NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U Hexachloroethane NS NS NS 0.037 U 0.036 U 0.036 U 0.036 U Indeno[1,2,3-cd]pyrene 0.5 0.5 8.2 0.037 U 0.036 U 0.036 U 0.036 U Isophorone NS NS 4.4 G 0.15 U 0.14 U 0.14 U 0.15 U Naphthalene 12 100 12 0.37 U 0.36 U 0.36 U 0.36 U Nitrobenzene NS 15 G 0.17 G 0.037 U 0.036 U 0.036 U 0.036 U N-Nitrosodi-n-propylamine NS NS NS 0.037 U 0.036 U 0.036 U 0.036 U N-Nitrosodiphenylamine NS NS NS 0.37 U 0.36 U 0.36 U 0.36 U Phenanthrene 100 100 1,000 0.37 U 0.36 U 0.36 U 0.36 U Pyrene 100 100 1,000 0.37 U 0.36 U 0.36 U 0.36 U Total Conc NS NS NS 0 0 0 0 Page 3 of 10 Table 2 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Semivolatile Organic Compounds Client ID NYSDEC NYSDEC NYSDEC Lab Sample ID Part 375 Part 375 Part 375 Date Sampled Unrestricted Restricted Protection of SCO Residential Groundwater SCO SCO Analyte mg/kg mg/kg mg/kg 1,2,4-Trichlorobenzene NS NS 3.4 G 1,2-Dichlorobenzene 1.1 100 1.1 1,3-Dichlorobenzene 2.4 49 2.4 1,4-Dichlorobenzene 1.8 13 1.8 2,2'-oxybis[1-chloropropane]NS NS NS 2,4-Dinitrotoluene NS NS NS 2,6-Dinitrotoluene NS NS 1 G 2-Chloronaphthalene NS NS NS 2-Methylnaphthalene NS NS 36.4 G 2-Nitroaniline NS NS 0.4 G 3,3'-Dichlorobenzidine NS NS NS 3-Nitroaniline NS NS 0.5 G 4-Bromophenyl phenyl ether NS NS NS 4-Chloroaniline NS NS 0.22 G 4-Chlorophenyl phenyl ether NS NS NS 4-Nitroaniline NS NS NS Acenaphthene 20 100 98 Acenaphthylene 100 100 107 Anthracene 100 100 1,000 Benzo[a]anthracene 1 1 1 Benzo[a]pyrene 1 1 22 Benzo[b]fluoranthene 1 1 1.7 Benzo[g,h,i]perylene 100 100 1,000 Benzo[k]fluoranthene 0.8 3.9 1.7 Bis(2-chloroethoxy)methane NS NS NS Bis(2-chloroethyl)ether NS NS NS Bis(2-ethylhexyl) phthalate NS NS 435 G Butyl benzyl phthalate NS NS 122 G Carbazole NS NS NS Chrysene 1 3.9 1 Dibenz(a,h)anthracene 0.33 0.33 1,000 Dibenzofuran 7 59 210 Diethyl phthalate NS NS 7.1 G Dimethyl phthalate NS NS 27 G Di-n-butyl phthalate NS NS 8.1 G Di-n-octyl phthalate NS NS 120 G Fluoranthene 100 100 1,000 Fluorene 30 100 386 Hexachlorobenzene 0.33 1.2 3.2 Hexachlorobutadiene NS NS NS Hexachlorocyclopentadiene NS NS NS Hexachloroethane NS NS NS Indeno[1,2,3-cd]pyrene 0.5 0.5 8.2 Isophorone NS NS 4.4 G Naphthalene 12 100 12 Nitrobenzene NS 15 G 0.17 G N-Nitrosodi-n-propylamine NS NS NS N-Nitrosodiphenylamine NS NS NS Phenanthrene 100 100 1,000 Pyrene 100 100 1,000 Total Conc NS NS NS SB-5(0-2)SB-6(5-7)SB-7(5-7)SB-8(1-2.5) 460-145401-5 460-145401-3 460-145401-2 460-145401-1 11/17/2017 11/17/2017 11/17/2017 11/17/2017 0.037 U 0.036 U 0.035 U 0.037 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.075 U 0.073 U 0.072 U 0.075 U 0.075 U 0.073 U 0.072 U 0.075 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.011 J 0.023 J 0.041 J 0.37 U 0.36 U 0.35 U 0.37 U 0.15 U 0.14 U 0.14 U 0.15 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.037 U 0.036 U 0.035 U 0.095 0.037 U 0.036 U 0.035 U 0.082 0.037 U 0.036 U 0.035 U 0.12 0.37 U 0.36 U 0.35 U 0.06 J 0.037 U 0.036 U 0.035 U 0.048 0.37 U 0.36 U 0.35 U 0.37 U 0.037 U 0.036 U 0.035 U 0.037 U 0.37 U 0.36 U 0.35 U 0.11 J 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.011 J 0.37 U 0.36 U 0.35 U 0.087 J 0.037 U 0.036 U 0.035 U 0.04 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.13 J 0.37 U 0.36 U 0.35 U 0.37 U 0.037 U 0.036 U 0.035 U 0.037 U 0.075 U 0.073 U 0.072 U 0.075 U 0.37 U 0.36 U 0.35 U 0.37 U 0.037 U 0.036 U 0.035 U 0.037 U 0.037 U 0.036 U 0.035 U 0.071 0.15 U 0.14 U 0.14 U 0.15 U 0.37 U 0.36 U 0.35 U 0.012 J 0.037 U 0.036 U 0.035 U 0.037 U 0.037 U 0.036 U 0.035 U 0.037 U 0.37 U 0.36 U 0.35 U 0.37 U 0.37 U 0.36 U 0.35 U 0.082 J 0.37 U 0.36 U 0.35 U 0.17 J 0 0.011 0.023 1.159 Page 4 of 10 Table 3 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Metals Client ID NYSDEC NYSDEC NYSDEC SB-1 (0-2)SB-2 (0-2)SB-3(0-2)SB-4(0-2)SB-5(0-2)SB-6(5-7)SB-7(5-7)SB-8(1-2.5) Lab Sample ID Part 375 Part 375 Part 375 460-145515-2 460-145515-1 460-145401-4 460-145401-6 460-145401-5 460-145401-3 460-145401-2 460-145401-1 Date Sampled Unrestricted Restricted Protection of 11/20/2017 11/20/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 Dilution SCO Residential Groundwater 1/10 †1/10 †1/4 †1/4 †1/4/10 †1/4 †1/4 †1/4 † SCO SCO Analyte mg/kg mg/kg mg/kg Aluminum NS NS NS 20,500 22,200 7,450 8,450 18,200 9,810 9,370 10,600 Antimony NS NS NS 10.8 U 10 U 4.2 U 4.3 U 10.7 U 4.3 U 4.1 U 4.2 U Arsenic 13 16 16 8.1 U 7.5 U 3.1 U 0.84 J 3.2 U 3.2 U 3.1 U 3.1 U Barium 350 400 820 228 379 84.6 101 66.3 117 101 86.6 Beryllium 7.2 72 47 1.7 1.9 0.57 0.6 1.2 0.75 0.69 0.59 Cadmium 2.5 4.3 7.5 2.2 U 2 U 0.84 U 0.85 U 0.86 U 0.85 U 0.82 U 0.84 U Calcium NS NS NS 2,450 J 15,300 4,310 7,860 3,780 2,260 5,930 2,670 Chromium 30***180***NS***53.8 76.8 19.5 25.8 39.5 25.4 22.1 18.8 Cobalt NS NS NS 13.7 J 14.8 J 5.4 J 6.8 J 10.1 J 7.1 J 7.5 J 6.6 J Copper 50 270 1,720 29.7 26.2 12.8 15.3 27.3 16.7 16.4 19.6 Iron NS NS NS 31,600 32,000 13,100 14,800 27,200 16,600 16,100 17,100 Lead 63 400 450 9.8 8.1 4.3 4.8 5 6.3 4.7 9 Magnesium NS NS NS 8,790 16,900 4,310 4,820 8,600 4,610 5,450 3,520 Manganese 1,600 2,000 2,000 528 633 269 238 365 206 235 336 Mercury 0.18 0.81 0.73 0.018 U 0.019 U 0.019 U 0.018 U 0.018 U 0.018 U 0.018 U 0.018 U Nickel 30 310 130 30.3 35.9 12.2 16.2 21.6 15.8 14.7 15.5 Potassium NS NS NS 7,570 8,950 3,050 3,520 4,100 4,050 3,770 2,840 Selenium 3.9 180 4 10.8 U 10 U 4.2 U 4.3 U 4.3 U 4.3 U 4.1 U 4.2 U Silver 2 180 8.3 5.4 U 5 U 2.1 U 2.1 U 2.1 U 2.1 U 2 U 2.1 U Sodium NS NS NS 2,690 U 2,500 U 571 J 920 J 3,350 238 J 138 J 142 J Thallium NS NS NS 10.8 U 10 U 4.2 U 4.3 U 4.3 U 4.3 U 4.1 U 4.2 U Vanadium NS NS NS 63.2 64 24.5 28.5 60.1 31.1 31.7 27.8 Zinc 109 10,000 2,480 74.8 65.5 29.1 32.3 62 37.5 33.3 39.9 † Dilution factor varies Page 5 of 10 Table 4 900 King Street Rye Brook, NY Phase II Investigation Soil Analytical Results Polychlorinated Biphenyls and Pesticides Client ID NYSDEC NYSDEC NYSDEC SB-1 (0-2)SB-2 (0-2)SB-3(0-2)SB-4(0-2)SB-5(0-2)SB-6(5-7)SB-7(5-7)SB-8(1-2.5) Lab Sample ID Part 375 Part 375 Part 375 460-145515-2 460-145515-1 460-145401-4 460-145401-6 460-145401-5 460-145401-3 460-145401-2 460-145401-1 Date Sampled Unrestricted Restricted Protection of 11/20/2017 11/20/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 11/17/2017 SCO Residential Groundwater SCO SCO PCBs mg/kg mg/kg mg/kg Aroclor 1016 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1221 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1232 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1242 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1248 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1254 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1260 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1262 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Aroclor 1268 NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Polychlorinated biphenyls, Total 0.1 1 3.2 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Pesticides mg/kg mg/kg mg/kg 4,4'-DDD 0.0033 13 14 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U 4,4'-DDE 0.0033 8.9 17 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U 4,4'-DDT 0.0033 7.9 136 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Aldrin 0.005 0.097 0.19 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U alpha-BHC 0.02 0.48 0.02 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0021 U 0.0022 U beta-BHC 0.036 0.36 0.09 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0021 U 0.0022 U Chlordane (technical)NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U delta-BHC 0.04 100 0.25 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0021 U 0.0022 U Dieldrin 0.005 0.2 0.1 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0021 U 0.0022 U Endosulfan I 2.4 TS 24 TS 102 TS 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Endosulfan II 2.4 TS 24 TS 102 TS 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Endosulfan sulfate 2.4 TS 24 TS 1,000 TS 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Endrin 0.014 11 0.06 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Endrin aldehyde NS NS NS 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Endrin ketone NS NS NS 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U gamma-BHC (Lindane)0.1 1.3 0.1 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0022 U 0.0021 U 0.0022 U Heptachlor 0.042 2.1 0.38 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Heptachlor epoxide NS NS 0.02 G 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Methoxychlor NS NS 900 G 0.0074 U 0.0073 U 0.0073 U 0.0073 U 0.0075 U 0.0073 U 0.0072 U 0.0075 U Toxaphene NS NS NS 0.074 U 0.073 U 0.073 U 0.073 U 0.075 U 0.073 U 0.072 U 0.075 U Page 6 of 10 Table 5 900 King Street Rye Brook, NY Phase II Investigation Groundwater Analytical Results Volatile Organic Compounds Client ID NYSDEC OW-1 OW-2 Trip Blank Lab Sample ID Class GA 460-145597-2 460-145597-1 460-145597-3 Date Sampled Ambient 11/21/2017 11/21/2017 11/21/2017 Standard Analyte µg/L 1,1,1-Trichloroethane 5 1 U 1 U 1 U 1,1,2,2-Tetrachloroethane 5 1 U 1 U 1 U 1,1,2-Trichloro-1,2,2-trifluoroethane 5 1 U 1 U 1 U 1,1,2-Trichloroethane 1 1 U 1 U 1 U 1,1-Dichloroethane 5 1 U 1 U 1 U 1,1-Dichloroethene 5 1 U 1 U 1 U 1,2,3-Trichlorobenzene 5 1 U 1 U 1 U 1,2,4-Trichlorobenzene 5 1 U 1 U 1 U 1,2-Dibromo-3-Chloropropane 0.04 1 U 1 U 1 U 1,2-Dichlorobenzene 3 1 U 1 U 1 U 1,2-Dichloroethane 0.6 1 U 1 U 1 U 1,2-Dichloropropane 1 1 U 1 U 1 U 1,3-Dichlorobenzene 3 1 U 1 U 1 U 1,4-Dichlorobenzene 3 1 U 1 U 1 U 1,4-Dioxane NS 50 U 50 U 50 U 2-Butanone (MEK)50 5 U 5 U 5 U 2-Hexanone 50 5 U 5 U 5 U 4-Methyl-2-pentanone (MIBK)NS 5 U 5 U 5 U Acetone 50 1.1 J 4 J 2.9 J Benzene 1 1 U 1 U 1 U Bromoform 50 1 U 1 U 1 U Bromomethane 5 1 U 1 U 1 U Carbon disulfide 60 1 U 1 U 1 U Carbon tetrachloride 5 1 U 1 U 1 U Chlorobenzene 5 1 U 1 U 1 U Chlorobromomethane 5 1 U 1 U 1 U Chlorodibromomethane 50 1 U 1 U 1 U Chloroethane 5 1 U 1 U 1 U Chloroform 7 1 U 1.7 1 U Chloromethane 5 1 U 1 U 1 U cis-1,2-Dichloroethene 5 1 U 1 U 1 U cis-1,3-Dichloropropene 0.4 TS 1 U 1 U 1 U Cyclohexane NS 1 U 1 U 1 U Dichlorobromomethane 50 1 U 1 U 1 U Dichlorodifluoromethane 5 1 U 1 U 1 U Ethylbenzene 5 1 U 1 U 1 U Ethylene Dibromide 0.0006 1 U 1 U 1 U Isopropylbenzene 5 1 U 1 U 1 U Methyl acetate NS 5 U 5 U 5 U Methyl tert-butyl ether 10 1 U 1 U 1 U Methylcyclohexane NS 1 U 1 U 1 U Methylene Chloride 5 1 U 1 U 1 U m-Xylene & p-Xylene 5 1 U 1 U 1 U o-Xylene 5 1 U 1 U 1 U Styrene 5 1 U 1 U 1 U Tetrachloroethene 5 1 U 1 U 1 U Toluene 5 1 U 1 U 1 U trans-1,2-Dichloroethene 5 1 U 1 U 1 U trans-1,3-Dichloropropene 0.4 TS 1 U 1 U 1 U Trichloroethene 5 1 U 1 U 1 U Trichlorofluoromethane 5 1 U 1 U 1 U Vinyl chloride 2 1 U 1 U 1 U Total Conc NS 1.1 5.7 2.9 Page 7 of 10 Table 6 900 King Street Rye Brook, NY Phase II Investigation Groundwater Analytical Results Semivolatile Organic Compounds Client ID NYSDEC OW-1 OW-2 Lab Sample ID Class GA 460-145597-2 460-145597-1 Date Sampled Ambient 11/21/2017 11/21/2017 Standard Analyte µg/L 2,2'-oxybis[1-chloropropane]5 10 U 10 U 1,2,4-Trichlorobenzene 5 1 U 1 U 1,2-Dichlorobenzene 3 10 U 10 U 1,3-Dichlorobenzene 3 10 U 10 U 1,4-Dichlorobenzene 3 10 U 10 U 2,4-Dinitrotoluene 5 2 U 2 U 2,6-Dinitrotoluene 5 2 U 2 U 2-Chloronaphthalene NS 10 U 10 U 2-Methylnaphthalene NS 10 U 10 U 2-Nitroaniline 5 10 U 10 U 3,3'-Dichlorobenzidine 5 10 U 10 U 3-Nitroaniline 5 10 U 10 U 4-Bromophenyl phenyl ether NS 10 U 10 U 4-Chloroaniline 5 10 U 10 U 4-Chlorophenyl phenyl ether NS 10 U 10 U 4-Nitroaniline 5 10 U 10 U Acenaphthene NS 10 U 10 U Acenaphthylene NS 10 U 10 U Anthracene 50 10 U 10 U Benzo[a]anthracene 0.002 1 U 1 U Benzo[a]pyrene ND 1 U 1 U Benzo[b]fluoranthene 0.002 1 U 1 U Benzo[g,h,i]perylene NS 10 U 10 U Benzo[k]fluoranthene 0.002 1 U 1 U Bis(2-chloroethoxy)methane 5 10 U 10 U Bis(2-chloroethyl)ether 1 1 U 1 U Bis(2-ethylhexyl) phthalate 5 2 U 2 U Butyl benzyl phthalate 50 10 U 10 U Carbazole NS 10 U 10 U Chrysene 0.002 2 U 2 U Dibenz(a,h)anthracene NS 1 U 1 U Dibenzofuran NS 10 U 10 U Diethyl phthalate 50 10 U 10 U Dimethyl phthalate 50 10 U 10 U Di-n-butyl phthalate 50 10 U 10 U Di-n-octyl phthalate 50 10 U 10 U Fluoranthene 50 10 U *10 U * Fluorene 50 10 U 10 U Hexachlorobenzene 0.04 1 U 1 U Hexachlorobutadiene 0.5 1 U 1 U Hexachlorocyclopentadiene 5 10 U 10 U Hexachloroethane 5 1 U 1 U Indeno[1,2,3-cd]pyrene 0.002 1 U 1 U Isophorone 50 10 U 10 U Naphthalene NS 10 U 10 U Nitrobenzene 0.4 1 U 1 U N-Nitrosodi-n-propylamine NS 1 U 1 U N-Nitrosodiphenylamine 50 10 U 10 U Phenanthrene 50 10 U 10 U Pyrene 50 10 U 10 U Total Conc NS 0 0 Page 8 of 10 Table 7 900 King Street Rye Brook, NY Phase II Investigation Soil Vapor Analytical Results Volatile Organic Compounds Client ID NYSDOH 2006 SV-1 SV-2 SV-3 AA-1 Lab Sample ID Soil Vapor 200-41113-3 200-41113-2 200-41113-1 200-41113-4 Date Sampled Intrusion 11/20/2017 11/20/2017 11/20/2017 11/20/2017 Dilution Air Guidance 2.5 2.98 1 1 Value Analyte µg/m3 1,1,1-Trichloroethane NS 2.7 U 3.3 U 1.1 U 1.1 U 1,1,2,2-Tetrachloroethane NS 3.4 U 4.1 U 1.4 U 1.4 U 1,1,2-Trichloroethane NS 2.7 U 3.3 U 1.1 U 1.1 U 1,1-Dichloroethane NS 2 U 2.4 U 0.81 U 0.81 U 1,1-Dichloroethene NS 0.35 U 0.41 U 0.14 U 0.14 U 1,2,4-Trichlorobenzene NS 9.3 U 11 U 3.7 U 3.7 U 1,2,4-Trimethylbenzene NS 4.6 3.7 5.5 0.98 U 1,2-Dibromoethane NS 3.8 U 4.6 U 1.5 U 1.5 U 1,2-Dichlorobenzene NS 3 U 3.6 U 1.2 U 1.2 U 1,2-Dichloroethane NS 2 U 2.4 U 0.81 U 0.81 U 1,2-Dichloroethene, Total NS 4 U 4.7 U 1.6 U 1.6 U 1,2-Dichloropropane NS 2.3 U 2.8 U 0.92 U 0.92 U 1,2-Dichlorotetrafluoroethane NS 3.5 U 4.2 U 1.4 U 1.4 U 1,3,5-Trimethylbenzene NS 2.5 U 2.9 U 1.6 0.98 U 1,3-Butadiene NS 7.3 4.9 4.7 0.44 U 1,3-Dichlorobenzene NS 3 U 3.6 U 1.2 U 1.2 U 1,4-Dichlorobenzene NS 3 U 3.6 U 1.2 U 1.2 U 1,4-Dioxane NS 45 U 54 U 18 U 18 U 2,2,4-Trimethylpentane NS 2.3 U 93 0.93 U 0.93 U 2-Chlorotoluene NS 2.6 U 3.1 U 1 U 1 U 3-Chloropropene NS 3.9 U 4.7 U 1.6 U 1.6 U 4-Ethyltoluene NS 2.5 U 2.9 U 1.8 0.98 U 4-Isopropyltoluene NS 2.7 U 3.3 U 1.1 U 1.1 U Acetone NS 30 U 90 30 12 U Benzene NS 5.1 4.3 4.9 0.64 U Benzyl chloride NS 2.6 U 3.1 U 1 U 1 U Bromodichloromethane NS 3.4 U 4 U 2.5 1.3 U Bromoethene(Vinyl Bromide)NS 2.2 U 2.6 U 0.87 U 0.87 U Bromoform NS 5.2 U 6.2 U 2.1 U 2.1 U Bromomethane NS 1.9 U 2.3 U 0.78 U 0.78 U Carbon disulfide NS 16 16 11 1.6 U Carbon tetrachloride NS 0.55 U 0.66 U 0.32 0.39 Chlorobenzene NS 2.3 U 2.7 U 0.92 U 0.92 U Chloroethane NS 3.3 U 3.9 U 1.3 U 1.3 U Chloroform NS 11 26 25 0.98 U Chloromethane NS 2.6 U 3.1 U 1 U 1 U cis-1,2-Dichloroethene NS 0.35 U 0.41 U 0.14 U 0.14 U cis-1,3-Dichloropropene NS 2.3 U 2.7 U 0.91 U 0.91 U Cumene NS 2.5 U 3.3 0.98 U 0.98 U Cyclohexane NS 2.5 2.1 U 1.2 0.69 U Dibromochloromethane NS 4.3 U 5.1 U 1.7 U 1.7 U Dichlorodifluoromethane NS 6.2 U 7.4 U 2.5 U 2.5 U Ethylbenzene NS 40 160 4.2 0.87 U Freon 22 NS 4.4 U 5.3 U 1.8 U 1.8 U Freon TF NS 3.8 U 4.6 U 1.5 U 1.5 U Hexachlorobutadiene NS 5.3 U 6.4 U 2.1 U 2.1 U Isopropyl alcohol NS 31 U 37 U 12 U 12 U m,p-Xylene NS 150 620 12 2.2 U Methyl Butyl Ketone (2-Hexanone)NS 5.1 U 6.1 U 2 U 2 U Methyl Ethyl Ketone NS 4.2 18 7.5 1.5 U methyl isobutyl ketone NS 5.1 U 6.1 U 2 U 2 U Methyl methacrylate NS 5.1 U 6.1 U 2 U 2 U Methyl tert-butyl ether NS 1.8 U 2.1 U 0.72 U 0.72 U Methylene Chloride 60 4.3 U 5.2 U 1.7 U 1.7 U Naphthalene NS 6.6 U 7.8 U 2.6 U 2.6 U n-Butane NS 110 40 25 1.2 U n-Butylbenzene NS 2.7 U 3.3 U 1.1 U 1.1 U n-Heptane NS 3.1 2.9 2.7 0.82 U n-Hexane NS 5.4 4.5 4.5 0.7 U n-Propylbenzene NS 2.5 U 2.9 U 1.3 0.98 U o-Xylene NS 53 200 4.3 0.87 U sec-Butylbenzene NS 2.7 U 3.3 U 1.1 U 1.1 U Styrene NS 2.1 U 2.5 U 0.85 U 0.85 U tert-Butyl alcohol NS 38 U 45 U 15 U 15 U tert-Butylbenzene NS 2.7 U 3.3 U 1.1 U 1.1 U Tetrachloroethene 30 3.4 U 4 U 1.4 U 1.4 U Tetrahydrofuran NS 37 U 44 U 15 U 15 U Toluene NS 17 19 23 0.75 U trans-1,2-Dichloroethene NS 2 U 2.4 U 0.79 U 0.79 U trans-1,3-Dichloropropene NS 2.3 U 2.7 U 0.91 U 0.91 U Trichloroethene 2 0.47 U 0.56 U 0.19 U 0.19 U Trichlorofluoromethane NS 2.8 U 3.3 U 1.1 U 1.1 U Vinyl chloride NS 0.22 U 0.27 U 0.089 U 0.089 U Xylene (total)NS 210 810 16 3 U Page 9 of 10 Tables 1-7 900 King Street Rye Brook, NY Phase II Investigation Analytical Results Notes GENERAL NS :No standard. U :The analyte was not detected at the indicated concentration. J :The concentration given is an estimated value. *:LCS or LCSD is outside acceptance limits. TS :Value represents a sum total standard. SOIL Part 375 Soil Cleanup Objectives : mg/kg :milligrams per kilogram = parts per million (ppm) G : Metals ***:Standard reflects trivalent, not total, Chromium. Exceedances of Part 375 Unrestricted Soil Cleanup Objectives (UUSCO) are highlighted in bold font. GROUNDWATER µg/L :micrograms per Liter = parts per billion (ppb) ND :The standard is a non-detectable concentration by the approved analytical method. SOIL VAPOR NYSDOH Soil Vapor Intrusion Air Guidance Value : µg/m3 :micrograms per cubic meter of air Soil Cleanup Objectives listed in NYSDEC (New York State Department of Environmental Conservation) "Part 375" Regulations (6 NYCRR Part 375). This standard reflects the Supplemental Soil Clean-up Objectives listed in Table 1 of NYSDEC "CP- 51/Soil Cleanup Guidance." NYSDOH Air Guidance Values (AGVs) presented in the Final Guidance for Evaluating Soil Vapor Intrusion in the State of New York, dated October 2006 (“NYSDOH Vapor Intrusion Guidance Document”), updated September 2013 for change of AGV for PCE and August 2015 for TCE. NYSDEC Class GA Ambient Standard :New York State Department of Environmental Conservation Technical and Operational Guidance Series (1.1.1): Class GA Ambient Water Quality Standards and Guidance Values. Page 10 of 10 FIGURES DATE PROJECT NO. FIGURESITE LOCATION c2017 AKRFQ:\Projects\170073 - 900 KING STREET\Technical\GIS and Graphics\Hazmat\170073 Fig 1site loc map PH2.mxd12/1/2017 9:17:45 AM mveilleux Village of Rye Brook, New York Map Source: USGS Topo base map service from The National Map SITELOCATION 0 800 1,600 SCALE IN FEET 12/1/2017 170073 1 [ NY CT Area of Detail 900 King Street 440 Park Avenue South, New York, NY 10016 Approximate Extent of Proposed Basement SV-1 SB-9/OW-2X OW-1 SB-8 SV-2 SV-3 OW-2 AA-1 SB-7SB-6 SB-3 SB-4 SB-5 SB-2 SB-1 10080400 SCALE IN FEET ©2018 AKRF, IncQ:\Projects\170073 - 900 KING STREET\Technical\Hazmat\CAD\170073 Fig 2 Site Plan.dwg last save: mveilleux 1/16/2018 4:44 PMDATEVillage of Rye Brook, New York900 King StreetSITE PLAN1/16/2018 PROJECT NO. 170073 FIGURE 2 PROJECT SITE BOUNDARY PROPOSED BUILDING FOOTPRINT SOIL BORING LOCATION SOIL BORING/MONITORING WELL LOCATION GEOTECHNICAL MONITORING WELL LOCATION SOIL VAPOR/AMBIENT AIR SAMPLE LOCATION LEGEND 440 Park Avenue South, New York, NY 10016Map Source: Topographical Survey Titled "Existing Conditions" Completed by JMC Dated 9/28/2017. APPENDIX A PHOTOGRAPHIC DOCUMENTATION AKRF, Inc. 900 King Street, Rye Brook, New York Photograph 3: Installation of soil boring SB-8 through the concrete slab in the elevator machine room. Photograph 4: Completed soil boring SB-8 location, patched and cleaned. Photograph 1: Main entrance of the Property building, as seen from parking lot. Photograph 2: Hydraulic oil condition observed adjacent to the “Car 1” and “Car 2” motors in elevator machine room. Page 1 of 2 AKRF, Inc. 900 King Street, Rye Brook, New York Photograph 7: Soil vapor purging and helium test setup at soil vapor point SV-1 Photograph 8: Low flow groundwater sampling setup at observation well OW-2. Photograph 5: Geoprobe Direct Push Probe unit staged at soil boring SB-1 location. Photograph 6: Soil cores from soil boring SB-1 staged for field screening and sampling. Page 2 of 2 APPENDIX B GEOPHYSICAL INVESTIGATION REPORT GEOPHYSICAL ENGINEERING SURVEY REPORT Commercial Site 900 King Street Rye Brook, New York 10573 NOVA PROJECT NUMBER 17-0484 DATED November 24, 2017 PREPARED FOR: AKRF, INC. Environmental, Planning, and Engineering Consultants 34 South Broadway, Suite 401 White Plains, NY 10601 PREPARED BY: NOVA GEOPHYSICAL SERVICES SUBSURFACE MAPPING SOLUTIONS 56-01 Marathon Parkway, # 765, Douglaston, New York 11362 Ph. 347-556-7787 Fax. 718-261-1527 www.nova-gsi.com November 24, 2017 Timothy McClintock Environmental Scientist AKRF, INC. 34 South Broadway, Suite 401 White Plains, NY 10601 P) 914.922.2374 C) 914.439.1629 F) 914.949.7559 Re: Geophysical Engineering Survey (GES) Report Commercial Site 900 King Street Rye Brook, New York 10573 Dear Mr. McClintock Nova Geophysical Services (NOVA) is pleased to provide findings of the geophysical engineering survey (GES) at the above referenced project site: 900 King Street , Rye Brook, New York 10573 (the “Site”). Please see attached Site Location and Survey Plan maps for more details. INTRODUCTION TO GEOPHYSICAL ENGINEERING SURVEY (GES) NOVA performed a Geophysical engineering surveys (GES) consisting of a Ground Penetrating Radar (GPR) survey at the site. The purpose of this survey is to locate and identify utilities and other substructures as well as clear boring locations on November 16th, 2017. The equipment selected for this investigation was a Sensors and Software Noggin 250 MHz ground penetrating radar (GPR) shielded antenna, a Radio Detection RD7100 utility locator and a Schonestedt GA-72Cd Magnetometer A GPR system consists of a radar control unit, control cable and a transducer (antenna). The control unit transmits a trigger pulse at a normal repetition rate of 250 MHz. The trigger pulse is sent to the transmitter electronics in the transducer via the control cable. The transmitter electronics amplify the trigger pulses into bipolar pulses that are radiated to the surface. The transformed pulses vary in shape and frequency according to the transducer used. In the subsurface, variations of the signal occur at boundaries where there is a dielectric contrast (void, steel, soil type, etc.). Signal reflections travel back to the control unit and are represented as color graphic images for interpolation. GEOPHYSICAL ENGINEERING SURVEY / GES REPORT Commercial Site 900 King Street Rye Brook, New York 10573 GEOPHYSICAL METHODS The project site was screened using the GPR to search the specified area and inspected for reflections, which could be indicative of substructures and utilities within the subsurface. GPR data profiles were collected for the areas of the Site specified by the client. The surveyed areas consisted of concrete. DAT A PROCESSING In order to improve the quality of the results and to better identify subsurface anomalies NOVA processed the collected data. The processes flow is briefly described in this section. Step 1. Import raw RAMAC data to standard processing format Step 2. Remove instrument noise (dewow) GEOPHYSICAL ENGINEERING SURVEY / GES REPORT Commercial Site 900 King Street Rye Brook, New York 10573 Step 3. Correct for attenuation losses (energy decay function) Step 4. Remove static from bottom of profile (time cut) Step 5. Mute horizontal ringing/noise (subtracting average) The above example shows the significance of data processing. The last image (step 5) has higher resolution than the starting image (raw data – step 1) and describes the subsurface anomalies more accurately. GEOPHYSICAL ENGINEERING SURVEY / GES REPORT Commercial Site 900 King Street Rye Brook, New York 10573 GPR, Magnetics, Electromagnetics, Seismic, Resistivity, Utility Location, Borehole Logging & Camera PHYSICAL SETTINGS NOVA observed following physical conditions at the time of the survey: Weather: Overcast, light rain Temperature: 55 Degrees (F) Surface: Concrete, soil, grass Geophysical Noise Level (GNL): Geophysical Noise Level (GNL) was medium at the site. The noise was the result of being in a suburban environment. RESULTS The results of the geophysical engineering survey (GES) identified following at the project Site: • NOVA conducted a search using ground penetrating radar and a magnetometer around the perimeter of the subject property for an underground vault containing a steam tank that had previously been excavated. NOVA was unable to locate the previous excavation. • NOVA identified gas, water, electrical, and storm sewer lines on the northwestern side of the building as shown in the survey plan. • NOVA did not detect any anomalies characteristic of an underground storage tank. • All detected subsurface anomalies were marked in the onsite mark out. • All cleared boring locations were marked in the onsite mark out. • The Survey Plan portrays the subsurface areas investigated during the GES. If you have any questions, please do not hesitate to contact the undersigned. Sincerely, NOVA Geophysical Services Levent Eskicakit, P.G., E.P. Project Engineer Attachments: Site Location Map Survey Plan Geophysical Images SITE LOCATION MAP LEGEND SITE SITE:Commercial Site 900 King Street Rye Brook, New York 10573 CLIENT:AKRF DATE:November 16, 2017 AUTH:Chris Steinley SURVEY PLAN LEGEND Survey Area Gas Storm Sewer SITE:Commercial Site 900 King Street Rye Brook, New York 10573 CLIENT:AKRF DATE:November 16, 2017 AUTH:Chris Steinley Water Electric Tank Search GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 GEOPHYSICAL IMAGES Commercial Site 900 King Street Rye Brook, New York 10573 November 16, 2017 APPENDIX C FIELD LOGS Drilling Method: Drilling Sampling Method: Driller: Weather:35°F, Partly Cloudy Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 6": CONCRETE.ND DRY ND ND SB-1 (0-2) 2 at 08:20 3 4 Bottom 24": Brown/gray SAND, some Silt, fine Gravel.ND DRY ND ND 5 6 Top 23": Brown SAND, little Silt, fine Gravel. ND DRY ND ND 7 Next 19": Brown SAND, some Silt, little fine Gravel.ND DRY ND ND 8 9 Bottom 4": Black SAND, little fine Gravel, trace Silt.ND DRY ND ND 10 Top 6": Black SAND, little fine Gravel, trace Silt.ND DRY ND ND ND DRY ND ND 12 13 14 15 16 17 18 19 20 Groundwater not encountered during soil boring installation. End of soil boring at 11 feet below grade due to DPP refusal on apparent cobbles. SB-1AKRF Project Number: 170073 440 Park Avenue South, 7th Floor SOIL BORING LOG 900 King Street Sheet 1 of 1 Soil Boring ID: Geoprobe DPP Surface Condition: Concrete New York, NY 10016 Start Time: 07:55 Finish Time: 08:20 Date: 11/20/2017 5' Macrocores Craig Test Boring Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected 24 46 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 14 Bottom 6": Brown/black/red SAND, little fine Gravel, trace Silt.11 Drilling Method: Drilling Sampling Method: Driller: Weather:35°F, Partly Cloudy Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 3": ASPHALT and fine GRAVEL.ND DRY ND ND SB-2 (0-2) at 08:00 2 Next 22": Brown SAND, some Silt, little fine Gravel.ND DRY ND ND 3 4 Bottom 9": Brown SAND, little Silt, trace fine Gravel.ND WET at ND ND 4' 5 6 Top 15": Brown SAND, some Silt, little fine Gravel.ND DRY ND ND 7 Next 8": Gray SILT, trace Sand.ND DRY ND ND 8 9 Bottom 13": Brown/black SAND, some fine Gravel, trace Silt.ND DRY ND ND 10 11 12 13 14 15 16 17 18 19 20 Groundwater encountered at approximately 4 feet below grade during soil boring installation. End of soil boring at 9.5 feet below grade due to DPP refusal on apparent cobbles. SOIL BORING LOG 900 King Street Soil Boring ID:SB-2AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DPP 5' Macrocores Start Time: 07:30 Finish Time: 08:00Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/20/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 34 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 36 Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 4": ASPHALT and fine GRAVEL, some Sand.ND DRY ND ND SB-3 (0-2) 2 at 12:50 3 4 Bottom 30": Brown/gray SAND, some Silt, trace fine Gravel.ND DRY ND ND 5 6 Top 23": Brown/gray SAND, some Silt, trace fine Gravel.ND DRY ND ND 7 8 9 Bottom 6": Light brown SAND, trace Silt.ND WET at ND ND 9.5' 10 11 Top 6": Brown/gray SAND, some Silt, fine Gravel.ND DRY ND ND 12 Next 12": Fine GRAVEL, some brown/white Sand, trace Silt.ND DRY ND ND 13 14 Bottom 17": Brown SAND, little Silt, trace fine Gravel.ND DRY ND ND 15 16 17 18 19 20 Groundwater encountered at approximately 9.5 feet below grade during soil boring installation. End of soil boring at 15 feet below grade. SOIL BORING LOG 900 King Street Soil Boring ID:SB-3AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DDP 5' Macrocores Start Time: 12:25 Finish Time: 12:50Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 34 29 35 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 4": ASPHALT and fine GRAVEL.ND DRY ND ND SB-4 (0-2) at 14:15 2 Next 4": Brown/Gray SAND, some Silt, little fine Gravel.ND DRY ND ND 3 4 Bottom 18": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 5 6 Top 4": Fine GRAVEL, trace Silt.ND DRY ND ND 7 8 9 Bottom 24": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 10 11 Top 13": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 12 13 Bottom 4": Fine GRAVEL, trace Silt.ND DRY ND ND 14 15 16 17 18 19 20 Groundwater not encountered during soil boring installation. End of soil boring at 14 feet below grade due to DPP refusal on apparent cobbles. SOIL BORING LOG 900 King Street Soil Boring ID:SB-4AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DPP 5' Macrocores Start Time: 13:35 Finish Time: 14:15Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 26 28 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 17 Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 6": ASPHALT and fine GRAVEL.ND DRY ND ND SB-5 (0-2) at 13:30 2 Next 6": Brown/Gray SAND, some Silt, trace fine Gravel.ND DRY ND ND 3 Next 6": Brown SAND and fine GRAVEL ND DRY ND ND 4 Bottom 10": Brown/Gray SAND, some Silt, trace fine Gravel.ND DRY ND ND 5 6 Top 12": Brown/Gray SAND, some Silt, trace fine Gravel.ND DRY ND ND 7 8 9 Bottom 20": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 10 11 Top 6": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 12 Next 16": Brown/Gray SAND, some Silt, little fine Gravel.ND MOIST ND ND 13 11'-13' 14 Bottom 8": Brown/Gray SAND, little Silt, trace fine Gravel.ND DRY ND ND 15 16 Top 12": Brown/Gray SAND, some Silt, trace fine Gravel.ND WET ND ND 15'-16' 17 Bottom 8": Brown/Gray SAND, little Silt, trace fine Gravel.ND DRY ND ND 18 19 20 Groundwater encountered at approximately 15 feet below grade during soil boring installation. End of soil boring at 18 feet below grade due to DPP refusal on apparent cobbles. SOIL BORING LOG 900 King Street Soil Boring ID:SB-5AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DPP 5' Macrocores Start Time: 13:05 Finish Time: 13:30Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 28 32 30 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 24 Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 6": ASPHALT and fine GRAVEL.ND DRY ND ND 2 Next 6": Brown/Gray SAND, some Silt, little fine Gravel.ND DRY ND ND 3 4 Bottom 24": Brown/Gray SAND, little Silt, fine Gravel. ND DRY ND ND 5 6 Top 8": Brown/Gray SAND, little Silt, fine Gravel. ND DRY ND ND SB-6 (5-7) at 12:15 7 Next 4": Fine GRAVEL.ND DRY ND ND 8 9 Bottom 24": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 10 11 Top 20": Brown/Gray SAND, some Silt, little fine Gravel.ND MOIST ND ND 12 10'-12' 13 14 Bottom 24": Brown SAND, little Silt, fine Gravel. ND DRY ND ND 15 16 Top 14": Brown SAND, little Silt, fine Gravel. ND DRY ND ND 17 Bottom 20": Brown/Red/Black SAND, some fine Gravel, trace Silt.ND DRY ND ND 18 19 20 Groundwater not encountered during soil boring installation. End of soil boring at 18 feet below grade due to DPP refusal on apparent cobbles. SOIL BORING LOG 900 King Street Soil Boring ID:SB-6AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DPP 5' Macrocores Start Time: 11:30 Finish Time: 12:15Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 36 36 44 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 34 Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis 1 Top 6": ASPHALT and fine GRAVEL.ND DRY ND ND 2 3 4 Bottom 20": Brown/Gray SAND, little Silt, fine Gravel.ND DRY ND ND 5 6 Top 6": Fine GRAVEL, some Brown Sand.ND DRY ND ND SB-7 (5-7) 7 at 10:50 8 9 Bottom 49": Brown/Gray SAND, some Silt, little fine Gravel.ND DRY ND ND 10 11 Top 21": Brown/Gray SAND, some Silt, fine Gravel.ND MOIST ND ND 10'-12' 12 Next 6": Fine GRAVEL.ND DRY ND ND 13 14 Bottom 13": Brown SAND, little Silt, fine Gravel.ND DRY ND ND 15 16 Top 12": Brown SAND, little Silt, fine Gravel.ND DRY ND ND 17 Next 6": Fine GRAVEL. ND DRY ND ND 18 19 Bottom 37": Brown/Red/Black SAND, some fine Gravel, trace Silt.ND DRY ND ND 20 Groundwater not encountered during soil boring installation. End of soil boring at 20 feet below grade. SOIL BORING LOG 900 King Street Soil Boring ID:SB-7AKRF Project Number: 170073 Sheet 1 of 1 Geoprobe DPP 5' Macrocores Start Time: 10:10 Finish Time: 10:50Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Asphalt 26 55 40 55 Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) Drilling Method: Drilling Sampling Method: Driller: Weather:40°F, Sunny Logged By:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis Top 8": CONCRETE (slab 8" thick).ND DRY ND ND SB-8 (1-2.5) 1 at 09:45 Next 4": Gray SAND, some Silt, fine Gravel.ND DRY ND ND 2 Bottom 18": Brown SAND, some Silt, fine Gravel.ND DRY ND ND 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Groundwater not encountered during soil boring installation. End of soil boring at 30 inches below grade due to hand auger refusal on apparent cobbles. SOIL BORING LOG 900 King Street Soil Boring ID:SB-8AKRF Project Number: 170073 Sheet 1 of 1 Hand Auger Hand Auger Start Time: 08:30 Finish Time: 09:45Craig Test Boring 440 Park Avenue South, 7th Floor Date: 11/17/2017New York, NY 10016 PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. Surface Condition: Concrete Notes: Soil sample analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) 30 Driller: Weather:35°F, Partly Cloudy Logged by:T. McClintock, AKRF Depth (feet)Recovery (Inches)OdorMoisturePIDNAPLSoil Samples Collected for Laboratory Analysis Locking Flush Mount 1 Top 4": ASPHALT and fine GRAVEL.ND DRY ND ND 2 Bentonite Seal: 0.5' - 5'Next 6": White SAND and fine GRAVEL.ND DRY ND ND 3 Next 14": Brown/gray SAND, some Silt, ND DRY ND ND little fine Gravel. 4 2" Diameter PVC well riser: 0.5' - 7' Bottom 6": Fine Gravel, some white Sand, ND DRY ND ND 5 trace Silt. 6 Top 14": Brown SAND, some Silt, little ND DRY ND ND Gravel. 7 Next 12": Brown SAND, some silt, trace ND DRY ND ND 8 Gravel. 9 Morie #1 Sand Filter Pack: 5' - 17'Bottom 10": Brown/Red/Black SAND, some ND DRY ND ND 10 Gravel, trace Silt. 11 12 2" Diameter, 0.01 Slot PVC well Bown/Red/Black SAND, some Gravel, ND DRY ND ND 13 Screen: 7' - 17'trace Silt. 14 15 Top 4": Fine GRAVEL, little brown Sand, ND DRY ND ND 16 trace Silt. Bottom 16": Brown/gray SAND, some silt,ND MOIST ND ND 17 fine Gravel.15.5'-17' 18 19 20 Notes:Soil samples analyzed for: Target Compound List (TCL) VOCs (EPA 8260), TCL SVOCs (EPA 8270), Groundwater sampling/analysis not conducted. PCBs (EPA 8082), Pesticides (EPA 8081), and TAL Metals (EPA 6000/7000 Series) Groundwater monitoring well installed to 17 feet below grade.End of soil boring at 17 feet below grade due to DPP refusal on apparent cobbles. Soil classifications and descriptions presented are based on the Modified Burmister Classification System. Descriptions were developed for environmental purposes only. PID = photoionization detector NAPL = non-aqueous phase liquid ND = not detected 30 36 Groundwater measured at 1.2 feet below grade. 42 Groundwater Depth Indicator Groundwater encountered at approximately 1.2 feet below grade in monitoring well OW-2X. 20 Soil Boring Log Soil Boring ID:SB-9OW-2X Groundwater Monitoring Well ID: Sheet 1 of 1 Date: 11/20/2017 Well Construction Surface Condition: Geoprobe DPP 5' Macrocores Sampling Method: 440 Park Avenue South, 7th Floor New York, NY 10016 Craig Test Boring SOIL BORING AND WELL INSTALLATION LOG 900 King Street AKRF Project Number: 170073 Drilling Method: Finish Time: 09:00Start Time: 08:15 Drilling Well Sampling Log Job No: 170073 Client: 900 King St. Owners LLC Well No: Project Location: 900 King St., Rye Brook, NY Sampled By: T. McClintock, AKRF Date: 11/21/2017 Sampling Time:12:20 PID at surface: ND Total Depth:18.73 ft. below top of casing Water Column (WC): 15 feet *= 0.163 * WC for 2" wells Depth to Water:3.73 ft. below top of casing Well Volume*:2.45 gallons *= 0.653 * WC for 4" wells Depth to Product:ND ft. below top of casing Volume Purged:1 gallon *= 1.469 * WC for 6" wells Depth to top of screen:10 ft. below top of casing Well Diam.:2 inches Depth to bottom of screen:20 ft. below top of casing Purging Device (pump type): Approx. Pump Intake:14 ft. below top of casing Depth to Water Purge Rate Temp Conductivity DO ORP Turbidity (Ft.)(ml/min)(oC)(mS/cm)(mg/L)(mV)(NTU) 11:50 4.11 100 13.8 0.488 10.32 8.81 165.7 8.6 11:55 4.23 100 13.7 0.485 10.26 8.79 174.9 10.5 12:00 4.31 100 13.6 0.486 10.25 8.77 185.2 9.1 12:05 4.29 100 13.6 0.487 10.23 8.76 190.4 9.1 12:10 4.25 100 13.8 0.489 10.21 8.75 193.8 10.3 12:15 4.32 100 13.6 0.487 10.21 8.75 194.5 10.6 12:30 4.15 100 14.3 0.497 10.31 8.72 208.6 8.4 +/- 3 mS/cm +/- 0.3 mg/L +/- 0.1 pH units +/- 10 mV <50 NTU Comments (problems, odor, sheen) Groundwater samples analyzed for: Target Compound List (TCL) VOCs (EPA 8260) and TCL SVOCs (EPA 8270) PID = photoionization detector ND = non-detect DO = dissolved oxygen ORP = oxidation-reduction potential No odor or sheen Stabilization Criteria: If water quality parameters do not stabilize and/or turbidity is greater than 50 NTU within two hours, discontinue purging and collect sample. OW-1 Target maximum flow rate is 100 ml/minGeopump Peristaltic Pump Time pH Page 1 of 3 Well Sampling Log Job No: 170073 Client: 900 King St. Owners LLC Well No: Project Location: 900 King St., Rye Brook, NY Sampled By: T. McClintock, AKRF Date: 11/21/2017 Sampling Time:11:05 PID at surface: ND Total Depth:21.94 ft. below top of casing Water Column (WC): 20.8 feet *= 0.163 * WC for 2" wells Depth to Water:1.14 ft. below top of casing Well Volume*:3.39 gallons *= 0.653 * WC for 4" wells Depth to Product:ND ft. below top of casing Volume Purged:4 gallons *= 1.469 * WC for 6" wells Depth to top of screen:10 ft. below top of casing Well Diam.:2 inches Depth to bottom of screen:20 ft. below top of casing Purging Device (pump type): Approx. Pump Intake:15 ft. below top of casing Depth to Water Purge Rate Temp Conductivity DO ORP Turbidity (Ft.)(ml/min)(oC)(mS/cm)(mg/L)(mV)(NTU) 9:00 1.84 100 16.5 1.154 1.12 6.81 227.1 15.5 9:05 1.86 100 16.0 1.157 0.87 6.95 219.3 85.1 9:10 1.86 100 17.3 1.161 0.73 6.96 209.2 98.0 9:15 1.86 100 17.1 1.161 0.67 6.96 202.1 180.1 9:20 1.92 100 17.8 1.159 0.58 6.96 188.0 51.0 9:25 1.97 100 17.9 1.160 0.55 6.96 179.9 38.3 9:30 2.06 100 17.6 1.163 0.52 6.96 166.4 7.6 9:35 1.99 100 17.0 1.163 0.47 6.96 157.3 12.9 9:40 2.02 100 18.1 1.164 0.43 6.95 148.2 22.2 9:45 2.04 100 18.1 1.163 0.40 6.96 144.9 37.8 9:50 2.05 100 18.3 1.166 0.37 6.96 135.6 43.3 9:55 2.07 100 18.3 1.169 0.36 6.96 131.8 53.9 10:00 2.10 100 18.3 1.171 0.35 6.97 128.8 84.3 10:05 2.03 100 17.7 1.170 0.35 6.97 128.2 118.5 10:10 2.00 100 17.8 1.171 0.35 6.96 124.5 127.3 +/- 3 mS/cm +/- 0.3 mg/L +/- 0.1 pH units +/- 10 mV <50 NTU Comments (problems, odor, sheen) Groundwater samples analyzed for: Target Compound List (TCL) VOCs (EPA 8260) and TCL SVOCs (EPA 8270) No odor or sheen Stabilization Criteria: If water quality parameters do not stabilize and/or turbidity is greater than 50 NTU within two hours, discontinue purging and collect sample. PID = photoionization detector ND = non-detect DO = dissolved oxygen ORP = oxidation-reduction potential OW-2 Target maximum flow rate is 100 ml/minGeopump Peristaltic Pump Time pH Page 2 of 3 Well Sampling Log Job No: 170073 Client: 900 King St. Owners LLC Well No: Project Location: 900 King St., Rye Brook, NY Sampled By: T. McClintock, AKRF Date: 11/21/2017 Sampling Time:11:05 PID at surface: ND Total Depth:21.94 ft. below top of casing Water Column (WC): 20.8 feet *= 0.163 * WC for 2" wells Depth to Water:1.14 ft. below top of casing Well Volume*:3.39 gallons *= 0.653 * WC for 4" wells Depth to Product:ND ft. below top of casing Volume Purged:4 gallons *= 1.469 * WC for 6" wells Depth to top of screen:10 ft. below top of casing Well Diam.:2 inches Depth to bottom of screen:20 ft. below top of casing Purging Device (pump type): Approx. Pump Intake:15 ft. below top of casing Depth to Water Purge Rate Temp Conductivity DO ORP Turbidity (Ft.)(ml/min)(oC)(mS/cm)(mg/L)(mV)(NTU) 10:15 1.97 100 17.9 1.173 0.33 6.96 122.0 149.5 10:20 1.99 100 17.9 1.175 0.33 6.97 121.5 148.8 10:25 2.01 100 18.4 1.171 0.31 6.96 118.8 189.6 10:30 2.05 100 18.3 1.173 0.31 6.96 118.0 121.4 10:35 2.06 100 18.3 1.174 0.30 6.96 118.1 167.1 10:40 2.06 100 18.2 1.175 0.29 6.96 114.6 188.1 10:45 2.07 100 18.3 1.168 0.28 6.96 113.0 196.4 10:50 1.98 100 17.9 1.168 0.28 6.97 115.2 222.5 10:55 1.99 100 18.1 1.166 0.27 6.96 114.7 239.1 11:00 1.95 100 18.1 1.169 0.26 6.97 114.0 249.6 11:15 1.98 100 18.1 1.176 0.47 6.94 118.4 67.3 +/- 3 mS/cm +/- 0.3 mg/L +/- 0.1 pH units +/- 10 mV <50 NTU Comments (problems, odor, sheen) Groundwater samples analyzed for: Target Compound List (TCL) VOCs (EPA 8260) and TCL SVOCs (EPA 8270) No odor or sheen Stabilization Criteria: If water quality parameters do not stabilize and/or turbidity is greater than 50 NTU within two hours, discontinue purging and collect sample. PID = photoionization detector ND = non-detect DO = dissolved oxygen ORP = oxidation-reduction potential OW-2 Target maximum flow rate is 100 ml/minPeristaltic Time pH Page 3 of 3 Soil Vapor Sample Log Point Installed By: Installation Method: Sampled By: Weather: 36 Inches Total Time of Purge: 2.95 In3 Purge Volume: Purged Vapor PID:1.8 ppm 0.2 L/min Helium Concentration:0 % SUMMA® Canister ID: Soil Vapor Sample ID: Background PID Soil vapor sample SV-1 collected in a 6-L SUMMA® canister using a 1-hour flow controller. ND = non-detect ppm = parts per million L/min = Liters per minute *Purge flow rate not to exceed 0.2 L/min. Vacuum (in/Hg)Notes 14 minutes Soil Vapor Point ID: Notes: ND -16.5 -6.0 Geoprobe DPP GilAir Plus Time Halfway: Time Stopped: Time Started:13:58 Purging Pump: 2 LTubing Volume: 14:55 AKRF Project No: Project Location: Client: Vapor Point Depth: N/A T. McClintock 40°F, Clear 3999 4335 SV-1 SV-1 Sample Identification Flow Controller ID: N/AND Time 14:29 -30.0 Sample Collection Pump Flow Rate*: Date: ND N/A Craig Test Boring170073 900 King St., Rye Brook, NY 900 King St. Owners LLC 11/20/2017 Sample Setup Page 1 of 4 Soil Vapor Sample Log Point Installed By: Installation Method: Sampled By: Weather: 36 Inches Total Time of Purge: 2.95 In3 Purge Volume: Purged Vapor PID:1.7 ppm 0.2 L/min Helium Concentration:0 % SUMMA® Canister ID: Soil Vapor Sample ID: Background PID Soil vapor sample SV-2 collected in a 6-L SUMMA® canister using a 1-hour flow controller. Notes: *Purge flow rate not to exceed 0.2 L/min. ND = non-detect ppm = parts per million L/min = Liters per minute Time Halfway:13:13 -15.5 ND N/A Time Stopped:13:34 -6.0 ND N/A Sample Collection Time Vacuum (in/Hg)Notes Time Started:12:44 -29.5 ND N/A Pump Flow Rate*: Sample Identification Soil Vapor Point ID:SV-2 4803 Flow Controller ID:4188 SV-2 Sample Setup Vapor Point Depth:13 minutes Tubing Volume:2 L Purging Pump:GilAir Plus Client: 900 King St. Owners LLC T. McClintock Date:11/20/2017 40°F, Clear AKRF Project No:170073 Craig Test Boring Project Location: 900 King St., Rye Brook, NY Geoprobe DPP Page 2 of 4 Soil Vapor Sample Log Point Installed By: Installation Method: Sampled By: Weather: 36 Inches Total Time of Purge: 2.95 In3 Purge Volume: Purged Vapor PID:1.4 ppm 0.2 L/min Helium Concentration:0 % SUMMA® Canister ID: Soil Vapor Sample ID: Background PID Soil vapor sample SV-3 collected in a 6-L SUMMA® canister using a 1-hour flow controller. Notes: *Purge flow rate not to exceed 0.2 L/min. ND = non-detect ppm = parts per million L/min = Liters per minute Time Halfway:12:52 -17.5 ND N/A Time Stopped:13:18 -5.0 ND N/A Sample Collection Time Vacuum (in/Hg)Notes Time Started:12:16 -30.0 ND N/A Pump Flow Rate*: Sample Identification Soil Vapor Point ID:SV-3 3010 Flow Controller ID:3993 SV-3 Sample Setup Vapor Point Depth:15 minutes Tubing Volume:2 L Purging Pump:GilAir Plus Client: 900 King St. Owners LLC T. McClintock Date:11/20/2017 40°F, Clear AKRF Project No:170073 Craig Test Boring Project Location: 900 King St., Rye Brook, NY Geoprobe DPP Page 3 of 4 Ambient Air Sample Log Client: Sampled By: Weather: SUMMA® Canister ID: Ambient Air Sample ID: Background PID Ambient air sample AA-1 collected in a 6-L SUMMA® canister using a 8-hour flow controller. Time Stopped:14:51 -6.00 ND Vehicle Notes:ND = non-detect ppm = parts per million L/min = Liters per minute Time Halfway:14:31 -15.00 ND Vehicle Time:14:46 -9.00 ND Vehicle Time Started:13:53 -30.00 ND Vehicle Time:14:23 -18.00 ND Vehicle Flow Controller ID:5201 AA-1 Sample Collection Time Vacuum (in/Hg)Potential VOC Sources/Notes Date:11/20/2017 40°F, Clear Sample Setup Sample Identification On-Site Location:Outside Main Entrance to Building 2537 AKRF Project No:170073 900 King St. Owners LLC Project Location: 900 King St. Rye Brook, NY T. McClintock Page 4 of 4 FIGURES Source: http://www.orthos.dhses.ny.gov/ Project Site (on Key Map) Approximate Location of Site Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 900 King Street Rye Brook, NY Project Location DATE 170073 Legend Site Location Map 11/8/2017 PROJECT No. 1 FIGURE 900 King Steet Rye Brook, NY 10573 KEY MAP Source: Surficial Geologic Map of New York - Lower Hudson Sheet. © 1989 by NYSGS. -Approximate Location of Site -Till Soils -Bedrock exposed or within about 3 feet of surface -Fluvial sand and gravel Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 Rye Brook, NY 10573 900 King Street Rye Brook, NY Project Location 900 King Steet DATE 11/8/2017 Legend PROJECT No. 2 Surficial Geologic Map 170073 FIGURE Till (t) SITE Source: New York State Museum and Science Service. "Geologic Map of New York." 1970. -Approximate Location of Site -Manhattan Formation -Harrison Gneiss -Hartland Formation Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 PROJECT No. Rye Brook, NY 10573 Legend Project Location 900 King Steet 900 King Street Rye Brook, NY Bedrock Map 170073 FIGURE 3 DATE 11/8/2017 SITE Approximate Location of Site Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 DATE 11/8/2017 Source: Westchester County Geographic Information Systems Project Location 900 King Steet Rye Brook, NY 10573 PROJECT No. 1947 Aerial 170073 FIGURE 4 900 King Street Rye Brook, NY Legend Source: Westchester County Geographic Information Systems Approximate Location of Site Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 1976 Aerial 170073 FIGURE Rye Brook, NY 10573 5 DATE 11/8/2017 PROJECT No. 900 King Steet Project Location 900 King Street Rye Brook, NY Legend Source: Westchester County Geographic Information Systems Approximate Location of Site Environmental, Planning, and Engineering Consultants AKRF Engineering, Inc. 440 Park Avenue South, New York, N.Y. 10016 PROJECT No. 11/8/2017900 King Street Rye Brook, NY Project Location 900 King Steet Rye Brook, NY 10573 1990 Aerial FIGURE DATE Legend 170073 6 PB-3 PB-5 PB-9 PB-7 PB-10 PB-13 PB-12 PB-6 PB-11 PB-8(OW-1) PB-4(OW-2) AKRF INC. 440 PARK AVENUE SOUTH NEW YORK, NY 10016 (212) 696-0670 (PHONE) (212) 726-0942 (FAX) PROJECT SHEET TITLE DRAWN BY CHECKED BY SCALE DATE SHEET NO. 900 KING STREET RYE BROOK, NY FIGURE 7 BORING LOCATION PLAN 1" = 60'11/9/2017 JRJH SCALE: 1" = 60' 0'30'60'120' LEGEND: SOIL BORING LOCATION SOIL BORING WITH OBSERVATION WELL NOTES: 1.BASE PLAN AND APPROXIMATE BUILDING LOCATION TAKEN FROM A TOPOGRAPHICAL SURVEY TITLED "EXISTING CONDITIONS" COMPLETED BY JMC DATED 9/28/2017 2.DRILLING WAS PERFORMED BY CRAIG GEOTECHNICAL DRILLING CO. INC. OF MAYS LANDING, NEW JERSEY BETWEEN OCTOBER 2, 2017 AND OCTOBER 10, 2017. 3.ALL BORINGS WERE INSPECTED FULL TIME BY AN AKRF GEOTECHNICAL ENGINEER. 4.BORING LOCATIONS WERE MEASURED IN THE FIELD AND ARE APPROXIMATE. 5.LOCATION OF PROPOSED BUILDING IS APPROXIMATE. ARBOR DRIVE PB-3 PB-8(OW-1) APPROXIMATE EXTENTS OF BASEMENT Environmental, Planning, and Engineering Consultants AKRF Engineering, P.C. 440 Park Avenue South, New York, N.Y. 10016 PROJECT No. Liquefaction Potential 170073 FIGURE 8 900 King Street Rye Brook, NY Rye Brook, NY 10573 DATE 11/8/2017 Project Location Note: 1. This figure is based on Section 1813 of the 2014 NYC Building Code for Structural Risk/Occupancy Category II/III structures.900 King Steet 0 5 10 15 20 25 30 35 40 45 50 0 1020304050 Depth below Ground Surface (feet)SPT N60‐values (blows per foot) SPT N‐values vs. Depth GW Structural Risk/Occupancy Category II/III B‐1 B‐2 B‐3 B‐4 B‐5 B‐6 B‐7 B‐8 B‐9 B‐10 B‐11 B‐12 B‐13 Liquefaction evaluation not required Liquefaction evaluation required APPENDIX A SOIL BORING LOGS AKRF, Inc. Reference Tables for Soil Boring Log Table A-1: Unified Soil Classification System Table A-2: Particle Sizes of Geologic Material Material Size Size Range Passing Sieve Size Retained Sieve Size Boulder Greater than 12 in. – – Cobble 3 in. to 12 in. – – Coarse Gravel ¾ in. to 3 in. 3-inch ¾-inch Fine Gravel 19.1 mm (¾ in.) to 4.76 mm ¾-inch No. 4 Coarse Sand 4.75 mm to 2.00 mm No. 4 No. 10 Medium Sand 2.00 mm to 0.425 mm No. 10 No. 40 Fine Sand 0.425 mm to 0.074 mm No. 40 No. 200 Silt 0.074 mm to 0.005 mm Requires Hydrometer Analysis Clay Less than 0.005 mm AKRF, Inc. Reference Tables for Soil Boring Log Table A-3: Quantity Descriptors Descriptor Percentage of Sample (by weight) Examples “CAPITALIZED” > 50% Brown SAND and 35 to 50% and silt some 20 to 35% some gravel little 10 to 20% little clay trace < 10% trace silt APPENDIX B GROUNDWATER OBSERVATION WELL LOGS APPENDIX C GEOTECHNICAL LABORATORY RESULTS Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 98.9 97.5 94.9 88.8 79.3 69.4 47.7 41.5 0.9520 0.6237 0.1730 0.1175 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-1 Depth: 15-17 ft. Sample Number: S-7 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.5 2.6 15.6 37.8 41.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 93.1 89.0 85.3 79.7 71.5 61.6 43.6 37.8 5.8318 1.8722 0.2313 0.1461 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-2 Depth: 6-8 ft. Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 11.0 3.7 13.8 33.7 37.86 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown silty sand .375 #4 #10 #20 #40 #60 #140 #200 100.0 99.4 96.8 90.9 80.7 69.0 49.0 41.7 0.7820 0.5422 0.1716 0.1112 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-3 Depth: 4-6 ft. Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 0.6 2.6 16.1 39.0 41.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 98.7 96.6 92.5 85.9 77.5 69.2 44.9 38.3 1.3689 0.7848 0.1784 0.1285 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-3 Depth: 15-17 ft. Sample Number: S-7 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 3.4 4.1 15.0 39.2 38.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray and white silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 89.9 88.1 84.0 78.0 69.5 59.4 41.5 35.4 9.6867 2.3667 0.2573 0.1614 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-4 Depth: 3-5 ft. Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 11.9 4.1 14.5 34.1 35.46 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray and black silty sand with gravel 1 .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 77.2 71.2 66.8 58.4 46.6 35.4 27.8 19.5 16.9 22.6951 21.3531 2.3268 1.0558 0.2957 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-5 Depth: 7-9 ft. Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 22.8 10.4 8.4 23.0 18.5 16.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 94.5 89.2 83.3 76.2 68.7 62.5 45.8 41.1 5.3069 2.5557 0.2165 0.1327 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-6 Depth: 4-6 ft. Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 10.8 5.9 14.6 27.6 41.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 95.3 92.8 87.2 78.0 66.3 52.9 32.9 27.3 2.8738 1.5751 0.3277 0.2242 0.0892 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-6 Depth: 20-22 FT. Sample Number: S-8 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 7.2 5.6 20.9 39.0 27.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown silty sand with gravel .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 81.6 72.0 61.5 51.0 39.4 29.1 16.2 12.9 13.5003 11.1202 1.7566 0.7941 0.2629 0.0938 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-8 Depth: 3-5 ft. Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 28.0 10.5 22.1 26.5 12.96 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown and black silty sand with gravel .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 88.2 83.9 79.4 72.6 63.2 55.3 38.2 33.7 10.9665 6.2250 0.3369 0.1914 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-9 Depth: 7-9 ft. Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 16.1 4.5 16.2 29.5 33.76 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 91.7 88.5 82.7 74.8 65.8 57.3 44.2 40.0 7.0395 2.6746 0.2939 0.1588 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-10 Depth: 1-3 ft. Sample Number: S-1 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 11.5 5.8 16.9 25.8 40.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-orange-brown sandy silt .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 98.3 95.6 91.1 84.9 77.6 69.7 56.2 51.0 1.6758 0.8642 0.1359 ML Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-10 Depth: 5-7 ft. Sample Number: S-3 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 4.4 4.5 13.5 26.6 51.06 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Orange-brown and black silty sand 1 .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 94.4 89.3 85.6 80.2 71.9 61.7 51.2 34.0 30.1 11.4231 4.3158 0.3863 0.2368 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-11 Depth: 2-4 ft. Sample Number: S-2 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 5.6 8.8 5.4 18.5 31.6 30.16 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 94.2 87.6 76.4 62.0 47.8 36.8 22.6 18.5 6.0011 3.7765 0.7678 0.4707 0.1728 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-12 Depth: 7-9 ft. Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 12.4 11.2 28.6 29.3 18.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Brown silty sand .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 97.1 91.6 74.1 54.8 37.4 26.2 15.1 12.6 4.2689 3.2618 1.0612 0.7013 0.3047 0.1048 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-12 Depth: 9-11 ft. Sample Number: S-5 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 8.4 17.5 36.7 24.8 12.66 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Gray-brown silty sand with gravel .75 .375 #4 #10 #20 #40 #60 #140 #200 100.0 87.3 83.7 74.9 60.5 48.0 38.4 25.2 21.5 11.5678 6.7804 0.8245 0.4754 0.1504 SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-13 Depth: 7-9 ft. Sample Number: S-4 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 16.3 8.8 26.9 26.5 21.56 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT Tested By: DB, AB Checked By: VRS SKYLANDS TESTING, LLC Sparta, NJ 10-27-2017 (no specification provided) PL=LL=PI= D90=D85=D60= D50=D30=D15= D10=Cu=Cc= USCS=AASHTO= * Dark brown poorly graded sand with silt .375 #4 #10 #20 #40 #60 #140 #200 100.0 97.6 84.6 65.4 44.1 29.6 14.7 11.3 2.6889 2.0417 0.7069 0.5140 0.2539 0.1091 SP-SM Sample washed on #200 sieve AKRF 900 King Street Rye Brook, NY 17-056 Material Description Atterberg Limits Coefficients Classification Remarks Source of Sample: PB-13 Depth: 9-11 ft. Sample Number: S-5 Date: Client: Project: Project No:Figure SIEVE PERCENT SPEC.*PASS? SIZE FINER PERCENT (X=NO)PERCENT FINER0 10 20 30 40 50 60 70 80 90 100 GRAIN SIZE - mm. 0.0010.010.1110100 % +3"Coarse % Gravel Fine Coarse Medium % Sand Fine Silt % Fines Clay 0.0 0.0 2.4 13.0 40.5 32.8 11.36 in.3 in.2 in.1½ in.1 in.¾ in.½ in.3/8 in.#4#10#20#30#40#60#100#140#200GRAIN SIZE DISTRIBUTION REPORT APPENDIX I SWPPP INSPECTORS & SWPPP PREPARERS CERTIFICATION SWPPP Preparer Certification Form SPDES General Permit for Stormwater Discharges From Construction Activity (GP-0-20-001) Project Site Information Project/Site Name Owner/Operator Information Owner/Operator (Company Name/Private Owner/Municipality Name) Certification Statement – SWPPP Preparer I hereby certify that the Stormwater Pollution Prevention Plan (SWPPP) for this project has been prepared in accordance with the terms and conditions of the GP-0-20-001. Furthermore, I understand that certifying false, incorrect or inaccurate information is a violation of this permit and the laws of the State of New York and could subject me to criminal, civil and/or administrative proceedings. First name MI Last Name Signature Date Revised: January 2020 APPENDIX J CONTRACTOR’S AND OWNER’S CERTIFICATION JMC Project 16222 900 King Street Development 900 King Street Rye Brook, NY CONTRACTOR'S CERTIFICATION “I hereby certify 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 there are significant penalties for submitting false information that I do not believe to be true, including the possibility of time and imprisonment for knowing violations.” Company Name: Address: Telephone Number: Name and Title: Signature: Date: Permit Identification No.: Name and Title of Trained Contractor: Elements of the SWPPP Contractor is responsible for: p:\2016\16222\drainage\report\nys contractors certification.docx Owner/Operator Certification Form SPDES General Permit For Stormwater Discharges From Construction Activity (GP-0-20-001) Project/Site Name: ________________________________________________________ eNOI Submission Number: _________________________________________________ eNOI Submitted by: Owner/Operator SWPPP Preparer Other Certification Statement - Owner/Operator I have read or been advised of the permit conditions and believe that I understand them. I also understand that, under the terms of the permit, there may be reporting requirements. I hereby certify that this document and the corresponding documents were prepared under my direction or supervision. I am aware that there are significant penalties for submitting false information, including the possibility of fine and imprisonment for knowing violations. I further understand that coverage under the general permit will be identified in the acknowledgment that I will receive as a result of submitting this NOI and can be as long as sixty (60) business days as provided for in the general permit. I also understand that, by submitting this NOI, I am acknowledging that the SWPPP has been developed and will be implemented as the first element of construction, and agreeing to comply with all the terms and conditions of the general permit for which this NOI is being submitted. Owner/Operator First Name M.I. Last Name ___________________________________________________________ Signature ________________________________ Date APPENDIX K HYDRAULIC CALCULATIONS From (Inlet) To (Outlet) Length Inlet Outlet Average Pipe Pipe Manning's Peak Max Design Max Flow / Node Node Invert Invert Slope Diameter Width Roughness Flow Flow Flow Design Flow Elevation Elevation or Height Velocity Capacity Ratio (ft) (ft) (ft) (%) (inches) (inches) (cfs) (ft/sec) (cfs) DMH‐4‐1 Infil‐1A‐3‐South 5.00 239.70 239.60 2.0000 24.000 24.00 0.0120 30.75 10.44 34.66 0.89 DMH‐1‐10 Infil‐1A‐3‐North 5.00 241.70 241.60 2.0000 24.000 24.00 0.0120 12.77 6.11 34.66 0.37 CI‐2‐2‐1CI‐2‐2 38.00 245.50 245.00 1.3200 18.000 18.00 0.0120 1.23 4.17 13.05 0.09 DMH‐1‐14 CI‐1‐13 83.00 250.75 247.75 3.6100 18.000 18.00 0.0120 1.77 5.67 21.63 0.08 CI‐1‐13 CI‐1‐12 26.00 247.75 246.75 3.8500 18.000 18.00 0.0120 2.23 6.78 22.32 0.10 CI‐4‐3‐1CI‐4‐3 25.00 243.75 243.50 1.0000 18.000 18.00 0.0120 1.95 2.16 11.38 0.17 DI‐2‐7‐2 DMH‐2‐7 156.89 246.75 245.00 1.1200 24.000 24.00 0.0120 2.73 5.09 25.88 0.11 CI‐2‐4 DMH‐2‐3 179.58 236.35 235.15 0.6700 30.000 30.00 0.0120 22.68 5.66 36.32 0.62 DMH‐2‐3CI‐2‐2 84.23 235.15 234.60 0.6500 30.000 30.00 0.0120 22.59 5.58 35.91 0.63 CI‐2‐2ES‐2‐1 66.70 234.60 234.00 0.9000 30.000 30.00 0.0120 24.24 7.38 42.15 0.58 CI‐2‐6 DMH‐2‐5 112.29 237.75 237.00 0.6700 24.000 24.00 0.0120 17.83 5.68 20.03 0.89 DMH‐2‐5CI‐2‐4 96.11 237.00 236.35 0.6800 24.000 24.00 0.0120 17.76 5.76 20.15 0.88 CI‐1‐6CI‐1‐5 109.39 236.55 235.15 1.2800 24.000 24.00 0.0120 15.94 6.94 27.73 0.57 CI‐1‐4 DMH‐1‐3 79.96 234.50 234.30 0.2500 30.000 30.00 0.0120 20.71 4.22 22.22 0.93 CI‐3‐5CI‐3‐4 43.58 238.00 237.50 1.1500 18.000 18.00 0.0130 2.67 4.37 11.25 0.24 LI‐1‐15 DMH‐1‐14 62.51 251.50 250.75 1.2000 18.000 18.00 0.0120 1.77 5.26 12.47 0.14 CI‐3‐2CI‐3‐1 35.94 234.85 234.65 0.5600 18.000 18.00 0.0130 4.11 3.15 7.84 0.53 CI‐3‐1CI‐1‐4 72.27 234.65 234.50 0.2100 24.000 24.00 0.0130 5.27 2.93 10.31 0.51 CI‐2‐4‐3CI‐2‐4‐1 76.27 248.50 247.70 1.0500 18.000 18.00 0.0120 4.45 4.68 11.65 0.38 LI‐2‐7‐1 DMH‐2‐7 33.27 249.75 249.00 2.2500 15.000 15.00 0.0120 5.85 7.06 10.51 0.56 DMH‐1‐11 DMH‐1‐10 69.38 242.00 241.70 0.4300 24.000 24.00 0.0120 5.98 2.98 16.12 0.37 DMH‐1‐2ES‐1‐1 47.87 234.15 234.00 0.3100 30.000 30.00 0.0120 23.17 5.61 24.87 0.93 DMH‐1‐3 DMH‐1‐2 16.89 234.30 234.15 0.8900 30.000 30.00 0.0120 23.18 4.79 41.88 0.55 CI‐2‐4‐1CI‐2‐4 65.30 247.70 247.00 1.0700 18.000 18.00 0.0120 4.92 5.60 11.78 0.42 CI‐2‐8 DMH‐2‐7 49.98 238.80 238.45 0.7000 24.000 24.00 0.0120 6.90 3.11 20.51 0.34 CI‐1‐8‐1CI‐1‐8 26.08 238.70 238.45 0.9600 15.000 15.00 0.0120 2.98 2.84 6.85 0.44 CI‐1‐5CI‐1‐4 42.27 235.15 234.65 1.1800 24.000 24.00 0.0120 17.35 5.86 26.65 0.65 CI‐1‐7CI‐1‐6 89.96 237.70 236.55 1.2800 24.000 24.00 0.0120 12.93 6.91 27.71 0.47 TD‐2‐10‐2 DMH‐2‐10‐1 35.99 240.50 240.20 0.8300 18.000 18.00 0.0120 1.20 2.88 10.39 0.12 DMH‐2‐10‐1 DMH‐2‐10 62.48 240.20 239.75 0.7200 18.000 18.00 0.0120 1.33 1.33 9.66 0.14 DMH‐2‐10 CI‐2‐9 37.70 239.75 239.55 0.5300 18.000 18.00 0.0120 6.89 4.52 8.29 0.83 CI‐2‐9CI‐2‐8 114.92 239.55 238.80 0.6500 24.000 24.00 0.0120 7.74 3.86 19.80 0.39 LI‐2‐11 DMH‐2‐10 72.25 242.00 240.75 1.7300 18.000 18.00 0.0120 6.11 7.04 14.97 0.41 CI‐1‐11‐1 DMH‐1‐11 36.70 252.00 251.00 2.7200 18.000 18.00 0.0120 1.00 5.15 18.78 0.05 CI‐2‐9‐2CI‐2‐9‐1 25.54 250.00 249.50 1.9600 15.000 15.00 0.0120 1.30 4.77 9.79 0.13 CI‐1‐12 DMH‐1‐11 42.18 246.25 245.00 2.9600 18.000 18.00 0.0120 2.20 6.48 19.59 0.11 LI‐2‐8‐1CI‐2‐8 67.67 246.25 244.90 1.9900 15.000 15.00 0.0120 0.81 4.62 9.88 0.08 DMH‐1‐16 LI‐1‐15 34.21 255.75 252.50 9.5000 15.000 15.00 0.0120 0.32 6.09 21.57 0.01 CI‐1‐3‐1 DMH‐1‐3 26.82 240.30 239.20 4.1000 24.000 24.00 0.0120 3.13 7.30 49.63 0.06 CI‐4‐4CI‐4‐3 125.99 248.00 243.50 3.5700 18.000 18.00 0.0120 2.29 3.29 21.51 0.11 LI‐3‐6‐1 DMH‐3‐6 109.68 247.00 242.00 4.5600 15.000 15.00 0.0120 0.76 6.22 14.94 0.05 LI‐3‐8 DMH‐3‐7 54.42 247.00 246.25 1.3800 15.000 15.00 0.0120 1.23 4.43 8.22 0.15 DMH‐3‐7 DMH‐3‐6 111.22 244.25 242.00 2.0200 15.000 15.00 0.0120 1.21 5.25 9.95 0.12 CI‐1‐12‐1CI‐1‐12 43.48 246.50 246.25 0.5800 15.000 15.00 0.0120 0.50 1.97 5.31 0.09 DMH‐3‐6CI‐3‐5 60.33 240.00 238.00 3.3200 18.000 18.00 0.0120 1.60 3.79 20.72 0.08 CI‐4‐3CI‐4‐2 21.73 243.50 243.00 2.3000 18.000 18.00 0.0120 6.33 6.86 17.26 0.37 CI‐4‐2 DMH‐4‐1 29.35 240.00 239.70 1.0200 24.000 24.00 0.0120 19.81 6.46 24.78 0.80 OCS‐1‐9CI‐1‐8 87.28 239.60 238.45 1.3200 18.000 18.00 0.0120 11.09 7.64 13.06 0.85 CI‐2‐9‐1CI‐2‐9 18.18 246.50 246.00 2.7500 18.000 18.00 0.0120 1.30 5.10 18.87 0.07 CI‐1‐11‐2CI‐1‐11‐1 24.37 253.00 252.00 4.1000 18.000 18.00 0.0120 0.56 3.56 23.05 0.02 CI‐4‐2‐1CI‐4‐2 28.64 243.00 242.50 1.7500 18.000 18.00 0.0120 2.43 3.10 15.03 0.16 CI‐1‐8CI‐1‐7 58.64 238.45 237.70 1.2800 18.000 18.00 0.0120 10.05 6.83 12.87 0.78 CI‐3‐4 DMH‐3‐3 109.24 237.50 236.40 1.0100 18.000 18.00 0.0120 3.39 4.67 11.42 0.30 DMH‐3‐3CI‐3‐2 160.28 236.40 234.85 0.9700 18.000 18.00 0.0120 3.76 2.60 11.19 0.34 DMH‐2‐7CI‐2‐6 102.88 238.45 237.75 0.6800 24.000 24.00 0.0120 14.20 4.76 20.22 0.70 25 Year Storm Event Proposed Drainage Analysis APPENDIX L SPDES GENERAL PERMIT þ{ËìûtYsËK$TÅTåOTTPPO&TIJNITYÐepartnnent *fHnvlranmantattsnseruatiðnNEW YORK STATEDEPARTMENT OF ENVI RONMENTAL CONSERVATIONSPDES GENERAL PERMITFOR STORMWATER D¡SCHARGESFromCONSTRUCTION ACTIVITYPermit No. GP- 0-20-001lssued Pursuant to Article 17, Titles 7, I and Article 70of the Environmental Conservation LawEffective Date: January 29,2020Expiration Date: January 28,2025John J. FergusonChief Permit Administrator/^ zZ -Z-öuthorized SignatureDateAddress: NYS DECDivision of Environmental Permits625 Broadway, 4th FloorAlbany, N.Y. 12233-1750 I PREFACE Pursuant to Section 402 of the Clean Water Act (“CWA”), 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 administers the approved State Pollutant Discharge Elimination System (SPDES) program with permits issued in accordance with the New York State Environmental Conservation Law (ECL) Article 17, Titles 7, 8 and Article 70. 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 ECL section 17-0505 and 17-0701, the owner or operator must have coverage under a SPDES permit prior to commencing construction activity. The owner or operator 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. I NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION SPDES GENERAL PERMIT FOR STORMWATER DISCHARGES FROM CONSTRUCTION ACTIVITIES Table of Contents Part 1. 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. PERMIT COVERAGE ........................................................................................... 12 A. How to Obtain Coverage ..................................................................................... 12 B. Notice of Intent (NOI) Submittal .......................................................................... 13 C. Permit Authorization ............................................................................................ 13 D. General Requirements For Owners or Operators With Permit Coverage ........... 15 E. Permit Coverage for Discharges Authorized Under GP-0-15-002 ....................... 17 F. 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 ................................................. 24 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 ...................................................... 25 Part V. TERMINATION OF PERMIT COVERAGE ........................................................... 29 A. Termination of Permit Coverage ......................................................................... 29 Part VI. REPORTING AND RETENTION RECORDS ...................................................... 31 A. Record Retention ................................................................................................ 31 B. Addresses ........................................................................................................... 31 Part VII. STANDARD PERMIT CONDITIONS .................................................................. 31 A. Duty to Comply .................................................................................................... 31 B. Continuation of the Expired General Permit ........................................................ 32 C. Enforcement ........................................................................................................ 32 D. Need to Halt or Reduce Activity Not a Defense................................................... 32 E. Duty to Mitigate ................................................................................................... 33 F. Duty to Provide Information ................................................................................. 33 G. Other Information ................................................................................................ 33 H. Signatory Requirements ...................................................................................... 33 I. Property Rights ................................................................................................... 35 J. Severability.......................................................................................................... 35 K. Requirement to Obtain Coverage Under an Alternative Permit ........................... 35 L. Proper Operation and Maintenance .................................................................... 36 M. Inspection and Entry ........................................................................................... 36 N. Permit Actions ..................................................................................................... 37 O. Definitions ........................................................................................................... 37 P. Re-Opener Clause .............................................................................................. 37 Q. Penalties for Falsification of Forms and Reports ................................................. 37 R. Other Permits ...................................................................................................... 38 APPENDIX A – Acronyms and Definitions ....................................................................... 39 Acronyms ...................................................................................................................... 39 Definitions ..................................................................................................................... 40 APPENDIX B – Required SWPPP Components by Project Type .................................... 48 Table 1.......................................................................................................................... 48 Table 2.......................................................................................................................... 50 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal ........................ 52 APPENDIX D – Watersheds with Lower Disturbance Threshold ..................................... 58 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) ........... 59 APPENDIX F – List of NYS DEC Regional Offices .......................................................... 65 (Part I) 1 Part 1. 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)(15)(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 I.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 I.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 (Part I.B.1) 2 deviation or alternative design and provide information 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, including both peak flowrates and total stormwater volume, 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; (viii) Unless infeasible, preserve a sufficient amount of topsoil to complete soil restoration and establish a uniform, dense vegetative cover; and (ix) Minimize dust. On areas of exposed soil, minimize dust through the appropriate application of water or other dust suppression techniques to control the generation of pollutants that could be discharged from the site. 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 (Part I.B.1.b) 3 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 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, hazardous and toxic 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; (Part I.B.1.e.iii) 4 (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 at or below the outlet does not occur. C. Post-construction Stormwater Management Practice Requirements 1. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must select, design, install, and maintain the practices to meet the performance criteria in the New York State Stormwater Management Design Manual (“Design Manual”), dated January 2015, using sound engineering judgment. Where post-construction stormwater management practices (“SMPs”) are not designed in conformance with the performance criteria in the Design Manual, 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. 2. The owner or operator of a construction activity that requires post-construction stormwater management practices pursuant to Part III.C. of this permit must design the practices to meet the applicable sizing criteria in Part I.C.2.a., b., c. or d. of this permit. a. Sizing Criteria for New Development (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 shall be calculated in accordance with the criteria in Section 4.2 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.a.(i) of this permit due to site limitations shall direct runoff from all newly constructed impervious areas to a RR technique or 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. (Part I.C.2.a.ii) 5 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 4.3 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. 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 (Part I.C.2.b.i) 6 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 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. (Part I.C.2.c) 7 c. Sizing Criteria for Redevelopment Activity (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 III.B.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. (iv) Extreme Flood Control Criteria (Qf): Not required if there are no changes to hydrology that increase the discharge rate from the project site (Part I.C.2.d) 8 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; 2. There shall be no increase in suspended, colloidal or settleable solids that will cause deposition or impair the waters for their best usages; and 3. 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 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. (Part I.E) 9 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. 2. Except for non-stormwater discharges explicitly listed in the next paragraph, this permit only authorizes stormwater discharges; including stormwater runoff, snowmelt runoff, and surface runoff and drainage, from construction activities. 3. Notwithstanding paragraphs E.1 and E.2 above, the following non-stormwater discharges are authorized by this permit: those listed in 6 NYCRR 750- 1.2(a)(29)(vi), with the following exception: “Discharges from firefighting activities are authorized only when the firefighting activities are emergencies/unplanned”; waters to which other components have not been added that are used to control dust in accordance with the SWPPP; and uncontaminated discharges from construction site de-watering operations. All non-stormwater discharges must be identified in the SWPPP. Under all circumstances, the owner or operator must still comply with water quality standards in Part I.D of this permit. 4. 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: 1. Discharges after construction activities have been completed and the site has undergone final stabilization; 2. 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; 3. Discharges that are required to obtain an individual SPDES permit or another SPDES general permit pursuant to Part VII.K. of this permit; 4. Construction activities or discharges from construction activities that may adversely affect an endangered or threatened species unless the owner or (Part I.F.4) 10 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.D.2 of this permit; 5. 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 are undertaken on land with no existing impervious cover; and c. Which disturb one (1) or more acres of land designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. 7. 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 are undertaken on land with no existing impervious cover; and c. Which disturb two (2) or more acres of land designated on the current USDA Soil Survey as Soil Slope Phase “D” (provided the map unit name is inclusive of slopes greater than 25%), or Soil Slope Phase “E” or “F” (regardless of the map unit name), or a combination of the three designations. (Part I.F.8) 11 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.D.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 (SEQR) 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: (Part I.F.8.c) 12 (i) No Affect (ii) No Adverse Affect (iii) Executed Memorandum of Agreement, or d. Documentation that: (i) SHPA Section 14.09 has been completed by NYS DEC or another state agency. 9. 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. PERMIT COVERAGE A. How to Obtain Coverage 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 Notice of Intent (NOI) to the Department to be authorized to discharge under this permit. 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 the 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. 3. The requirement for an owner or operator to have its SWPPP reviewed and accepted by the regulated, traditional land use control 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.F. (Change of Owner or Operator) or where the owner or operator of the construction activity is the regulated, traditional land use control MS4 . This exemption does not apply to construction activities subject to the New York City Administrative Code. (Part II.B) 13 B. Notice of Intent (NOI) Submittal 1. Prior to December 21, 2020, an owner or operator shall use either the electronic (eNOI) 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, 4th Floor Albany, New York 12233-3505 2. Beginning December 21, 2020 and in accordance with EPA’s 2015 NPDES Electronic Reporting Rule (40 CFR Part 127), the owner or operator must submit the NOI electronically using the Department’s online NOI. 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. 4. 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. C. Permit Authorization 1. An owner or operator shall not commence construction activity until their authorization to discharge under this permit goes into effect. 2. 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), or the equivalent from another New York State agency, 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 (Part II.C.2.b) 14 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. 3. An owner or operator that has satisfied the requirements of Part II.C.2 above 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 III.B.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 III.B.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 III.B.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. (Part II.C.3.b) 15 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. 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.C. of this permit. D. General Requirements For Owners or Operators With Permit Coverage 1. 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-0-20- 001), NOI, NOI Acknowledgment Letter, SWPPP, MS4 SWPPP Acceptance form, inspection reports, responsible contractor’s or subcontractor’s certification statement (see Part III.A.6.), 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 (Part II.D.3) 16 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 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 or consistent with Part VII.K.. 5. 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. 6. For construction activities that are subject to the requirements of a regulated, traditional land use control MS4, the owner or operator shall notify the (Part II.D.6) 17 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. E. Permit Coverage for Discharges Authorized Under GP-0-15-002 1. Upon renewal of SPDES General Permit for Stormwater Discharges from Construction Activity (Permit No. GP-0-15-002), an owner or operator of a construction activity with coverage under GP-0-15-002, as of the effective date of GP- 0-20-001, shall be authorized to discharge in accordance with GP- 0-20- 001, 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-0-20-001. F. Change of Owner or Operator 1. 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. For construction activities subject to the requirements of a regulated, traditional land use control MS4, the original owner or operator must also notify the MS4, in writing, of the change in ownership at least 30 calendar days prior to the change in ownership. 2. 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.B.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. 3. 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 (Part II.F.3) 18 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. 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. 2. 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. 3. 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. 4. 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, including construction drawings: a. whenever the current provisions prove to be ineffective in minimizing pollutants in stormwater discharges from the site; (Part III.A.4.b) 19 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; c. to address issues or deficiencies identified during an inspection by the qualified inspector, the Department or other regulatory authority; and d. to document the final construction conditions. 5. The Department may notify the owner or operator at any time that the 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.D.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 (Part III.A.6) 20 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 trained contractor responsible for SWPPP implementation; the name, address and telephone number of the contracting firm; the address (or other identifying description) of the site; and the date the certification statement is signed. The owner or operator shall attach the certification statement(s) to the copy of the SWPPP that is maintained at the construction site. If new or additional contractors are hired to implement measures identified in the SWPPP after construction has commenced, they must also sign the certification statement and provide the information listed above. 7. For projects where the Department requests a copy of the SWPPP or inspection reports, the owner or operator shall submit the documents in both electronic (PDF only) and paper format within five (5) business days, unless otherwise notified by the Department. B. Required SWPPP Contents 1. Erosion and sediment control component - All SWPPPs prepared pursuant to this permit shall include erosion and sediment control practices designed in conformance with the technical standard, New York State Standards and Specifications for Erosion and Sediment Control, dated November 2016. Where erosion and sediment control practices are not designed in conformance with the design criteria included in the technical standard, the owner or operator must demonstrate equivalence to the technical standard. At a minimum, the erosion and sediment control component of the SWPPP shall include the following: a. Background information about the scope of the project, including the location, type and size of project (Part III.B.1.b) 21 b. A site map/construction drawing(s) for the project, including a general location map. At a minimum, the site map shall show the total site area; all improvements; areas of disturbance; areas that will not be disturbed; existing vegetation; on-site and adjacent off-site surface water(s); floodplain/floodway boundaries; wetlands and drainage patterns that could be affected by the construction activity; existing and final contours ; locations of different soil types with boundaries; material, waste, borrow or equipment storage areas located on adjacent properties; and location(s) of the stormwater discharge(s); c. A description of the soil(s) present at the site, including an identification of the Hydrologic Soil Group (HSG); d. A construction phasing plan and sequence of operations describing the intended order of construction activities, including clearing and grubbing, excavation and grading, utility and infrastructure installation and any other 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 (Part III.B.1.i) 22 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 l. 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 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; (Part III.B.2.b) 23 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) Map(s) 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 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. (Part III.B.3) 24 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 III.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.B.2 or 3 of this permit. 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 (Part IV.B.1) 25 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. 3. 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 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), ▪ New York State Erosion and Sediment Control Certificate Program holder ▪ 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 (Part IV.C.1.a) 26 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 the owner or operator has received authorization in accordance with Part II.D.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. (Part IV.C.2.d) 27 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.B.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 be separated by a minimum of two (2) full calendar days. 3. 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, all points of discharge to natural surface waterbodies located within, or immediately adjacent to, the property boundaries of the construction site, and all points of discharge from the construction site. 4. 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: (Part IV.C.4.a) 28 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; 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 (Part IV.C.4.l) 29 l. 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. 5. 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.D.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.B.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. 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; (Part V.A.2.b) 30 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.F. of this permit. d. The owner or operator obtains coverage under an alternative SPDES general permit or an individual SPDES permit. 3. 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. 5. 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- way(s) needed to maintain such practice(s) have been deeded to the municipality in which the practice(s) is located, (Part V.A.5.b) 31 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 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.B.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. 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 (Part VII.A) 32 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. (Part VII.E) 33 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 NOIs 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: (Part VII.H.1.a) 34 (i) a president, secretary, treasurer, or vice-president of the 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). 2. 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, (Part VII.H.2.b) 35 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 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 1. 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 (Part VII.K.1) 36 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 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 (Part VII.M.3) 37 3. Inspect at reasonable times any facilities or equipment (including monitoring and control equipment), practices or operations regulated or required by this permit. 4. 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. N. Permit Actions This permit may, at any time, be modified, suspended, revoked, or renewed by the Department in accordance with 6 NYCRR Part 621. The filing of a request by the owner or operator for a permit modification, revocation and reissuance, termination, a notification of planned changes or anticipated noncompliance does not limit, diminish and/or stay compliance with any terms of this permit. O. Definitions Definitions of key terms are included in Appendix A of this permit. P. Re-Opener Clause 1. If there is evidence indicating potential or realized impacts on water quality due to any stormwater discharge associated with construction activity covered by this permit, the owner or operator of such discharge may be required to obtain an individual permit or alternative general permit in accordance with Part VII.K. of this permit or the permit may be modified to include different limitations and/or requirements. 2. Any Department initiated permit modification, suspension or revocation will be conducted in accordance with 6 NYCRR Part 621, 6 NYCRR 750-1.18, and 6 NYCRR 750-1.20. Q. Penalties for Falsification of Forms and Reports In accordance with 6NYCRR Part 750-2.4 and 750-2.5, any person who knowingly makes any false material statement, representation, or certification in any application, record, report or other document filed or required to be maintained under this permit, including reports of compliance or noncompliance shall, upon conviction, be punished in accordance with ECL §71-1933 and or Articles 175 and 210 of the New York State Penal Law. (Part VII.R) 38 R. Other Permits Nothing in this permit relieves the owner or operator from a requirement to obtain any other permits required by law. 39 APPENDIX A – Acronyms and Definitions Acronyms APO – Agency Preservation Officer BMP – Best Management Practice CPESC – Certified Professional in Erosion and Sediment Control Cpv – Channel Protection Volume CWA – Clean Water Act (or the Federal Water Pollution Control Act, 33 U.S.C. §1251 et seq) DOW – Division of Water EAF – Environmental Assessment Form ECL - Environmental Conservation Law EPA – U. S. Environmental Protection Agency HSG – Hydrologic Soil Group MS4 – Municipal Separate Storm Sewer System NOI – Notice of Intent NOT – Notice of Termination NPDES – National Pollutant Discharge Elimination System OPRHP – Office of Parks, Recreation and Historic Places Qf – Extreme Flood Qp – Overbank Flood RRv – Runoff Reduction Volume RWE – Regional Water Engineer SEQR – State Environmental Quality Review SEQRA - State Environmental Quality Review Act SHPA – State Historic Preservation Act SPDES – State Pollutant Discharge Elimination System SWPPP – Stormwater Pollution Prevention Plan TMDL – Total Maximum Daily Load UPA – Uniform Procedures Act USDA – United States Department of Agriculture WQv – Water Quality Volume Appendix A 40 Definitions All definitions in this section are solely for the purposes of this permit. Agricultural Building – a structure designed and constructed to house farm implements, hay, grain, poultry, livestock or other horticultural products; excluding any structure designed, constructed or used, in whole or in part, for human habitation, as a place of employment where agricultural products are processed, treated or packaged, or as a place used by the public. Agricultural Property –means the land for construction of a barn, agricultural building, silo, stockyard, pen or other structural practices identified in Table II in the “Agricultural Management Practices Catalog for Nonpoint Source Pollution in New York State” prepared by the Department in cooperation with agencies of New York Nonpoint Source Coordinating Committee (dated June 2007). 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. Construction Site – means the land area where construction activity(ies) will occur. See definition for “Commence (Commencement of) Construction Activities” and “Larger Common Plan of Development or Sale” also. Dewatering – means the act of draining rainwater and/or groundwater from building foundations, vaults or excavations/trenches. 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 Appendix A 41 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. Embankment –means an earthen or rock slope that supports a road/highway. Endangered or Threatened Species – see 6 NYCRR Part 182 of the Department’s rules and regulations for definition of terms and requirements. 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 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. Appendix A 42 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, 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). Natural Buffer –means an undisturbed area with natural cover running along a surface water (e.g. wetland, stream, river, lake, etc.). New Development – means any land disturbance that does not meet the definition of Redevelopment Activity included in this appendix. Appendix A 43 New York State Erosion and Sediment Control Certificate Program – a certificate program that establishes and maintains a process to identify and recognize individuals who are capable of developing, designing, inspecting and maintaining erosion and sediment control plans on projects that disturb soils in New York State. The certificate program is administered by the New York State Conservation District Employees Association. 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. Nonpoint Source - means any source of water pollution or pollutants which is not a discrete conveyance or point source permitted pursuant to Title 7 or 8 of Article 17 of the Environmental Conservation Law (see ECL Section 17-1403). Overbank –means flow events that exceed the capacity of the stream channel and spill out into the adjacent floodplain. Owner or Operator - means the person, persons or legal entity which owns or leases the property on which the construction activity is occurring; an entity that has operational control over the construction plans and specifications, including the ability to make modifications to the plans and specifications; and/or an entity that has day-to-day operational control of those activities at a project that are necessary to ensure compliance with the permit conditions. 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. Point Source - means any discernible, confined and discrete conveyance, including but not limited to any pipe, ditch, channel, tunnel, conduit, well, discrete fissure, container, rolling stock, concentrated animal feeding operation, vessel or other floating craft, or landfill leachate collection system from which pollutants are or may be discharged. 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 . Appendix A 44 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, New York State Erosion and Sediment Control Certificate Program holder 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 authorized to discharge under New York State DEC’s Appendix A 45 SPDES General Permit For Stormwater Discharges from Municipal Separate Stormwater Sewer Systems (MS4s) or the City of New York’s Individual SPDES Permit for their Municipal Separate Storm Sewer Systems (NY-0287890). 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, ▪ 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 ditch), ▪ Placement of aggregate shoulder backing that stabilizes 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. Appendix A 46 Steep Slope – means land area designated on the current United States Department of Agriculture (“USDA”) Soil Survey as Soil Slope Phase “D”, (provided the map unit name is inclusive of slopes greater than 25%) , or Soil Slope Phase E or F, (regardless of the map unit name), or a combination of the three designations. Streambank – as used in this permit, means the terrain alongside the bed of a creek or stream. The bank consists of the sides of the channel, between which the flow is confined. Stormwater Pollution Prevention Plan (SWPPP) – means a project specific report, including construction drawings, that among other things: describes the construction activity(ies), identifies the potential sources of pollution at the construction site; describes and shows the stormwater controls that will be used to control the pollutants (i.e. erosion and sediment controls; for many projects, includes post-construction stormwater management controls); and identifies procedures the owner or operator will implement to comply with the terms and conditions of the permit. See Part III of the permit for a complete description of the information that must be included in the SWPPP. 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 Appendix A 47 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 III.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered Landscape Architect, New York State Erosion and Sediment Control Certificate Program holder, 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 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. 48 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 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. 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 • Pond construction • Linear bike paths running through areas with vegetative cover, including bike paths surfaced with an impervious cover • Cross-country ski trails and walking/hiking trails • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are not part of residential, commercial or institutional development; • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that include incidental shoulder or curb work along an existing highway to support construction of the sidewalk, bike path or walking path. • Slope stabilization projects • Slope flattening that changes the grade of the site, but does not significantly change the runoff characteristics Appendix B 49 Table 1 (Continued) 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: • Spoil areas that will be covered with vegetation • Vegetated open space projects (i.e. recreational parks, lawns, meadows, fields, downhill ski trails) 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 greater than five acres and construction activities that include the construction or reconstruction of impervious area • Temporary access roads, median crossovers, detour roads, lanes, or other temporary impervious areas that will be restored to pre-construction conditions once the construction activity is complete Appendix B 50 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 home that disturbs five (5) or more acres of land • 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 duplexes, townhomes, condominiums, senior housing complexes, apartment complexes, and mobile home parks • Airports • Amusement parks • Breweries, cideries, and wineries, including establishments constructed on agricultural land • 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 development; includes hospitals, prisons, schools and colleges • Industrial facilities; includes industrial parks • Landfills • Municipal facilities; includes highway garages, transfer stations, office buildings, POTW’s, water treatment plants, and water storage tanks • Office complexes • Playgrounds that include the construction or reconstruction of impervious area • Sports complexes • Racetracks; includes racetracks with earthen (dirt) surface • Road construction or reconstruction, including roads constructed as part of the construction activities listed in Table 1 Appendix B 51 Table 2 (Continued) 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: • Parking lot construction or reconstruction, including parking lots constructed as part of the construction activities listed in Table 1 • 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 • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a residential, commercial or institutional development • Sidewalk, bike path or walking path projects, surfaced with an impervious cover, that are part of a highway construction or reconstruction 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 52 APPENDIX C – Watersheds Requiring Enhanced Phosphorus Removal 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 Appendix C 53 Figure 1 - New York City Watershed East of the Hudson Appendix C 54 Figure 2 - Onondaga Lake Watershed Appendix C 55 Figure 3 - Greenwood Lake Watershed Appendix C 56 Figure 4 - Oscawana Lake Watershed Appendix C 57 Figure 5 - Kinderhook Lake Watershed 58 APPENDIX D – Watersheds with Lower Disturbance Threshold Watersheds where owners or operators of construction activities that involve soil disturbances between five thousand (5000) square feet and one (1) acre of land must obtain coverage under this permit. Entire New York City Watershed that is located east of the Hudson River - See Figure 1 in Appendix C 59 APPENDIX E – 303(d) Segments Impaired by Construction Related Pollutant(s) List of 303(d) segments impaired by pollutants related to construction activity (e.g. silt, sediment or nutrients). The list was developed using ”The Final New York State 2016 Section 303(d) List of Impaired Waters Requiring a TMDL/Other Strategy” dated November 2016. 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 POLLUTANT Albany Ann Lee (Shakers) Pond, Stump Pond Nutrients Albany Basic Creek Reservoir Nutrients Allegany Amity Lake, Saunders Pond Nutrients Bronx Long Island Sound, Bronx Nutrients Bronx Van Cortlandt Lake Nutrients Broome Fly Pond, Deer Lake, Sky Lake Nutrients Broome Minor Tribs to Lower Susquehanna (north) Nutrients Broome Whitney Point Lake/Reservoir Nutrients Cattaraugus Allegheny River/Reservoir Nutrients Cattaraugus Beaver (Alma) Lake Nutrients Cattaraugus Case Lake Nutrients Cattaraugus Linlyco/Club Pond Nutrients Cayuga Duck Lake Nutrients Cayuga Little Sodus Bay Nutrients Chautauqua Bear Lake Nutrients Chautauqua Chadakoin River and tribs Nutrients Chautauqua Chautauqua Lake, North Nutrients Chautauqua Chautauqua Lake, South Nutrients Chautauqua Findley Lake Nutrients Chautauqua Hulburt/Clymer Pond Nutrients Clinton Great Chazy River, Lower, Main Stem Silt/Sediment Clinton Lake Champlain, Main Lake, Middle Nutrients Clinton Lake Champlain, Main Lake, North Nutrients Columbia Kinderhook Lake Nutrients Columbia Robinson Pond Nutrients Cortland Dean Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 60 Dutchess Fall Kill and tribs Nutrients Dutchess Hillside Lake Nutrients Dutchess Wappingers Lake Nutrients Dutchess Wappingers Lake Silt/Sediment Erie Beeman Creek and tribs Nutrients Erie Ellicott Creek, Lower, and tribs Silt/Sediment Erie Ellicott Creek, Lower, and tribs Nutrients Erie Green Lake Nutrients Erie Little Sister Creek, Lower, and tribs Nutrients Erie Murder Creek, Lower, and tribs Nutrients Erie Rush Creek and tribs Nutrients Erie Scajaquada Creek, Lower, and tribs Nutrients Erie Scajaquada Creek, Middle, and tribs Nutrients Erie Scajaquada Creek, Upper, and tribs Nutrients Erie South Branch Smoke Cr, Lower, and tribs Silt/Sediment Erie South Branch Smoke Cr, Lower, and tribs Nutrients Essex Lake Champlain, Main Lake, South Nutrients Essex Lake Champlain, South Lake Nutrients Essex Willsboro Bay Nutrients Genesee Bigelow Creek and tribs Nutrients Genesee Black Creek, Middle, and minor tribs Nutrients Genesee Black Creek, Upper, and minor tribs Nutrients Genesee Bowen Brook and tribs Nutrients Genesee LeRoy Reservoir Nutrients Genesee Oak Orchard Cr, Upper, and tribs Nutrients Genesee Tonawanda Creek, Middle, Main Stem Nutrients Greene Schoharie Reservoir Silt/Sediment Greene Sleepy Hollow Lake Silt/Sediment Herkimer Steele Creek tribs Silt/Sediment Herkimer Steele Creek tribs Nutrients Jefferson Moon Lake Nutrients Kings Hendrix Creek Nutrients Kings Prospect Park Lake Nutrients Lewis Mill Creek/South Branch, and tribs Nutrients Livingston Christie Creek and tribs Nutrients Livingston Conesus Lake Nutrients Livingston Mill Creek and minor tribs Silt/Sediment Monroe Black Creek, Lower, and minor tribs Nutrients Monroe Buck Pond Nutrients Monroe Cranberry Pond Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 61 Monroe Lake Ontario Shoreline, Western Nutrients Monroe Long Pond Nutrients Monroe Mill Creek and tribs Nutrients Monroe Mill Creek/Blue Pond Outlet and tribs Nutrients Monroe Minor Tribs to Irondequoit Bay Nutrients Monroe Rochester Embayment - East Nutrients Monroe Rochester Embayment - West Nutrients Monroe Shipbuilders Creek and tribs Nutrients Monroe Thomas Creek/White Brook and tribs Nutrients Nassau Beaver Lake Nutrients Nassau Camaans Pond Nutrients Nassau East Meadow Brook, Upper, and tribs Silt/Sediment Nassau East Rockaway Channel Nutrients Nassau Grant Park Pond Nutrients Nassau Hempstead Bay Nutrients Nassau Hempstead Lake Nutrients Nassau Hewlett Bay Nutrients Nassau Hog Island Channel Nutrients Nassau Long Island Sound, Nassau County Waters Nutrients Nassau Massapequa Creek and tribs Nutrients Nassau Milburn/Parsonage Creeks, Upp, and tribs Nutrients Nassau Reynolds Channel, west Nutrients Nassau Tidal Tribs to Hempstead Bay Nutrients Nassau Tribs (fresh) to East Bay Nutrients Nassau Tribs (fresh) to East Bay Silt/Sediment Nassau Tribs to Smith/Halls Ponds Nutrients Nassau Woodmere Channel Nutrients New York Harlem Meer Nutrients New York The Lake in Central Park Nutrients Niagara Bergholtz Creek and tribs Nutrients Niagara Hyde Park Lake Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Niagara Lake Ontario Shoreline, Western Nutrients Oneida Ballou, Nail Creeks and tribs Nutrients Onondaga Harbor Brook, Lower, and tribs Nutrients Onondaga Ley Creek and tribs Nutrients Onondaga Minor Tribs to Onondaga Lake Nutrients Onondaga Ninemile Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Lower, and tribs Nutrients Onondaga Onondaga Creek, Middle, and tribs Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 62 Onondaga Onondaga Lake, northern end Nutrients Onondaga Onondaga Lake, southern end Nutrients Ontario Great Brook and minor tribs Silt/Sediment Ontario Great Brook and minor tribs Nutrients Ontario Hemlock Lake Outlet and minor tribs Nutrients Ontario Honeoye Lake Nutrients Orange Greenwood Lake Nutrients Orange Monhagen Brook and tribs Nutrients Orange Orange Lake Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Orleans Lake Ontario Shoreline, Western Nutrients Oswego Lake Neatahwanta Nutrients Oswego Pleasant Lake Nutrients Putnam Bog Brook Reservoir Nutrients Putnam Boyd Corners Reservoir Nutrients Putnam Croton Falls Reservoir Nutrients Putnam Diverting Reservoir Nutrients Putnam East Branch Reservoir Nutrients Putnam Lake Carmel Nutrients Putnam Middle Branch Reservoir Nutrients Putnam Oscawana Lake Nutrients Putnam Palmer Lake Nutrients Putnam West Branch Reservoir Nutrients Queens Bergen Basin Nutrients Queens Flushing Creek/Bay Nutrients Queens Jamaica Bay, Eastern, and tribs (Queens) Nutrients Queens Kissena Lake Nutrients Queens Meadow Lake Nutrients Queens Willow Lake Nutrients Rensselaer Nassau Lake Nutrients Rensselaer Snyders Lake Nutrients Richmond Grasmere Lake/Bradys Pond Nutrients Rockland Congers Lake, Swartout Lake Nutrients Rockland Rockland Lake Nutrients Saratoga Ballston Lake Nutrients Saratoga Dwaas Kill and tribs Silt/Sediment Saratoga Dwaas Kill and tribs Nutrients Saratoga Lake Lonely Nutrients Saratoga Round Lake Nutrients Saratoga Tribs to Lake Lonely Nutrients 303(d) Segments Impaired by Construction Related Pollutant(s) 63 Schenectady Collins Lake Nutrients Schenectady Duane Lake Nutrients Schenectady Mariaville Lake Nutrients Schoharie Engleville Pond Nutrients Schoharie Summit Lake Nutrients Seneca Reeder Creek and tribs Nutrients St.Lawrence Black Lake Outlet/Black Lake Nutrients St.Lawrence Fish Creek and minor tribs Nutrients Steuben Smith Pond Nutrients Suffolk Agawam Lake Nutrients Suffolk Big/Little Fresh Ponds Nutrients Suffolk Canaan Lake Silt/Sediment Suffolk Canaan Lake Nutrients Suffolk Flanders Bay, West/Lower Sawmill Creek Nutrients Suffolk Fresh Pond Nutrients Suffolk Great South Bay, East Nutrients Suffolk Great South Bay, Middle Nutrients Suffolk Great South Bay, West Nutrients Suffolk Lake Ronkonkoma Nutrients Suffolk Long Island Sound, Suffolk County, West Nutrients Suffolk Mattituck (Marratooka) Pond Nutrients Suffolk Meetinghouse/Terrys Creeks and tribs Nutrients Suffolk Mill and Seven Ponds Nutrients Suffolk Millers Pond Nutrients Suffolk Moriches Bay, East Nutrients Suffolk Moriches Bay, West Nutrients Suffolk Peconic River, Lower, and tidal tribs Nutrients Suffolk Quantuck Bay Nutrients Suffolk Shinnecock Bay and Inlet Nutrients Suffolk Tidal tribs to West Moriches Bay Nutrients Sullivan Bodine, Montgomery Lakes Nutrients Sullivan Davies Lake Nutrients Sullivan Evens Lake Nutrients Sullivan Pleasure Lake Nutrients Tompkins Cayuga Lake, Southern End Nutrients Tompkins Cayuga Lake, Southern End Silt/Sediment Tompkins Owasco Inlet, Upper, and tribs Nutrients Ulster Ashokan Reservoir Silt/Sediment Ulster Esopus Creek, Upper, and minor tribs Silt/Sediment Warren Hague Brook and tribs Silt/Sediment 303(d) Segments Impaired by Construction Related Pollutant(s) 64 Warren Huddle/Finkle Brooks and tribs Silt/Sediment Warren Indian Brook and tribs Silt/Sediment Warren Lake George Silt/Sediment Warren Tribs to L.George, Village of L George Silt/Sediment Washington Cossayuna Lake Nutrients Washington Lake Champlain, South Bay Nutrients Washington Tribs to L.George, East Shore Silt/Sediment Washington Wood Cr/Champlain Canal and minor tribs Nutrients Wayne Port Bay Nutrients Westchester Amawalk Reservoir Nutrients Westchester Blind Brook, Upper, and tribs Silt/Sediment Westchester Cross River Reservoir Nutrients Westchester Lake Katonah Nutrients Westchester Lake Lincolndale Nutrients Westchester Lake Meahagh Nutrients Westchester Lake Mohegan Nutrients Westchester Lake Shenorock Nutrients Westchester Long Island Sound, Westchester (East) Nutrients Westchester Mamaroneck River, Lower Silt/Sediment Westchester Mamaroneck River, Upper, and minor tribs Silt/Sediment Westchester Muscoot/Upper New Croton Reservoir Nutrients Westchester New Croton Reservoir Nutrients Westchester Peach Lake Nutrients Westchester Reservoir No.1 (Lake Isle) Nutrients Westchester Saw Mill River, Lower, and tribs Nutrients Westchester Saw Mill River, Middle, and tribs Nutrients Westchester Sheldrake River and tribs Silt/Sediment Westchester Sheldrake River and tribs Nutrients Westchester Silver Lake Nutrients Westchester Teatown Lake Nutrients Westchester Titicus Reservoir Nutrients Westchester Truesdale Lake Nutrients Westchester Wallace Pond Nutrients Wyoming Java Lake Nutrients Wyoming Silver Lake Nutrients 65 APPENDIX F – List of NYS DEC Regional Offices Region COVERING THE FOLLOWING COUNTIES: DIVISION OF ENVIRONMENTAL PERMITS (DEP) PERMIT ADMINISTRATORS DIVISION OF WATER (DOW) WATER (SPDES) PROGRAM 1 NASSAU AND SUFFOLK 50 CIRCLE ROAD STONY BROOK, NY 11790 TEL. (631) 444-0365 50 CIRCLE ROAD STONY BROOK, NY 11790-3409 TEL. (631) 444-0405 2 BRONX, KINGS, NEW YORK, QUEENS AND RICHMOND 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4997 1 HUNTERS POINT PLAZA, 47-40 21ST ST. LONG ISLAND CITY, NY 11101-5407 TEL. (718) 482-4933 3 DUTCHESS, ORANGE, PUTNAM, ROCKLAND, SULLIVAN, ULSTER AND WESTCHESTER 21 SOUTH PUTT CORNERS ROAD NEW PALTZ, NY 12561-1696 TEL. (845) 256-3059 100 HILLSIDE AVENUE, SUITE 1W WHITE PLAINS, NY 10603 TEL. (914) 428 - 2505 4 ALBANY, COLUMBIA, DELAWARE, GREENE, MONTGOMERY, OTSEGO, RENSSELAER, SCHENECTADY AND SCHOHARIE 1150 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2069 1130 NORTH WESTCOTT ROAD SCHENECTADY, NY 12306-2014 TEL. (518) 357-2045 5 CLINTON, ESSEX, FRANKLIN, FULTON, HAMILTON, SARATOGA, WARREN AND WASHINGTON 1115 STATE ROUTE 86, PO BOX 296 RAY BROOK, NY 12977-0296 TEL. (518) 897-1234 232 GOLF COURSE ROAD WARRENSBURG, NY 12885-1172 TEL. (518) 623-1200 6 HERKIMER, JEFFERSON, LEWIS, ONEIDA AND ST. LAWRENCE STATE OFFICE BUILDING 317 WASHINGTON STREET WATERTOWN, NY 13601-3787 TEL. (315) 785-2245 STATE OFFICE BUILDING 207 GENESEE STREET UTICA, NY 13501-2885 TEL. (315) 793-2554 7 BROOME, CAYUGA, CHENANGO, CORTLAND, MADISON, ONONDAGA, OSWEGO, TIOGA AND TOMPKINS 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7438 615 ERIE BLVD. WEST SYRACUSE, NY 13204-2400 TEL. (315) 426-7500 8 CHEMUNG, GENESEE, LIVINGSTON, MONROE, ONTARIO, ORLEANS, SCHUYLER, SENECA, STEUBEN, WAYNE AND YATES 6274 EAST AVON-LIMA ROADAVON, NY 14414-9519 TEL. (585) 226-2466 6274 EAST AVON-LIMA RD. AVON, NY 14414-9519 TEL. (585) 226-2466 9 ALLEGANY, CATTARAUGUS, CHAUTAUQUA, ERIE, NIAGARA AND WYOMING 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7165 270 MICHIGAN AVENUE BUFFALO, NY 14203-2999 TEL. (716) 851-7070 APPENDIX M SWPPP ACCEPTANCE FORM-MS4 NYS Department of Environmental Conservation Division of Water 625 Broadway, 4th Floor Albany, New York 12233-3505 MS4 Stormwater Pollution Prevention Plan (SWPPP) Acceptance Form for Construction Activities Seeking Authorization Under SPDES General Permit *(NOTE: Attach Completed Form to Notice Of Intent and Submit to Address Above) I. Project Owner/Operator Information 1.Owner/Operator Name: 2.Contact Person: 3.Street Address: 4. City/State/Zip: II. Project Site Information 5.Project/Site Name: 6.Street Address: 7. City/State/Zip: III. Stormwater Pollution Prevention Plan (SWPPP) Review and Acceptance Information 8.SWPPP Reviewed by: 9.Title/Position: 10.Date Final SWPPP Reviewed and Accepted: IV.Regulated MS4 Information 11.Name of MS4: 12.MS4 SPDES Permit Identification Number: NYR20A 13.Contact Person: 14.Street Address: 15. City/State/Zip: 16.Telephone Number: Page 1 of 2 MS4 SWPPP Acceptance Form - continued V. Certification Statement - MS4 Official (principal executive officer or ranking elected official) or Duly Authorized Representative I hereby certify that the final Stormwater Pollution Prevention Plan (SWPPP) for the construction project identified in question 5 has been reviewed and meets the substantive requirements in the SPDES General Permit For Stormwater Discharges from Municipal Separate Storm Sewer Systems (MS4s). Note: The MS4, through the acceptance of the SWPPP, assumes no responsibility for the accuracy and adequacy of the design included in the SWPPP. In addition, review and acceptance of the SWPPP by the MS4 does not relieve the owner/operator or their SWPPP preparer of responsibility or liability for errors or omissions in the plan. Printed Name: Title/Position: Signature: Date: VI. Additional Information (NYS DEC - MS4 SWPPP Acceptance Form - January 2015) Page 2 of 2