HomeMy WebLinkAbout20210755 269 Broadway Site Plan SWPPP (2) Storm Water Pollution Prevention Plan
for
Proposed Mixed Use Building
269 Broadway,
Saratoga, NY 12866
MJ Project No.: 987.04
October 14t", 2021
Prepared For:
Prime Group Holdings
85 Railroad Place
Saratoga Springs, NY 12866
Prepared By:
�elEngineering and
� Land Surveying, P.C.
��.
�-- 1533 Qesceni koad Gifton Nark.NY 12065
PREPARER OF THE SWPPP
"I certify under penalty of law that this document and all attachments were prepared under my direction
or supervision in accordance with a system designed to assure that qualified personnel properly gathered
and evaluated the information submitted. Based on my inquiry of the person(s)who manage the system,
or those persons directly responsible for gathering the information, the information submitted is, to the
best of my knowledge and belief, true, accurate, and complete. I am aware that false statements made
herein are punishable as a Class A misdemeanor pursuant to Section 29.45 of the Penal Law."
Signature:
Name1: Michael D. Panichelli, PE
Title: President, MJ Engineering and Land Surveying, P.C.
License No.: 074751
Date: October 14t", 2021
1 This is a signature of an officer of the corporation authorized in policy or decision-making functions of the
corporation.
Storm Water Pollution Prevention Plan
TABLE OF CONTENTS
1.0 EXECUTIVE SUMMARY............................................................................................................1
1.1 Base Storm Water Pollution Prevention Plan (SWPPP)................................................................1
1.2 Project Description........................................................................................................................1
1.3 Stormwater Pollution Controls.....................................................................................................2
1.4 Conclusion.....................................................................................................................................3
2.0 SWPPP RESPONSIBILITIES........................................................................................................4
2.1 Owner's/Operator's Responsibilities............................................................................................4
2.2 Owner's/Operator's Engineers Responsibilities...........................................................................5
2.3 Contractor's Responsibilities ........................................................................................................6
2.4 SWPPP Participants.......................................................................................................................8
3.0 SITE CHARACTERISTICS............................................................................................................9
3.1 Land Use and Topography............................................................................................................9
3.2 Soils and Groundwater..................................................................................................................9
3.3 Watershed Designation ..............................................................................................................10
3.4 Receiving Water Bodies..............................................................................................................10
3.5 Aquifers.......................................................................................................................................10
3.6 Wetlands.....................................................................................................................................10
3.7 Flood Plains.................................................................................................................................10
3.8 Listed, Endangered, or Threatened Species ...............................................................................10
3.9 Cultural and Historic Resources..................................................................................................11
3.10 Rainfall Data................................................................................................................................11
4.0 CONSTRUCTION SEQUENCE...................................................................................................12
5.0 CONSTRUCTION-PHASE POLLUTION CONTROL.......................................................................13
5.1 Temporary Erosion and Sediment Control Measures.................................................................13
5.2 Permanent Erosion and Sediment Control Measures ................................................................15
5.3 Other Pollutant Controls.............................................................................................................16
5.4 Construction Housekeeping Practices........................................................................................16
6.0 POST-CONSTRUCTION STORMWATER CONTROLS..................................................................19
7.0 INSPECTIONS, MAINTENANCE,AND REPORTING....................................................................29
7.1 Inspection and Maintenance Requirements...............................................................................29
7.2 Reporting Requirements.............................................................................................................31
Storm Water Pollution Prevention Plan
iii
TABLE OF CONTENTS (CONT'D)
APPENDICIES
Appendix A: NYSDEC SPDES General Permit GP-0-20-001
Appendix B: Notice of Intent(NOI)
Notice of Termination (NOT) (Sample Form)
SWPPP Preparer Certification
Owner/Operator Certification Form
NYSDEC Acknowledgement Letter of Permit Coverage
Appendix C: Operator's Certification Form
Contractor's Certification Form
Appendix D: SWPPP Inspection Report(Sample Form)
Appendix E: Record of Stabilization and Construction Activity Dates (Sample Form)
Appendix F: Post-Construction Inspections and Maintenance
Appendix G: USDA Soils Report
Infiltration Testing Report
NYSDEC and USGS Aquifer Mapping
NYSDEC Environmental Resources Mapper
USFWS National Wetlands Inventory(NWI) Wetlands Mapping
FEMA FIRM Floodplain Mapping
USFWS Threatened and Endangered Species Screening (IPaC)
SHPO CRIS Historic Places Screening Maps
Appendix H: Pre-Development Watershed Delineation Map
Pre-Development HydroCAD Model
Appendix I: Post-Development Watershed Delineation Map
Post-Development HydroCAD Model
AppendixJ: Design Calculations
Appendix K: Project Plans
Storm Water Pollution Prevention Plan
iv
1.0 EXECUTIVE SUMMARY
1.1 Storm Water Pollution Prevention Plan (SWPPP)
This Storm Water Pollution Prevention Plan (SWPPP) has been prepared for the construction of a proposed mixed
use builidng with underground parking at 269 Boradway in the City of Saratoga.The project consists of 0.75 acres.
The existing parcel is currently vacant with greenspace and adjacent sidewalks.
This SWPPP has been developed in accordance with the"New York State Department of Environmental Conservation
(NYSDEC) State Pollutant Discharge Elimination System (SPDES) General Permit for Storm Water Discharges from
Construction Activity" General Permit Number GP-0-20-001, effective January 29, 2020 through January 28, 2025.
This SWPPP and accompanying plans identify and detail storm water management(SWM),pollution prevention,and
erosion and sediment control measures necessary during and following completion of construction.
This SWPPP and the accompanying plans (only those plans applicable to this report were included in this package)
entitled "Prime Group Holding Building" dated July 2021 by M.J. Engineering and Land Surveying, have been
submitted as a set.These engineering drawings are considered an integral part of this SWPPP,therefore this SWPPP
is not considered complete without them. References made herein to "the plans" or to a specific"sheet" refer to
these drawings.
This report considers the impacts associated with the project for:
1. Maintaining existing drainage patterns to the maximum extent practicable, while continuing the
conveyance of upland watershed runoff;
2. Controlling increases in the rate of storm water runoff resulting from the proposed development so as not
to adversely alter downstream conditions; and
3. Mitigating potential storm water quality impacts and preventing soil erosion and sedimentation resulting
from storm water runoff generated both during and after construction.
These objectives will be achieved by designing and implementing Best Management Practices (BMP's) to control
potential pollutants in the runoff from the project site during and after construction.
1.2 Project Description
The project site is (ocated on 0.75 acres at 269 Broadway within the City of Saratoga Springs,Saratoga County, NY.
This land currently encompasses a concrete sidewalk and maintained greenspace.There was a building originally on
site which was demolished in 2019.The proposed construction is expected to result in approximately 0.75 acres of
soil disturbance.The project area is depicted in Figure 1-1.
The general scope of work for involves site clearing, storm sewer installation, electrical duct installation, gas line
installation, watermain installation, underground parking, green roof installation, and underground detention
system.This SWPPP provides discussions,plans,and calculations for the water quality and quantity control measures
and the erosion and sediment controls for the project site.
Storm Water Pollution Prevention Plan
1
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Project Location Map
The project is located entirely within the City of Saratoga Springs, and will discharge to Saratoga Springs' Municipal
Separate Storm Sewer System (M54).Therefore, an M54 Acceptance Form will be required.
Construction phase pollutant sources anticipated at the site may include disturbed (exposed) soil,vehicle fuels and
lubricants, and chemicals/compounds associated with the facility construction. Without adequate control, there
may be the potential for each type of pollutant to be transported by storm water.
Runoff from the project site is anticipated to be collected, stored and conveyed in accordance with NYSDEC's
regulations to the maximum extent practicable. Runoff from the project site will discharge into Geyser Brook south
of the project site.
1.3 Storm Water Pollution Controls
The proposed measures outlined in this plan have been designed to provide quality control by treating runoff prior
to being discharge off site. These measures have been designed and evaluated in accordance with the following
standards and guidelines:
• New York State Storm Water Management Design Manual (NYSSMDM) (January 2015);
• New York State Standards and Specifications for Erosion and Sediment Control (Blue Book) (November
2016);and,
• New York State Department of Environmental Conservation(NYSDEC)State Pollutant Discharge Elimination
System (SPDES)General Permit Number GP-0-20-001, effective January 29, 2020 to January 28, 2025.
Storm Water Pollution Prevention Plan
2
The project has been designed utilizing the criteria outlined in Chapters 4, 5, 6, and 9 of the New York State Storm
Water Management Design Manual (NYSSMDM). Storm water pollution controls planned include one(1)green roof
and stormwater planters with an underground detention system for water attenuation.
The storm water pollution controls described above will treat 100% of the water quality volume (WQv) for new
development areas(new impervious)and a minimum of 25%of the WQv for the redevelopment impervious areas.
Pre- and post-development surface runoff rates have been evaluated for the 1, 10, and 100-year 24-hour storm
event. Comparison of pre-and post-development watershed conditions demonstrates that the peak rate of runoff
from the entire site will not increase when compared to the pre-development condition for all storm scenarios.
Therefore, the project will not have an adverse impact on the adjacent and downstream properties or receiving
water courses (refer to Table 6-5). Further discussions of the pre-development and post-development conditions
are provided in Section 6 of this document.
The post-construction storm water management practice(s) will be owned by Prime Group Holding. Policies and
procedures will be put in place to ensure operation and maintenance of the practice(s)in accordance the NYSSWDM
and associated regulations.
1.4 Conclusion
This SWPPP has been prepared in conformance with the current NYS Standards and Specifications for Erosion and
Sediment Control and NYS Stormwater Management Design Manual (NYSSMDM).
It is our opinion that the proposed re-development project that proposes an increase in impervious area will not
adversely impact adjacent or downstream properties if the storm water management practices are implemented
and maintained in accordance with the requirements outlined herein.
Storm Water Pollution Prevention Plan
3
2.0 SWPPP RESPONSIBILITIES
To ensure compliance with the NYSDEC SPDES General Permit GP-0-20-001 conditions, a summary of the
responsibilities and obligations of involved parties is outlined in the subsequent sections. For a complete listing of
the definitions, responsibilities,and obligations, refer to the SPDES GP-0-20-001 as provided in Appendix A.
2.1 Definitions
2.2 Owner's/Operator's Responsibilities
1. Retain the services of a "Qualified Professional" to provide the services outlined in Section 2.2 of this
document, "Owner/Operator's Engineer's Responsibilities".
2. Retain the services of a "Qualified Inspector"to complete the inspection requirements as identified in
Part IV.0 of GP-0-20-001.
3. Review the SWPPP to confirm it is in accordance with the Saratoga County MS4 Program Plan.
4. Have an authorized corporate officer complete and sign the Owner/Operator Certification form for the
submission of an eN01.A copy of the completed NOI is to be included in Appendix B.
5. Submit the eN01 online at my.ny.gov.
6. Pay the required initial and annual fees upon receipt of invoices from NYSDEC. These invoices are
generally issued in the fall of each year. The initial fee is calculated as$110.00 per acre disturbed plus
$675.00 per acre of net increase in impervious cover,and the annual fee is$110.00.
7. Prior to the commencement of construction activity, the Owner/Operator shall identify the
contractor(s)and subcontractor(s)that will be responsible for implementing the erosion and sediment
control measures and storm water management practices described in this SWPPP. Have each of these
contractors and subcontractors identify at least one (1) "Trained Contractor" that will be responsible
for the inspection of the erosion and sediment control practices and pollution prevention measures on
a daily basis. Ensure that the Contractor has at least one (1) "Trained Contractor" on site on a daily
basis when soil disturbance activities are being performed.
S. Schedule a pre-construction meeting, which shall include the Facility's representative,
Owner's/Operator's Engineer,Contractor,and their sub-contractors to discuss responsibilities as they
relate to the implementation of this SWPPP.
9. Require the Contractor to fully implement the SWPPP prepared for the site by the Owner/Operator's
Engineer to ensure that the provisions of the SWPPP are implemented from the commencement of
construction activity until areas of disturbance have achieved final stabilization and the Notice of
Termination (NOT) has been submitted.
10. Forward a copy of the NOI Acknowledgement Letter received from the regulatory agency to the
Owner's/Operator's Engineer for project records,and to the Contractor to maintain at the job site.
11. Maintain a copy of the General Permit (GP-0-20-001), NOI, NOI Acknowledgement Letter, SWPPP,
inspection reports, Spill Prevention, Countermeasures, and Cleanup (SPCC) Plan, inspection records,
and other required records on the job site so that they may be made available to the regulatory
agencies.
12. Post at the site, in a publicly accessible location, a copy of the General Permit(GP-0-20-001),a signed
copy of the NOI, the NOI Acknowledgement Letter, and on a monthly basis a summary of the site
inspection activities.
13. Prepare a written summary of the project's status with respect to compliance with the general permit
at a minimum frequency of every three(3)months during which coverage under the permit exists. The
Storm Water Pollution Prevention Plan
4
summary should address the status of achieving the overall goal of the SWPPP. The summary shall be
maintained at the site in a publicly accessible location.
14. Prior to submitting a Notice of Termination(NOT),ensure post-construction storm water management
practice(s) that are owned by a public or private institution (e.g. school, college, university), or
government agency or authority,the Owner/Operator has policies and procedures in place that ensure
operation and maintenance of the practice(s)in accordance with the operation and maintenance plan.
15. Submit a NOT form (see Appendix B)within 48 hours of receipt of the Owner's/Operator's Engineer's
certification of final site stabilization to the address below and request acknowledgement of receipt
from DEC.
NOTICE OF TERMINATION
NYS DEC, Bureau of Water Permits
625 Broadway,4t" Floor
Albany, New York 12233-3505
16. Request and receive SWPPP records from the Owner's/Operator's Engineer and archive those records
for a minimum of five(5)years after the NOT is filed.
17. Require the implementation of Post-Construction Inspections and Maintenance procedures outline in
Appendix F.
18. The NOI, SWPPP and inspection reports required by GP-0-20-001 are public documents that the
Owner/Operator must make available for review and copying by persons within five (5) business days
of the Owner/Operator receiving a written request by persons to review the NOI,SWPPP,or inspection
reports. Copying of documents will be done at the requester's expense.
19. The Owner/Operator must keep the SWPPP current at all times. At a minimum,the Owner/Operator
shall amend the SWPPP:
a) Whenever the current provisions prove to be ineffective in minimizing pollutants in storm
water discharges from the project site;
b) Whenever there is a change in design,construction,or operation at the construction site that
has or could have an effect on the discharge of pollutants;and
c) To address issues or deficiencies identified during an inspection by the "qualified inspector"
the NYSDEC or other Regulatory Authority.
2.2 Owner's/Operator's Engineers Responsibilities
1. Prepare the SWPPP using good engineering practices, best management practices, and in compliance
with federal,state,and local regulatory requirements.
2. Prepare the Notice of Intent (NOI) form (see Appendix B) or eN01, sign the "SWPPP Preparer
Certification"section of the NOI,and forward to Owner/Operator for signature.
3. Prepare a construction Site Log Book to be used in maintaining a record of each inspection report
generated throughout the duration of construction.
4. Participate in a pre-construction meeting with the Facility's MS4 representative (if applicable),
Owner/Operator,Contractor,and their sub-contractors to discuss responsibilities as they relate to the
implementation of this SWPPP.
5. Enter Contractor's information in Section 2.4 "SWPPP Participants" once a Contractor is selected by
the Owner/Operator.
6. Identify at least one Qualified Inspector to conduct site inspections in conformance with Part IV.0 of
GP-0-20-001 to determine compliance with the SWPPP. Site inspections shall be completed by the
Qualified Inspector and shall occur at an interval of at least once every seven (7) calendar days. A
Storm Water Pollution Prevention Plan
5
written inspection report shall be provided to the Owner/Operator and general contractor within one
business day of the completion of the inspection, with deficiencies identified. A sample inspection
form is provided in Appendix D.
7. Conduct an initial assessment of the site prior to the commencement of construction and certify in an
inspection report that the appropriate erosion and sediment control measures described within this
SWPPP have been adequately installed and implemented to ensure overall preparedness of the site.
S. Review the Contractor's SWPPP records on a periodic basis to ensure compliance with the
requirements for daily reports, inspections,and maintenance logs.
9. Maintain the construction Site Log Book throughout the duration of construction.
10. The Qualified Inspector shall prepare an inspection report subsequent to each and every inspection
and provide digital photographs of practices that have been identified as needing corrective actions.
Inspection reports shall be signed by the Qualified Inspector.
11. The Qualified Inspector shall notify the Owner/Operator and appropriate Contractor within one (1)
business day after the completion of an inspection with the corrective actions that need to be taken.
12. Update the SWPPP each time there is a significant modification to the pollution prevention measures
or a change of the principal Contractor working on the project who may disturb site soil.
13. Based on the as-built conditions and material testing certifications performed by others, perform
evaluations of the completed storm water management facilities to determine whether they were
constructed in accordance with this SWPPP.
14. Conduct a final site assessment and prepare a certification letter to the Owner/Operator. The letter
shall indicate that, upon review of the material testing and inspection reports prepared by the firm
retained by the Owner/Operator, the storm water management facilities have been constructed
substantially in accordance with the contract documents and should function as designed. The review
shall include a topographic survey of the final site conditions and an evaluation of the completed storm
water management facilities.
15. Prepare the Notice of Termination (NOT) located in Appendix B. The Qualified Inspector must sign the
NOT Certifications VII (Final Stabilization) and VIII (Post-construction Storm Water Management
Practices). The NOT shall be forward to the Owner/Operator for his signature on Certification IX
(Owner/Operator Certification).
16. Transfer the SWPPP documents, along with NOI, permit certificates, NOT, construction Site Log Book,
and written records required by the General Permit to the Owner/Operator for archiving.
2.3 Contractor's Responsibilities
1. Sign the SWPPP Contractor's Certification Form contained within Appendix C and forward to the
Owner's/Operator's Engineer for inclusion in the Site Log Book.
2. Identify at least one Trained Contractor that will be responsible for implementation of this SWPPP.
Ensure that at least one Trained Contractor is on site on a daily basis when soil disturbance activities
are being performed.The Trained Contractor shall 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. If deficiencies are identified,the Contractor
shall begin implementing corrective actions within one business day and shall complete the corrective
actions in a reasonable time frame.
3. Provide the names and addresses of each subcontractor working on the project site. Require the
subcontractors who will be involved with construction activities that will result in soil disturbance to
identify at least one Trained Individual that will be on site on a daily basis when soil disturbance
activities are being performed; and to sign a copy of the Contractor's Certification Form and forward
to the Owner's/Operator's Engineer for inclusion into the Site Log Book. This information must be
retained as part of the Site Log Book.
Storm Water Pollution Prevention Plan
6
4. Create and maintain a Spill Prevention and Response Plan in accordance with requirements outlined in
Section 5.4.4. of this SWPPP. This plan shall be provided to the Owner's/Operator's Engineer for
inclusion in the Site Log Book.
5. Participate in a pre-construction meeting which shall include the Facility's representative,
Owner/Operator,Owner's/Operator's Engineer,and sub-contractors to discuss responsibilities as they
relate to the implementation of this SWPPP.
6. The Contractor shall submit appropriate documentation to the Owner's/Operator's Engineer if
adjacent properties are to be used. Use of adjacent properties may include, but are not limited to,
material, waste, borrow, or equipment storage areas, or if Contractor plans to engage in industrial
activity other than construction (such as operating asphalt and/or concrete plants) at the site, The
SWPPP should be modified accordingly.
7. Implement site stabilization, erosion and sediment control measures, and other requirements of the
SWPPP.
S. In accordance with the requirements in the most current version of the NYS Standards and
Specifications for Erosion and Sediment Control,conduct inspections of erosion and sediment control
measures installed at the site to ensure that they remain in effective operating condition. Prepare and
retain written documentation of inspections as well as of repairs/maintenance activities performed.
This information must be retained as part of the Site Log Book.
9. Maintain a record of the dates when major grading activities occur, when construction activities
temporarily or permanently cease on a portion of the site, and when stabilization measures are
initiated, until such time as the NOT is filed.A log for keeping such records is provided in Appendix E.
10. Begin implementing corrective actions within one business day of receipt of notification by the
Qualified Inspector that deficiencies exist with the erosion and sedimentation control measures
employed at the site. Corrective actions shall be completed within a reasonable time frame.
Storm Water Pollution Prevention Plan
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2.4 SWPPP Participants
1. Owner's/Operator's Engineer: Michael D. Panichelli, P.E., President
MJ Engineering and Land Surveying
1533 CrescentRoad
Clifton Park, New York 12065
Phone: (518)371-0799
Fax: (518)371-0822
2. Owner/Operator: Prime Group Holdings
85 Railroad Place
Saratoga Springs
New York 12866
3. Contractorz: Name and Title:
Company Name
Mailing Address:
Phone:
Fax:
z Contractor's information to be entered once the Contractor(s) have been selected.
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3.0 SITE CHARACTERISTICS
3.1 Land Use and Topography
The overall project area is 0.75 acres.The project site is composed primarily of maintained grassland and concrete
sidewalks.The topography in the project site is moderately sloped to the northwest,with 0 to S%slopes.
3.2 Soils and Groundwater
Review of the National Resources Conservation Service (NRCS) Soil Survey Data indicates the project area is
predominately comprised of Windsor Loamy sand, of Hydrological Soil Group (HSG) Type A with 3 to 8 percent
slopes.The soil survey for the project area is included in Appendix G.The Soil Conservation Service defines the HSGs
as follows:
• Type A Soils: Soils having a high infiltration rate and low runoff potential when thoroughly wet. These soils
consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a
moderate rate of water transmission.
• Tvpe B Soils: Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of
moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture
to moderately course texture.These soils have a moderate rate of water transmission.
• Tvpe C Soils: Soils having a slow infiltration rate when thoroughly wet.These consist chiefly of soils having
a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.
These soils have a slow rate of water transmission.
• Type D Soils: Soils having a very slow infiltration rate (high runoff potential)when thoroughly wet. These
consist of chiefly of clays that have a high shrink-swell potential,soils that have a high water table,soils that
have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
• Type B/D and C/D Soils: Soils assigned to a dual hydrologic soil group have soil characteristics that are
represented by both classes.The first letter represents what the soils act like when they are drained and
the second is for undrained areas.Only the soils that in their natural condition are in group D are assigned
to dual classes.
Soil testing was completed for the project site in September 2019. Test borings were performed in general
conformance with the NYSDEC Storm Water Management Design Manual guidelines. Soils encountered were
described based on visual estimation of the grain size distribution, along with characteristics such as color, relative
density,consistency,moisture,etc.
Eight (S) borings were progressed at the project site. Boring locations are depicted in Figure 1-1. Results from the
infiltration testing are shown in Table 3-1. Groundwater was not encountered at the boring locations. See the
geotechnical report in Appendix G.
Storm Water Pollution Prevention Plan
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3.3 Watershed Designation
The project site is not located in a restricted watershed identified in Appendix C of GP-0-20-001.
3.4 Receiving Water Bodies
Storm water from the project site ultimately discharges into Geyser brook stream located south of the project site.
Storm water is transmitted to the stream via overland flow and through existing storm water infrastructure. Mapping
of the project site and receiving water bodies is included in Appendix G.
3.5 Aquifers
The project site is located within a Principal Aquifer,see mapping in Appendix G
3.6 Wetlands
3.6.1 Tidal Wetlands
Tidal wetlands are not located within or adjacent to the project area.
3.6.2 State Jurisdictional Wetlands(Article 24)
The NYSDEC Environmental Resources Mapper (ERM) was utilized to reviewed for freshwater wetlands
within or adjacent to the project area. The ERM indicated that State Regulated Freshwater Wetlands or
buffer zones are not located within the project area. A copy of this mapping is included in Appendix G.
3.6.2 Federal Jurisdictional Wetlands(Article 404)
National Wetland Inventory(NWI)mapping for the project area was reviewed utilizing the online Wetlands
Mapper provided by the U.S. Department of Interior, Fish and Wildlife Service. Federal jurisdictional
wetlands are not present on the project site or within the 100-foot buffer. A copy of this mapping is
included in Appendix G.
3.7 Flood Plains
A review of the Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) Panel
36091C0433 E dated August 16t" 1995 show the project site is not located in a floodplain. The flood zone mapping
is included in Appendix G.
3.8 Listed, Endangered,or Threatened Species
3.8.1 State Listing
According to the NYSDEC online Environmental Resource Mapper, the potential does not exist for rare
plants or animals to be present within the proposed project area, however the potential exists adjacent to
the project area. The New York Natural Heritage Program (NYNHP) has no records of rare or state-listed
animals or plants, or significant natural communities on or adjacent to the project site. Refer to Appendix
G for additional information.
3.8.2 Federal Listing
The United States Department of the Interior Fish and Wildlife Service (USFWS) online IPaC system was
used to determine the possible presence of threatened and endangered species and habitat areas. The
Storm Water Pollution Prevention Plan
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USFWS website indicated that are no endangered or threatened species located in Saratoga County near
the project site. The result is presented in Table 3-2, below.
3.9 Cultural and Historic Resources
The Cultural Resource Information System(CRIS)through the New York State Office of Parks,Recreation and Historic
Preservation (NYSOPRHP) indicates the project site does not contain structures listed on the State or National
Register of Historic Places. According to the NYSOPRHP CRIS website, the project area is located adjacent to an
archeologically sensitive area. The proposed construction will not impact the archaeologically sensitive area., see
the No Affect Letter in Appendix G.
3.10 Rainfall Data
Rainfall data utilized in the modeling and analysis was obtained from the Northeast Regional Climate Center's(NRCC)
Extreme Precipitation in New York and New England interactive web tool for extreme precipitation analysis
(precip.eas.cornell.edu). Rainfall data,for various 24-hour storm events, is presented in Table 3-3:
Table 3-3
Rainfall Quantity
Storm Event 24-Hour Rainfall(inches)
90%Rainfall 1.1
1-year 2.69
10-year 3.73
100-yea r 6.24
These values were used to evaluate the pre-development and post-development storm water runoff characteristics.
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4.0 CONSTRUCTION SEQUENCE
An "Erosion and Sediment Control Plan" for this project is included in Appendix K. The plan identifies the major
construction activities that are the subject of this SWPPP. This document is fluid and is subject to change in
accordance with the Contractor's work plan and subject to the Engineer's review and approval. If the actual
construction activity varies from that depicted on the plans, the contractor will be required to notify the
Owner's/Operator's Engineer overseeing the implementation of the SWPPP. The Owner/Operator must keep the
SWPPP current so that the erosion and sediment control practices and storm water management practices being
constructed and utilized on site are accurately documented. Amendments to the SWPPP shall be made, at a
minimum:
1. Whenever the current provisions prove to be ineffective in minimizing pollutants in storm water
discharges from the site;
2. Whenever there is a change in design, construction, or operation at the construction site that has or
could have an effect on the discharge of pollutants;and
3. To address issues or deficiencies identified during an inspection by the qualified inspector, the
Department,or other regulatory authority.
The Contractor will be responsible for implementing the erosion and sediment control measures identified on the
plans.The Contractor may designate these tasks to certain subcontractors as seen fit,but the ultimate responsibility
for implementing these controls and ensuring their proper function remains with the Contractor.
Accompanying plans,details and specifications regarding the construction sequencing schedule shall be provided as
part of the final design.
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5.0 CONSTRUCTION-PHASE POLLUTION CONTROL
The SWPPP and accompanying plans identify the temporary and permanent erosion and sediment control measures
that have been incorporated into the design of this project. These measures will be implemented during
construction, to minimize soil erosion and control sediment from transport off-site. During construction, the
permanent measures are installed to control the quality and quantity of storm water runoff from the site.
The erosion control measures are designed to minimize soil loss and are intended to retain eroded soil and prevent
it from reaching water bodies or adjoining properties. The erosion and sediment control measures have been
developed in accordance with the following documents:
• NYSDEC SPDES General Permit for Storm Water Discharges From Construction Activity, Permit No. GP-
0-20-001 (effective January 29,2020 through January 28,2025)
• New York State Standards and Specifications for Erosion and Sediment Control, NYSDEC (November
2016)
The SWPPP and accompanying plans outline the construction scheduling for implementing the erosion and sediment
control measures. The SWPPP and accompanying plans also include limitations on the duration of soil exposure,
criteria and specifications for placement and installation of the erosion and sediment control measures, a
maintenance schedule, and specifications for the implementation of erosion and sediment control practices and
procedures.
Temporary erosion and sediment control measures that shall be applied during construction generally include:
1. Minimizing soil erosion and sedimentation by stabilization of disturbed areas and by removing
sediment from construction-site discharges.
2. Preservation of existing vegetation as much as practicable. Following the completion of construction
activities in portion of the site, permanent vegetation shall be established on exposed soils.
3. Site preparation activities shall be planned to minimize the area and duration of soil disruption.
4. Permanent traffic corridors shall be established and "routes of convenience"shall be avoided.
5.1 Temporary Erosion and Sediment Control Measures
The temporary erosion and sediment control measures described in the following sections will be included as part
of the construction documents and are provided in Appendix K.
5.1.1 Stabilized Construction Entrance
Prior to construction activities commencing at the site, a stabilized construction entrance will be installed
at the proposed vehicle traffic entrance and exit points to reduce the tracking of sediment onto the facility
and public roadways.
Construction traffic must enter and exit the site at the stabilized construction entrance. The intent is to trap
sediment that would otherwise be carried off-site by construction traffic.
The entrance shall be maintained in a condition which will control tracking of sediment onto the facility,
public rights-of-way or streets.When necessary,the placement of additional aggregate atop the filter fabric
will be done to assure the minimum thickness is maintained. Contractor shall maintain a stockpile of
additional aggregate on site. Sediments and soils spilled,dropped,or washed onto the public rights-of-way
must be removed immediately. Periodic inspection and needed maintenance shall be provided after each
substantial rainfall event.
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5.1.2 Dust Control
Water trucks shall be used as needed during construction to reduce dust generated on the site. Dust control
must be provided by the Contractor to a degree that is acceptable to the Owner, and in compliance with
the applicable local and state dust control requirements.
5.1.3 Temporary SoilStockpile
Materials, such as topsoil and stone, will be temporarily stockpiled (if necessary) on the site during the
construction process. Stockpiles shall be located in an area away from storm drainage,water bodies and/or
courses. They will be properly protected from erosion by a surrounding silt fence barrier(or similar device)
and a mulch layer(if it is a soil-based material).
5.1.4 Silt Fencing
Prior to the initiation of and during construction activities, a geotextile filter fabric, or silt fence, will be
established along the areas of proposed earthwork. The provision of the silt fence will prevent/reduce
sediment from migrating off the construction site and entering the drainage system.The silt fencing should
be installed along the contours down slope of the proposed disturbed areas and in accordance with the
NYSDEC Blue Book.The locations of silt fence installation are shown on the contract plans.
Clearing and grubbing will be performed only as necessary for the installation of the sediment control
barrier. To facilitate effectiveness of the silt fencing, daily inspections and inspections immediately after
significant storm events will be performed by site personnel. Maintenance of the fence will be performed
asneeded.
5.1.5 Temporary Seeding and Mulching
Areas undergoing clearing or grading and areas disturbed by construction activities where work has
temporarily or permanently ceased shall be stabilized with temporary vegetative cover within seven (7)
days from the date the soil disturbance activity ceased.
5.1.6 Storm Drain Inlet Protection
Silt fencing will be placed around both existing and proposed catch basins once they have been installed.
The silt fence will prevent sediment from entering the catch basins and storm sewer system. During
construction,fabric shall be inspected and replaced as necessary to ensure proper function of the structure.
5.1.6 WinterStabilization
For any land disturbance and exposure between November 15t" and April 15t, enhanced erosion and
sediment control will be completed. During winter months, a minimum 25-foot buffer will be maintained
between the work zone and perimeter controls such as silt fence.The silt fence must be marked with tall
stakes visible above the snow pack.
Drainage structures will be kept open and free of snow and ice dams. All debris, ice cams, or debris from
plowing operations that restrict the flow of runoff will be removed.
When straw mulch alone is used for temporary stabilization, it will be applied at a minimum of 4 tons per
acre(double the standard application rate).
To ensure adequate stabilization of disturbed soil in advance of a melt event,areas of disturbed soil will be
stabilized at the end of each work day unless work will resume within 24-hours in the same area and no
precipitation is forecast or the work is in disturbed areas that collect and retain runoff such as open utility
trenches.
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5.2 Permanent Erosion and Sediment Control Measures
The permanent erosion and sediment control measures described in the following sections are included as part of
the construction documents.
5.2.1 Establishment of Permanent Vegetation
Disturbed areas that will be vegetated must be seeded in accordance with the contract documents. The
type of seed, mulch, and maintenance measures as described in the contract documents shall also be
followed.All areas at final grade must be seeded and mulched within seven (7)days after completion of the
major construction activity. Seeded areas should be protected with mulch.
Final site stabilization is achieved when soil-disturbing activities at the site have been completed and a
uniform, perennial vegetative cover with a density of SO percent has been established or equivalent
stabilization measures (such as the use of mulches or geotextiles) have been employed on unpaved areas
and areas not covered by permanent structures.
5.2.2 Soil Restoration
Table 5-1 Soil Restoration Requirements
(Table 5.3 of the NYSSMDM)
Type of Soil Soil Restoration Requirement Comments/Examples
Disturbance
No soil disturbance Restoration not permitted Preservation of natural
features
Minimal soil
disturbance Restoration not required Clearing and grubbing
Areas where topsoil is HSG A&B HSG C&D
stripped only-no Apply 6 inches of Aerate* and apply 6 Protect area from ongoing
change in grade topsoil inches of topsoil construction activities
HSG A&B HSG C&D
Areas of cut or fill Aerate and apply 6 Apply full soil
inches of topsoil restoration**
Heavy traffic areas on Apply full soil restoration (de-compaction and
site compost enhancement)
Keep construction
equipment from crossing
Areas where Runoff these areas.To protect
Reduction and/or Restoration not required, but may be applied newly installed practices
Infiltration practices to enhance the reduction specified for from ongoing construction
are applied appropriate practices. activities construct a single
phase operation fence
area.
Redevelopment Soil Restoration is required on redevelopment
projects in areas where existing impervious
projects 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".
Soil restoration is a required practice applied across areas of a development site where soils have been
disturbed and will be vegetated in order to recover the original properties and porosity of the soil. Healthy
Storm Water Pollution Prevention Plan
15
soil is vital to a sustainable environment and landscape. The contractor shall implement soil restoration
practices in accordance with Section 5.1.6 and Table 5.3 of the NYSSMDM,shown in Table 5-1 of this Plan.
Soil restoration is a required practice applied across areas of a development site where soils have been
disturbed.The area will be vegetated in order to recover the original properties and porosity of the soil.
Healthy soil is vital to a sustainable environment and landscape. The contractor shall implement soil
restoration practices in accordance with Section 5.1.6 and Table 5.3 of the NYSSMDM.
5.2.3 Rock Outlet Protection
Rock outlet protection should be placed at the outlet of the culverts, conduits, or channels to reduce the
depth, velocity, and energy of the storm water in order to prevent erosion of the receiving downstream
reach. Rock outlet protection cannot be utilized at pipe outlets at the top of cuts or on slopes steeper than
10 percent(10%).
The outlet protection may be composed of rock riprap. The rock material, size, thickness and apron size
shall be determined and installed in accordance with the NYSDEC Blue Book.
5.3 Other Pollutant Controls
Control of sediments has been described previously. Other aspects of this SWPPP are listed below:
5.3.1 Solid and Liquid Waste Disposal
Solid or liquid waste materials,including building materials,shall not be discharged from the site with storm
water. Solid waste, including disposable materials incidental to construction activities, must be collected
and placed in containers. The containers shall be emptied periodically by a licensed waste transport service
and hauled away from the site for disposal.
Substances that have the potential for polluting surface and/or groundwater must be controlled by
whatever means necessary in order to ensure that they do not discharge from the site. As an example,
special care must be exercised during equipment fueling and servicing operations. If a spill occurs, it must
be contained and disposed of so that it will not flow from the site or enter groundwater,even if this requires
removal, treatment, and disposal of soil. Spill reporting to the NYSDEC may be required per 17 New York
Code, Rules and Regulations (NYCRR) 32.3 and 32.4, and the Environmental Conservation Law (ECL) 17-
1743. In this regard, potentially polluting substances should be handled in a manner consistent with the
impact they represent.
5.3.2 Sanitary Facilities
Temporary sanitary facilities will be provided by the Contractor throughout the construction phase. They
must be utilized by construction personnel and will be serviced by a licensed commercial Contractor. These
facilities must comply with state and local sanitary or septic system regulations.
5.3.3 Water Source
Non-storm water components of site discharge must be clean water. Water used for construction,which
discharges from the site, must originate from a public water supply or private well approved by the Health
Department.Water used for construction that does not originate from an approved public supply must not
discharge from the site;such water may be retained on-site until it infiltrates and/or evaporates.
5.4 Construction Housekeeping Practices
During the construction phase,the General Contractor will implement the following measures:
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5.4.1 Material5tockpiles
Material resulting from the clearing and grubbing operation or new material delivered to the site for future
use will be stockpiled up slope of the grubbed areas. The stockpiles will have adequate sedimentation
controls installed to prevent the migration of these sediments during rain events.
5.4.2 Equipment Cleaning and Maintenance
Equipment cleaning, maintenance, and repair is to be conducted off site as designated by the General
Contractor.The General Contractor and Subcontractors will utilize those areas. The areas will be protected
by a temporary perimeter berm.
5.4.3 Detergents
The use of detergents for large-scale washing is prohibited(i.e.,vehicles,buildings,pavement surfaces,etc.).
5.4.4 Spill Prevention and Response
A Spill Prevention and Response Plan shall be developed for the site by the Contractor. The plan shall detail
the steps needed to be followed in the event of an accidental spill and shall identify contact names and
phone numbers of people and agencies that must be notified.
The plan shall include Safety Data Sheets (SDS) for materials to be stored on-site.Workers on-site will be
required to be trained on safe handling and spill prevention procedures for the materials used during
construction. Regular tailgate safety meetings shall be held and each worker that are expected on the site
during the week shall be required to attend.
5.4.5 Concrete Wash Areas
Concrete trucks will be allowed to wash out or discharge surplus concrete or drum wash water on the site,
but only in specifically designated diked and impervious washout areas. These areas will be prepared to
prevent contact between the concrete wash and storm water. Waste generated from concrete wash water
shall not be allowed to flow into drainage ways, inlets, receiving waters, highway right of ways,or location
other than the designated Concrete Wash Areas. Proper signage designating the "Concrete Wash Areas"
shall be placed near the facility. Concrete Wash Areas shall be located at minimum 100 linear feet from
drainage ways, inlets and surface waters.
The hardened residue from the Concrete Wash Areas will be disposed of in the same manner as other non-
hazardous construction waste materials. Maintenance of the wash area is to include removal of hardened
concrete. The facility shall have sufficient volume to contain the concrete waste resulting from washout
and a minimum freeboard of 12 inches. The facility shall not be filled beyond 95% capacity and shall be
cleaned out once 75%full unless a new facility is constructed. The Contractor will be responsible for seeing
that these procedures are followed.
Saw-cut Portland Cement Concrete(PCC)slurry shall not be allowed to enter storm drains or watercourses.
Saw-cut residue should not be left on the surface of pavement or be allowed to flow over or off pavement.
The project may require the use of multiple Concrete Wash Areas. The Concrete Wash Areas will be located
in an area where the likelihood of the area contributing to storm water discharges is negligible. If required,
additional BMPs must be implemented to prevent concrete wastes from contributing to storm water
discharges.
5.4.6 Material5torage
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Construction materials shall be stored in a dedicated staging area. The staging area shall be located in an
area that minimizes the impacts of the construction materials effecting storm water quality.
Chemicals, paints, solvents, fertilizers, and other toxic material must be stored in waterproof containers.
Except during application, the contents must be kept in proper storage facilities. Runoff containing such
material must be collected, removed from the site,treated, and disposed of at an approved solid waste or
chemical disposal facility.
5.4.7 Protecting Vegetation During Construction
Protection of trees,shrubs,ground cover and other vegetation from damage by construction equipment is
important to preserved existing vegetation determined to be important for soil erosion control, water
quality protection,shade,screening,buffers,wildlife habitat,wetland protection and other values.
Soil placement over existing tree and shrub roots will be limited to a maximum of 3 inches. Lowering of
grade will begin no closer than the dripline of the tree. For narrow-canopied trees and shrubs, the stem
diameter in inches is converted to feet and doubled such that a 10-inch tree should be protected to 20 feet.
Construction of sturdy fences or barriers around valuable vegetation will be completed for protection from
construction equipment.
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6.0 POST-CONSTRUCTION STORMWATER CONTROLS
The goal of this Storm Water Management Plan is to analyze the peak rate of runoff under pre-development and
post-development conditions, to maintain the pre-development rate of runoff to minimize impacts to adjacent or
downstream properties,and to minimize the impact to the quality of runoff exiting the site.
The proposed project will require a SWPPP as needed per the City of Saratoga Springs code Section 242-7 for
nonresidential activities disturbing 0.1 acres or more. The NYSSMDM details water quality and water quantity
objectives to be met by projects requiring a SWPPP with post-construction storm water controls. These objectives
will be met by applying storm water control practices to limit peak runoff rates and improve the quality of runoff
leaving the developed site.The subsequent sections discuss the basis of design and regulatory requirements for the
permanent storm water features associated with the proposed construction.
6.1 New Development and Redevelopment Justification
6.1.1 New Development Project Requirements
New development can result in changes to the runoff volume, flow rates, timing of runoff, and habitat
destruction and degradation of receiving waterbodies. For construction projects that include new
development,the stormwater management practices must be designed in accordance with Chapters 4 and
6 of the NYSSMDM, which are intended to aid in the reduction of stormwater effects from a newly
developed area on downstream conditions.
The proposed new development conditions of the project result in an increase of approximately 030 acres
of impervious coverage over the 0.75-acre project site.
6.1.1 Redevelopment Project Definition and Requirements
The NYSSMDM defines a redevelopment activity as disturbance and reconstruction of existing impervious
surfaces, including impervious surfaces that were removed within the last five (5) years. Redevelopment
projects utilize alternate sizing and design criteria because of the need to connect to existing infrastructure
at set elevations, surrounding land uses, underground facilities (including but not limited to utilities),
previously disturbed and highly compacted soils, and contaminated soils which can dictate that standard
designs would need to be modified and could escalate project costs. This leeway is provided for
redevelopment projects to provide an opportunity for an applicant to reduce impervious coverage of the
site, utilize existing infrastructure, resolve existing site issues, and reduce pollutant discharges into the
community's storm water collection,conveyance,and treatment system.
Section 9 of the NYSSMDM recognizes that the redevelopment of previously developed sites is encouraged
to protect watersheds as it often provides an opportunity to conserve natural resources in less impacted
areas by targeting development to areas with existing services and infrastructure. In addition,
redevelopment activities allow for correction of existing problems and reduce pollutant discharge from
previously developed areas without effective storm water pollution controls.
The work involves the disturbance of approximately 0.42 acres of existing impervious,which is defined as
a redevelopment activity.
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6.2 Storm Water Management Planning
The storm water practices listed in Section 6 of the NYSSMDM were reviewed for selection of SMPs to meet water
quality treatment goals.The following existing site constraints were taken into consideration in the determination
of appropriate practices to be implemented on site:
• Implemented practices cannot adversely impact existing structures and utilities.
• Poor infiltration throughout the site limits feasibility of practices in that area.
• The proposed conditions need to mimic the existing runoff patterns to the extent practicable.
The NYSSMDM includes a five-step process that involves site planning and SMP selection.The five(5)steps include:
• Site planning to preserve natural features and reduce impervious cover;
• Calculation of the Water Quality Volume(WQv)for the project area;
• Incorporation of runoff reduction techniques and Standard SMPs with Runoff Reduction Volume (RRv)
capacity;
• Use of Standard SMPs where applicable, to treat the portion of WQv not addressed by runoff reduction
techniques and Standard SMPs with RRv capacity; and
• Design of volume and peak rate control (where required).
Section 4.3 of the NYSSMDM states, "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."
A storm water management plan must demonstrate that green infrastructure planning and design options were
evaluated to meet the runoff reduction requirement. The NYSSMDM details acceptable runoff reduction techniques
as follows:
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Conservation of Natural Areas: Retain the pre-development hydrologic and water quality characteristics of
undisturbed natural areas,stream and wetland buffers by restoring and/or permanently conserving these areas
on site. No areas are proposed to be put into a conservation easement as the site does not have a contiguous
land tract that meets the requirements specified in the SMDM for application of this practice.
Sheetflow to Riparian Buffers or Filter Strips: Undisturbed natural areas such as forested conservation areas and
stream buffers or vegetated filter strips and riparian buffers can be used to treat and control storm water runoff
from some areas of a development project. Riparian buffers are not present on the site and therefore this
practice is not utilized.
Ve�etated Open Swale: The natural drainage paths, or properly designed vegetated channels, can be used
instead of constructing underground storm sewers or concrete open channels to increase time of concentration,
reduce the peak discharge, and provide infiltration. This practice is not planned for this project due to site
constraints.
Tree Planting/Tree Box: Plant or conserve trees to reduce storm water runoff, increase nutrient uptake, and
provide bank stabilization.Trees can be used for applications such as landscaping, storm water management
practice areas,conservation areas and erosion and sediment control.This practice is not planned for this project.
Disconnection of Rooftop Runoff: Rooftop runoff is collected and directed to storm water treatment systems on
site.This practice is not being utilized.
Stream Daylightin�for Redevelopment Prolects:Stream daylight previously-culverted/piped streams to restore
natural habitats, better attenuate runoff by increasing the storage size, promoting infiltration,and help reduce
pollutant loads.No previously culverted streams are present within the project limits,and therefore this practice
cannot be utilized.
Rain Garden: Manage and treat small volumes of storm water runoff using a conditioned planting soil bed and
planting materials to filter runoff stored within a shallow depression.This practice is not planned for this project.
Green Roof: Capture runoff by a layer of vegetation and soil installed on top of a conventional flat or sloped
roof. The rooftop vegetation allows evaporation and evapotranspiration processes to reduce volume and
discharge rate of runoff entering conveyance system. This practice is utilized for this project and is sized
correctly.
Storm water Planter: Small landscaped storm water treatment devices that can be designed as infiltration or
filtering practices. Storm water planters use soil infiltration and biogeochemical processes to decrease storm
water quantity and improve water quality.This practice is being utilized as buildings are within the project limits.
Rain Tank/Cistern:Capture and store storm water runoff to be used for irrigation systems or filtered and reused
for non-contact activities.This practice is not planned for this project due to lack of irrigatable lands adjacent to
the project site.
Porous Pavement: Pervious types of pavements that provide an alternative to conventional paved surfaces,
designed to infiltrate rainfall through the surface,thereby reducing storm water runoff from a site and providing
some pollutant uptake in the underlying soils.This practice is not planned for this project due to poor infiltration
rates.
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New development projects that cannot achieve 100%runoff reduction of the required Water Quality Volume(WQv),
must at a minimum, reduce a percentage of the runoff from impervious areas to be constructed within the project
area. The percent reduction is based on the HSG of the site and is determined by the Specific Reduction Factor(S).
Table 6-1 lists the specific reduction factors for each HSG soil type:
Table 6-1
RRv Reduction by Soil Type
HSG Soil Type Specific Reduction Factor(S)
A 0.55
B 0.40
C 0.30
D 0.20
6.3 Stormwater Management Practice (SMP) Selection
Storm water runoff from the project will be collected and conveyed to the storm water control system(s)described
herein through a network of closed storm water conveyance systems and sheetflow.These practices were chosen
to have the greatest benefit to the storm water management goals of the project considering site constraints and
soil conditions.
Stormwater Planter(RR-7):
Stormwater Planters are small, landscaped Stormwater treatment devices that can be placed above or below
ground and can be designed as infiltration or filtering practices. Stormwater planters use soil infiltration and
biogeochemical processes to decrease stormwater quantity and improve water quality.
Green Roof(RR-10):
Green Roofs consist of a layer of vegetation and soil installed on top of a conventional flat or sloped roof. The
rooftop vegetation captures rainwater allowing evaporation and evapotranspiration processes to reduce the
amount of runoff entering downstream systems, reducing stormwater runoff volumes and attenuation peak
flows.
Under�round Detention System:
These safe practices provide partial attenuation of peak flows for storm events equal to or less than the design
storm. Proprietary storm water management detention systems are designed to capture and attenuate peak
flows, but do not retain a permanent pool. This system is strictly used for water quantity because of the poor
drainage throughout the project site.
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6.4 Storm Water Quality Analysis
Storm water runoff from impervious surfaces is recognized as a potential significant contributor of pollution that can
adversely affect the quality of receiving water bodies.Therefore, treatment of storm water runoff is important as
most runoff related water quality contaminants are transported from land, particularly the impervious surfaces,
during the initial stages of storm events.
6.4.1 NYSDEC Requirements- Water Quality Volume(WQv)
The NYSSMDM requires that water quality treatment be provided for the initial flush of runoff from every
storm. The NYSDEC refers to the amount of runoff to be treated as the "Water Quality Volume" (WQv),
which ensures that practices are sized to runoff generated from the entire 90t" percentile rain event.This
essentially means that a practice sized using the WQv will capture and treat 90%of all 24-hour rain events.
Section 4.2 of the manual defines the Water Quality Volume for new development projects,which is directly
related to the amount of impervious cover of a site, as follows:
WQ� _ L�P)�Rv)�A)�
12
Where:
WQv=Water quality volume(acre-feet)
P=90%Rainfall Event(inches),obtained from Figure 4.1 in the NYSSMDM
Rv=0.05+0.009(I),where I is percent impervious cover
A=Contributing Area in Acres
The calculated WQv for the new development project area within the project boundary 0.026 ac-ft.
For redevelopment projects,Section 9 of the NYSSMDM provides four approaches to providing the required
stormwater quality treatment:
I. Reduction of existing impervious cover by a minimum of 25% of the total disturbed impervious
area.
II. Treatment of a minimum of 25%of the WQv from the disturbed,impervious area that is captured
and treated by the implementation of standard SMPs or reduced by application of green
infrastructure techniques.
I II. Use of alternative SMPs to treat 75%of the WQv.
IV. Use of a combination of the above options using the following equation:
%WQv treatment by Alternative practice=(25-(%IC reduction +%WQv treatment by SMP+
%runoff reduction)) * 3
This project utilizes Approach II above to provide the required minimum WQv for the redevelopment
portion of the project,which is calculated to be 0.009 ac-ft.
The total WQv for the work is 0.035 ac-ft. Full calculations are included in Appendix J.
6.4.2 NYSDEC Requirements-Runoff Reduction Volume(RRv)
The equation below is used to determine the minimum RRv for new development projects. Although
encouraged, meeting the RRv sizing criteria is not required for areas considered redevelopment activities.
RRv — L�P)�Rv *)�Al)�
12
Storm Water Pollution Prevention Plan
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Where:
RRv= Minimum Runoff Reduction Volume(acre-feet)
P=90%Rainfall Event(inches)
Rv*=0.05+0.009(I),where I is 100%impervious
Ai= Impervious cover targeted for runoff reduction,and Ai=(S)(Aic)
S=Specific Runoff Reduction Factor(per HSG)
Aic=Total area of new impervious cover(acres)
The minimum RRv for the project,a redevelopment project with increased impervious area,is calculated
to be 0.014 ac-ft.Calculations for the minimum RRv are included in Appendix J.
6.4.3 Project Specific WQv and RRv Approach
The project proposes to utilize a green roof and stormwater planters to achieve 0.035 ac-ft of runoff
reduction (RRv).The total RRv reduces the full amount of WQv required to be treated, providing an excess
of 0.001 ac-ft of RRv through the infiltration practices.Table 6-2 below summarizes the required minimum
WQv and RRv for the project. Refer to Table 6-4 on the following page for a summary of the RRv and WQv
achieved by the stormwater management practices proposed.
Table 6-2
Calculated WQv&RRv Summary
Redevelopment New Development Total Minimum WQv Minimum RRv
WQv(ac-ft) WQv(ac-ft) Required(ac-ft) Required(ac-ft)
0.009 0.025 0.035 0.012
Storm Water Pollution Prevention Plan
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Table 6-3
Water Quality Volume(WQv)and Runoff Reduction Volume(RRv)Summary
Minimum WQv Required (ac-ft) "��
Minimum RRv Required (ac-ft) 269 Broadway
Provided Stormwater Management Practice(SMP)Capacities
Area Reduction Practices DEC Ref. RRv Provided WQv Provided(not
No. (ac-ft) reduced)(ac-ft)
Conservation of Natural Areas RR-1
Sheetflow to Riparian Buffers/Filter Strips RR-2
Tree Planting/Tree Box RR-3
Disconnection of Rooftop Runoff RR-4
Green Infrastructure Runoff Reduction Techniques DEC Ref. RRv Provided WQv Provided(not
No. (ac-ft) reduced)(ac-ft)
Vegetated Swale RR-5
Rain Garden RR-6
Stormwater Planter RR-7 N/A 0.010
Rain Barrel/Cistern RR-S
Porous Pavement RR-9
Green Roof RR-10 0.027 N/A
Standard SMPs with Runoff Reduction Capacity DEC Ref. RRv Provided WQv Provided(not
No. (ac-ft) reduced)(ac-ft)
Infiltration Trench I-1
Infiltration Basins I-2
Dry Well I-3
Underground Infiltration System I-5
Bioretention& Infiltration Bioretention (total) F-5
Dry Swales(total) O-2
Standard SMPs
DEC Ref. RRv Provided WQv Provided(not
No. (ac-ft) reduced)(ac-ft)
Micropool Extended Detention P-1
Wet Pond—The Water Hole(existing) P-2
Wet Extended Detention P-3
Multiple Pond System P-4
Pocket Pond P-5
Surface Sand Filter F-1
Underground Sand Filter F-2
Perimeter Sand Filter F-3
Organic Filter F-4
Shallow Wetland W-1
Extended Detention Wetland W-2
Pond/Wetland System W-3
Pocket Wetland W-4
Wet Swale O-2
Sum of SMPs RRv Provided WQv Provided(not
(ac-ft) reduced)(ac-ft)
Total Provided 0.027 0.010
Total Sum of RRv and WQv Provided 0.037
Storm Water Pollution Prevention Plan
25
6.4.4 Water Quality Performance Summary
Table 6-4 below summarizes the contributing area, impervious cover, runoff reduction and water quality
treatment methods proposed.With the proposed water quality control and runoff reduction practices,the
NYS water quality requirements have been met. The proposed project plans to reduce the WQv through
RRv practices.Therefore,we conclude that the project should not have a significant adverse impact on the
quality of the receiving waters.
Table 6-4
Summary of WQv Practices
Contributing Contributing Treated WQv
Design NYSDEC RRv
Point SWM Practice Ref.No. Drainage Area Impervious provided (not
(ac) Area(ac) reduced)
1 Stormwater Planter RR-7 13670 SF 031 ac 1190 cf N/A
0.31 ac 0.027 af
5185 sf 451.53 cf
1 Green Roof RR-10 0.12 ac 0.12 ac N/A 0.010
Total Provided RRv+WQv 1642 cf
0.037 af
6.5 Storm Water Quantity Analysis
This report presents the pre-development and post-development features and conditions associated with the rate
of surface water runoff within the study area. For both cases,the drainage patterns,drainage structures,soil types,
and ground cover types are considered in this study.
6.5.1 NYSDEC Requirements
The NYSSMDM requires that projects meet three separate stormwater quantity criteria:
1. The Channel Protection (CPv) requirement is designed to protect stream channels from erosion. This
is accomplished by providing 24 hours of extended detention for the 1-year,24-hour storm event. The
NYSSMDM defines the CPv detention time as the center of mass detention time through each
stormwater management practice.
2. The Overbank Flood Control(Qp) requirement is designed to prevent an increase in the frequency and
magnitude of flow events that exceed the bank-full capacity of a channel,and therefore must spill over
into the floodplain. This is accomplished by providing detention storage to ensure that,at each design
point,the post-development 10-year 24-hour peak discharge rate does not exceed the corresponding
pre-development rate.
3. The Extreme Flood Control (Qf) requirement is designed to prevent the increased risk of flood damage
from large storm events,to maintain the boundaries of the pre-development 100-year floodplain,and
to protect the physical integrity of stormwater management practices. This is accomplished by
providing detention storage to ensure that, at each design point, the post-development 100-year 24-
hour peak discharge rate does not exceed the corresponding pre-development rate.
6.5.2 Methodology
In order to demonstrate that detention storage requirements are being met,the NYSSMDM requires that
a hydrologic and hydraulic analysis of the pre-development and post-development conditions be performed
using the Natural Resources Conservation Service Technical Release 20 (TR-20) and Technical Release 55
(TR-55) methodologies. HydroCAD, developed by HydroCAD Software Solutions LLC of Tamworth, New
Hampshire, is a Computer-Aided-Design (CAD) program for analyzing the hydrologic and hydraulic
Storm Water Pollution Prevention Plan
26
characteristics of a given watershed and associated stormwater management facilities. HydroCAD uses the
TR-20 algorithms and TR-55 methods to create and route runoff hydrographs.
HydroCAD has the capability of computing hydrographs (which represent discharge rates characteristic of
specified watershed conditions, precipitation, and geologic factors) combining hydrographs and routing
flows though pipes,streams and ponds. HydroCAD can also calculate the center of mass detention time for
various hydraulic features. Documentation for HydroCAD can be found on their website:
http://www.hyd rocad.net/.
For this analysis, the watershed and drainage system was broken down into a network consisting of four
(4)types of components as described below:
1. Subcatchment: A relatively homogeneous area of land, which produces a volume and rate of runoff
unique to that area.
2. Reach: Uniform streams,channels,or pipes that convey stormwater from one point to another.
3. Pond: Natural or man-made impoundment, which temporarily stores stormwater runoff and empties
in a manner determined by its geometry and the hydraulic structure located at its outlets. Catch basins
and manholes are also modeled as a pond, but do not have associated storage volumes.
4. Link:A multi-purpose mechanism used to introduce a hydrograph from another file.
Subcatchments, reaches, ponds and links are represented by hexagons, squares, triangles, and broken
boxes respectively, on the watershed routing diagrams provided with the computations included for pre-
development and post-development conditions in Appendix H and Appendix I, respectively.
The analysis of hydrologic and hydraulic conditions of the pre-development and post-development of the
site was performed by dividing the tributary watershed into relatively homogeneous subcatchments. The
separation of the project area into subcatchments was dictated by watershed conditions, methods of
collection, conveyance, points of discharge and topography. Watershed characteristics for each
subcatchment were then assessed from United States Geological Service (USGS) 7.5-minute topographic
maps,aerial photographs,a topographical survey,soil surveys,site investigations,and (and use maps.
Proposed stormwater management facilities were designed and evaluated in accordance with the NYS
Stormwater Management Design Manual and local regulatory requirements.The hydrologic and hydraulic
analysis considered the SCS,Type II 24-hour storm events identified in Table 6-5.
Table 6-5
Design Storm Events
Facility 24-Hour Storm Event
1-year
Stormwater Management
Practices 10-year
100-yea r
Flood Conditions 100-year
6.5.3 Pre-development Watershed Conditions and Design Points
The project area consists of approximately 0.75 acres. The total disturbance of the project will include
approximately 0.75 acres. The existing site consists of concrete sidewalks and maintained green space.
Stormwater within the project area is currently conveyed via overland flow to an unclassified stream in the
southeast portion of the site.
In order to compare pre-development and post-development runoff conditions as a result of the proposed
work,an unclassified stream was selected and defined as the Design Point(DP). Descriptions of the selected
design point is provided as follows:
Storm Water Pollution Prevention Plan
27
Desi�n Point 1 (DP1)
Design Point 1 is catch basin northwest of the project site. Stormwater from the project site will be
directed through the green roof, into the stormwater planters, then through the underground
detention system for water retention. The location of DP1 is identified in the maps provided in
Appendices H and I.
Desi�n Point 2(DP2)
Design Point 2 is catch basin northeast of the project site. Stormwater from the project site will be
directed through stormwater infrastructure. The location of DP1 is identified in the maps provided in
Appendices H and I.
The Pre-Development Watershed Delineation Maps have been provided in Appendix H.The results of the
computer modeling used to analyze the overall watershed under pre-development conditions are
presented in Appendix H. A summary of the pre-development watershed runoff rates at each design point
is presented in Table 6-7.
6.5.4 Post-development Watershed Conditions
The hydrology of the post-development project site differs from the existing conditions due to installation
of impervious areas and new storm water collection practices. The contributing post-development
watershed area was divided into three (3) subcatchments. Flow throughout the site will be conveyed via
green roofs and stormwater planters. Pretreatment is not required using these green infrastructure
practices.
This stormwater management practice has been designed to provide quantity controls by attenuating
stormwater runoff and releasing runoff that cannot be infiltrated to off-site locations at a rate equal to or
less than that which existed prior to development of the site. The results of the computer modeling used
to analyze the overall watershed under post-development conditions are presented in Appendix I. A
summary of the post-development watershed runoff rates at the design point is presented in Table 6-7.
6.5.5 Water Quantity Performance Summary
A comparison of the pre- and post-development watershed conditions for the project was performed for
the design point and storm events evaluated herein. For the total site discharge rates, this comparison
demonstrates that the peak rate of runoff will not be increased.Therefore,the project should not have a
significant adverse impact on the adjacent or downstream properties or receiving water courses.
The results of the computer modeling used to analyze the pre- and post-development watersheds are
presented in Appendix H and Appendix I, respectively.Table 6-6 summarizes the results of this analysis.
Design 1-year 24 Hour 10-year 24 Hour 100-year 24 Hour
Points Description Event Event Event
(DP) Pre- Post- Pre- Post- Pre- Post-
Unnamed
1 Stream 0.26 0.17 1.33 0.75 3.65 2.89
2 Unnamed 0.07 0.07 0.12 0.12 0.21 0.21
Stream
Storm Water Pollution Prevention Plan
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7.0 INSPECTIONS, MAINTENANCE, AND REPORTING
7.1 Inspection and Maintenance Requirements
7.1.1 Pre-Construction Inspection and Certification
Prior to the commencement of construction, the Owner's/Operator's Engineer or the Qualified Inspector
shall conduct an assessment of the site and certify that the appropriate erosion and sediment control
measures have been adequately installed and implemented. The Contractor shall contact the
Owner's/Operator's Engineer once the erosion and sediment control measures have been installed.
7.1.2 Construction Phase Inspections and Maintenance
A Qualified Inspector, as defined in Appendix A of the General Permit GP-0-20-001, shall conduct regular
site inspections between the time this SWPPP is implemented and final site stabilization. Site inspections
shall occur at an interval of one every seven (7) calendar days.
The purpose of site inspections is to assess performance of pollutant controls. Based on these inspections,
the qualified inspector will decide whether it is necessary to modify this SWPPP, add or relocate sediment
barriers,or whatever else may be needed in order to prevent pollutants from leaving the site via stormwater
runoff. The general contractor has the duty to cause pollutant control measures to be repaired, modified,
maintained,supplemented,or whatever else is necessary in order to achieve effective pollutant control.
Examples of particular items to evaluate during site inspections are listed below. This list is not intended to
be comprehensive. During each inspection the inspector must evaluate overall pollutant control system
performance as well as particular details of individual system components. Additional factors should be
considered as appropriate to the circumstances.
1. Locations where vehicles enter and exit the site must be inspected for evidence of off-site sediment
tracking. A stabilized construction entrance will be constructed where vehicles enter and exit. This
entrance will be maintained or supplemented as necessary to prevent sediment from leaving the site
on vehicles.
2. Sediment barriers must be inspected and, if necessary, they must be enlarged or cleaned in order to
provide additional capacity. The material from behind sediment barriers will be stockpiled on the up
slope side. Additional sediment barriers must be constructed as needed.
3. Inspections will evaluate disturbed areas and areas used for storing materials that are exposed to
rainfall for evidence of,or the potential for, pollutants entering the drainage system. If necessary,the
materials must be covered or original covers must be repaired or supplemented. Also, protective
berms must be constructed, if needed, in order to contain runoff from material storage areas.
4. Grassed areas will be inspected to confirm that a healthy stand of grass is maintained. The site has
achieved final stabilization once areas are covered with building foundation or pavement, or have a
stand of grass with at least 80 percent density. The density of SO percent or greater must be maintained
to be considered as stabilized. Areas must be watered,fertilized, and reseeded as needed to achieve
this goal.
5. All discharge points must be inspected to determine whether erosion control measures are effective in
preventing significant impacts to receiving waters.
The inspection reports must be completed and additional remarks should be included if needed to fully
describe a situation. An important aspect of the inspection report is the description of additional measures
that need to be taken to enhance plan effectiveness. The inspection report must identify whether the site
was in compliance with the SWPPP at the time of inspection and specifically identify incidents of non-
compliance.
Storm Water Pollution Prevention Plan
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Within one (1) business day of the completion of an inspection, the qualified inspector shall notify the
Owner/Operator and appropriate contractor(or subcontractor)of corrective actions that need to be taken.
The contractor (or subcontractor) shall begin implementing corrective actions within one business day of
this notification and shall complete the corrective actions in a reasonable time frame.
In addition to the inspections performed by the Qualified Inspector,the Trained Contractor, as defined in
Appendix A of the General Permit GP-0-20-001, shall perform daily inspections that include a visual check
of erosion and sediment practices and pollution prevention measures. Inspections and maintenance shall
be performed in accordance with the inspection and maintenance schedule provided on the accompanying
plans. Sediment removed from erosion and sediment control measures will be exported from the site,
stockpiled for later use,or used immediately for general non-structural fill.
It is the responsibility of the general contractor to assure the adequacy of site pollutant discharge controls.
Actual physical site conditions or contractor practices could make it necessary to install more structural
controls than are shown on the accompanying plans. (For example,localized concentrations of runoff could
make it necessary to install additional sediment barriers.) Assessing the need for additional controls and
implementing them or adjusting existing controls will be a continuing aspect of this SWPPP until the site
achieves final stabilization. Should the Trained Contractor or the Qualified Inspector determine that the
measures provided at the site should be modified or new measures should be added,the owner or operator
must promptly notify NYSDEC. Modifications to permanent stormwater facilities are not allowed during
construction without the necessary Town/City, Owner, MS4, and/or NYSDEC approvals and project
amendments; however, construction phase stormwater erosion and sediment controls are subject to
modification if required by the responsible qualified professional. The contractor's failure to monitor or
report deficiencies may result in a Notice of Violation (NOV)or formal enforcement from NYSDEC.
7.1.3 Temporary Suspension of Construction Activities
For construction sites where soil disturbance activities have been temporarily suspended (e.g. Winter
Shutdown) and temporary stabilization measures have been applied to disturbed areas, the frequency of
Qualified Inspector inspections can be reduced to once every 30 calendar days. Prior to reducing the
frequency of inspections, the Owner/Operator shall notify the NYSDEC Region 1 stormwater contact in
writing at the following address:
NYSDEC Region 5
1115 NYS Rt.86
Ray Brook, NY 12977
Phone: (518)-897-1200
7.1.4 Partial Project Completion
For construction sites where soil disturbance activities have been shut down with partial project
completion, areas disturbed as of the project shutdown date have achieved final stabilization, and 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 Qualified Inspector inspections
can stop. Prior to the shutdown,the Owner/Operator shall notify the NYSDEC Region 7 stormwater contact
person noted in Section 7.1.3 (above) in writing.
If soil disturbance activities have not resumed within two years from the date of shutdown, a Notice of
Termination (NOT)shall be properly completed and submitted to the NYSDEC.
Storm Water Pollution Prevention Plan
30
7.1.5 Post-Construction Inspection and Maintenance
Inspections and maintenance of post-construction stormwater management practices shall be performed
in accordance with Appendix F,when disturbed areas are stabilized and stormwater management systems
are in place and operable.
7.2 Reporting Requirements
7.2.1 Inspection and Maintenance Reports
Inspection/maintenance reports shall be prepared prior to and during construction in accordance with the
schedule outlined herein and in the SPDES General Permit GP-0-20-001 Part IV.C.2. The reports shall be
prepared to identify and document the maintenance of the erosion and sediment control measures. A
sample inspection form is provided in Appendix D.
Specifically,each inspection shall record the following information:
1. Date and time of inspection.
2. Name and title of person(s)performing inspection.
3. A description of the weather and soil conditions(e.g.dry,wet,saturated)at the time of the inspection.
4. A description of the condition of the runoff at the points of discharge (including conveyance systems
and overland flow) from the construction site. This shall include identification of discharges of
sediment from the construction site.
5. A description of the condition of the natural surface water bodies located within, or immediately
adjacent to the property boundaries of the construction site which receive runoff from disturbed areas.
This shall include identification of discharges of sediment to the surface water body.
6. Identification of erosion and sediment control practices that need repair or maintenance.
7. Identification of erosion and sediment control practices that were not installed properly or are not
functioning as designed and need to be reinstalled or repaired.
8. Description and sketch of areas that are disturbed at the time of the inspection and areas that have
been stabilized (temporary and/or final)since the last inspection.
9. Current phase of construction of post-construction stormwater management practices and
identification of construction that is not in conformance with the SWPPP and technical standards.
10. Corrective action(s) that must be taken to install, repair, replace or maintain erosion and sediment
control practices; and to correct deficiencies identified with the construction of the post-construction
stormwater management practice(s).
11. Digital photographs,with date and time stamp,which show the condition of practices that have been
identified as needing corrective action or have undergone corrective action, must be attached to the
associated inspection report.
7.2.2 Site Log Book
The Owner/Operator shall retain a copy of the SWPPP required by NYSDEC SPDES General Permit GP-0-20-
001 at the construction-site from the date of initiation of construction activities to the date of final
stabilization.
During construction, the Owner's/Operator's Engineer shall maintain a record of the SWPPP inspection
reports at the site in the Site Log Book. The Site Log Book shall be maintained on-site and made available
to the permitting authority.
Storm Water Pollution Prevention Plan
31
7.2.3 Post Construction Records and Archiving
Following construction, the Owner/Operator shall retain copies of the SWPPP, the complete construction
Site Log Book,and records of the data used to complete the NOI to be covered by this permit,for a period
of at least five years from the date that the site is finally stabilized. This period may be extended by the
NYSDEC,at its sole discretion,upon written notification.
Records shall be maintained for the post-construction inspections and maintenance work performed in
accordance with the requirements outlined in Appendix F.
Storm Water Pollution Prevention Plan
32
Appendix A
NYSDEC SPDES General Permit GP-0-20-001
Stormwater Pollution Prevention Plan
A
l�i�'1�'8�`C'��1lt ����1�1'��I����
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NEW YORK STATE
DEPARTMENT OF ENVIRONMENTAL CONSERVATION
SPDES GENERAL PERMIT
FOR STORMWATER DISCHARGES
From
CONSTRUCTION ACTIVITY
Permit No. GP- 0-20-001
Issued Pursuant to Article 17, Titles 7, 8 and Article 70
of the Environmental Conservation Law
Effective Date: January 29, 2020 Expiration Date: January 28, 2025
John J. Ferguson
Chief Permit Administrator
--�--- ��, f` `2 �' �- �.-�
uthorized Signature Dafe
Address: NYS DEC
Division of Environmental Permits
625 Broadway, 4th Floor
Albany, N.Y. 12233-1750
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 m ust
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.
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
Acro n ym s......................................................................................................................39
Definitions.....................................................................................................................40
APPENDIX B — Required SWPPP Components by Project Type ....................................48
Table1..........................................................................................................................48
Table2..........................................................................................................................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)
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
1
(Part 1.B.1)
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 waterqualitystandards. 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
2
(Part 1.B.1.b)
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;
3
(Part 1.B.1.e.iii)
(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.
4
(Part LC.2.a.ii)
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
5
(Part LC.2.b.i)
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.
6
(Part LC.2.c)
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
7
(Part LC.2.d)
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 waterquality
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.
8
(Part I.E)
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
9
(Part I.F.4)
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.
10
(Part I.F.8)
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 activitywill 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:
11
(Part I.F.8.c)
(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.
12
(Part II.B)
B. Notice of Intent (NOI) Submittal
1. Prior to December 21, 2020, an owner or operator shall use either the
electronic (eN01) or paper version of the NOI that the Department prepared.
Both versions of the NOI are located on the Department's website
(http://www.dec.ny.gov/ ). The paper version of the NOI shall be signed in
accordance with Part VII.H. of this permit and submitted to the following
address:
NOTICE OF INTENT
NYS DEC, Bureau of Water Permits
625 Broadway, 4t" Floor
Albany, New York 12233-3505
2. Beginning December 21, 2020 and in accordance with EPA's 2015 NPDES
Electronic Reporting Rule (40 CFR Part 127), the owneroroperatormust 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.qov/) 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
13
(Part II.C.2.b)
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 (eN01) 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.
14
(Part II.C.3.b)
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 (eN01) 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
15
(Part II.D.3)
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 oroperator'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
16
(Part II.D.6)
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 II I.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 writinq, 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 operatorwill be effective as of the date
the Department receives a complete NOI, provided the original owner or
17
(Part II.F.3)
operatorwas 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 owneroroperatorshall amend the SWPPP, including
construction drawings:
a. whenever the current provisions prove to be ineffective in minimizing
pollutants in stormwater discharges from the site;
18
(Part III.A.4.b)
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 oroperator'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 m ust
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 inspectorduring a site
inspection. I also understand that the owner or operator must comply with
19
(Part III.A.6)
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
20
(Part 111.B.1.b)
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
21
(Part 111.B.1.i)
schedule shall be in accordance with the requirements in the technical
standard, New York State Standards and Specifications for Erosion and
Sediment Control, dated November 2016;
j. A description of the pollution prevention measures that will be used to
control litter, construction chemicals and construction debris from becoming
a pollutant source in the stormwater discharges;
k. A description and location of any stormwater discharges associated with
industrial activity other than construction at the site, including, but not limited
to, stormwater discharges from asphalt plants and concrete plants located
on the construction site; and
I. Identification of any elements of the design that are not in conformance with
the design criteria in the technical standard, New York State Standards and
Specifications for Erosion and Sediment Control, dated November 2016.
Include the reason for the deviation or alternative design 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;
22
(Part 111.B.2.b)
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.
23
(Part III.B.3)
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 oroperators 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
24
(Part IV.B.1)
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 inspectorsite inspections unless they meet the qualified inspector
qualifications included in Appendix A. In order to perForm these inspections, the trained
contractorwould 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 coverat 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
25
(Part IV.C.1.a)
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 inspectorshall
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 I I.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.
26
(Part IV.C.2.d)
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 inspectorshall 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:
27
(Part IV.C.4.a)
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
28
(Part IV.C.4.1)
I. Digital photographs, with date stamp, that clearly show the condition of all
practices that have been identified as needing corrective actions. The
qualified inspector shall attach paper color copies of the digital photographs
to the inspection report being maintained onsite within seven (7) calendar
days of the date of the inspection. The qualified inspector shall also take
digital photographs, with date stamp, that clearly show the condition of the
practice(s) after the corrective action has been completed. The qualified
inspector shall attach paper color copies of the digital photographs to the
inspection report that documents the completion of the corrective action
work within seven (7) calendar days of that inspection.
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 owneroroperatorthat 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;
29
(Part V.A.2.b)
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 shal I 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 operatorto 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,
30
(Part V.A.5.b)
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 Vl. 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
31
(Part VI I.A)
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 activityshall 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 operatorwith 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.
32
(Part VII.E)
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
owneroroperatormust 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 I I.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:
33
(Part VII.H.1.a)
(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,
34
(Part VII.H.2.b)
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
35
(Part VII.K.1)
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 owneroroperatorshall 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 owneroroperatorto 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
36
(Part VII.M.3)
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
owneroroperatorfora 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.
37
(Part VII.R)
R. Other Permits
Nothing in this permit relieves the owneroroperatorfrom a requirement to obtain any
other permits required by law.
38
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
39
Appendix A
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 o� 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
40
Appendix A
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.
41
Appendix A
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.
42
Appendix A
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 .
43
Appendix A
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 Inspectorqualifications.
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
44
Appendix A
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.
45
Appendix A
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 owneroroperatorwill 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
46
Appendix A
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 contractorshall receive four (4) hours of training every three (3)
years.
It can also mean an employee from the contracting (construction) company, identified in
Part I I I.A.6., that meets the qualified inspector qualifications (e.g. licensed Professional
Engineer, Certified Professional in Erosion and Sediment Control (CPESC), Registered
Landscape Architect, 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.
47
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
48
Appendix B
TaI�I@ � (COIltI11U@CI� 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
49
Appendix B
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
50
Appendix B
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
51
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 — Fi ure 5
52
Appendix C
Fiqure 1 - New York Citv Watershed East of the Hudson
EEKMAN
EAST FISHKILL
� PAWLING
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ATTERS4N
KENT
� SOLJTH EAST
PLJT AM VALLE
CARMEL B�WSTER
N RTH SALEM
S�MERS
COR A T WISB�RO
RKTOW
EDF�RD
� N RI�G
�UN K C�
W TLE
RTH CAST
M LJ LEASAN
� HA SON
� 0 EaH Watershed
53
Appendix C
Fiqure 2 - Onondaqa Lake Watershed
�
CLAY
CICER�
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54
Appendix C
Fiqure 3 - Greenwood Lake Watershed
WARWICK J ;
GREENW4�D LAKE �
0 Phosphorus Watershed
55
Appendix C
Fiqure 4 - Oscawana Lake Watershed
PHILIPSTQWN I
I
I
KENT
�__ ----
J
�
�uTn��n� v��L��
�r
f.f t�'l ,��—�SCAINAI�A LAKE � '
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i �
.r�'• • •
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.,��yz„y� �
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I
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� Ph as��orus Watersh ed
56
Appendix C
Fiqure 5 - Kinderhook Lake Watershed
�,�,N D LAKE
�A�7 �I��EN$l��H
�����
N�S�U
�F�QD�'4�FG
� '� NE'� LEBa�t+�
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I,fftLATIF
Tat�,Vllla�e.c�r Crk�,+�vrrd�rY�vr ftil�xr Y�r4c 5#aL� o � z �.r�d�s
� G�4m�c�vk Le�4�Yks#�hc+d � r � � � � � � ;
57
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
58
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
59
303(d) Segments Impaired by Construction Related Pollutant(s)
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
60
303(d) Segments Impaired by Construction Related Pollutant(s)
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
61
303(d) Segments Impaired by Construction Related Pollutant(s)
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
62
303(d) Segments Impaired by Construction Related Pollutant(s)
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
63
303(d) Segments Impaired by Construction Related Pollutant(s)
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
64
APPENDIX F — List of NYS DEC Regional Offices
� • • � • • �
. - � .
- . . � •
• • • � � �
, ' � ■ - • - •
.. . _ � � , _
��
50 CIRCLE ROAD 50 CIRCLE ROAD
� NASSAU AND SUFFOLK STONY BROOK,Nv 11790 STONY BROOK,Nv 11790-3409
TE�.(631)444-0365 TE�.(631)444-0405
1 HUNTERS POINT PLAZA, 1 HUNTERS POINT PLAZA,
2 BRONX,KINGS,NEWYORK, 47-4021sTST. 47-4021sTST.
QUEENS AND RICHMOND LONG ISLAND CITY,Nv 11101-5407 LONG ISLAND CITY,Nv 11101-5407
Te�.(718)482-4997 Te�.(718)482-4933
DUTCHESS,ORANGE,PUTNAM, 21 SOUTH PUTT CORNERS ROAD 100 HILLSIDE AVENUE,SUITE 1W
3 ROCKLAND,SULLIVAN,ULSTER NEW PALTZ,Nv 12561-1696 WHITE PLAINS,NY 10603
AND WESTCHESTER Te�.(845)256-3059 Te�.(914)428-2505
ALBANY,COLUMBIA,
DELAWARE,GREENE, 1150 NoR�WesTcorr Roa� 1130 NoRn�WesTcorr Roa�
4 MONTGOMERY,OTSEGO, SCHENECTADY,Nv 12306-2014 SCHENECTADY,Nv 12306-2014
RENSSELAER,SCHENECTADY Te�.(518)357-2069 Te�.(518)357-2045
AND SCHOHARIE
CLINTON,ESSEX,FRANKLIN, 1115 STa�Rou�86, PO BOX 296 232 GOLF COURSE ROAD
5 FULTON,HAMILTON, RpY BROOK,Nv 12977-0296 WARRENSBURG,Nv 12885-1172 TEL.
SARATOGA,WARREN AND Te�.(518)897-1234 (518)623-1200
WASHINGTON
HERKIMER,JEFFERSON, STATE OFFICE BUILDING STATE OFFICE BUILDING
6 LEWIS,ONEIDA AND 317 WASHINGTON STREET 207 GENESEE STREET
ST. LAWRENCE WATERTOWN, NY 13601-3787 UTICA, NY 13501-2885 TEL.(315)
TEL.(315)785-2245 793-2554
BROOME,CAYUGA,
CHENANGO,CORTLAND, 615 ERIE BLVD.WEST 615 ERIE BLVD.WEST
7 MADISON,ONONDAGA, SYRACUSE, NY 13204-2400 SYRACUSE, NY 13204-2400
OSWEGO,TIOGA AND TEL.(315)426-7438 TEL.(315)426-7500
TOMPKINS
CHEMUNG,GENESEE,
LIVINGSTON,MONROE, 6274 EASTAVON-LIMA 6274 EASTAVON-LIMA RD.
$ ONTARIO,ORLEANS, ROADAVON, NY 14414-9519 AVON, NY 14414-9519
SCHUYLER,SENECA, TEL.(585)226-2466 TEL.(585)226-2466
STEUBEN,WAYNE AND
YATES
ALLEGANY, 270 MICHIGAN AVENUE 270 MICHIGAN AVENUE
9 CATTARAUGUS, gUFFALO, NY 14203-2999 BUFFALO, NY 14203-2999
CHAUTAUQUA, ERIE, TEL.(716)851-7165 TEL.(716)851-7070
NIAGARA AND WYOMING
65
Appendix B
MS4 ACCEPTANCE LETTER
Stormwater Pollution Prevention Plan
B-1
�Ew���t� Departrrt�r�t of
STATFd�F }
OPFO�R7��17�' �f'L'MjF��ORrI'1„�@f11L��
��C7�S�f'1�c��1�D R
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. ProjecUSite 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
Appendix B
Notice of Termination (NOT) (Sample Form)
Stormwater Pollution Prevention Plan
B-2
New York State Department of Environmental Conservation
Division of Water
625 Broadway, 4th Floor
Albany, New York 12233-3505
*(NOTE: Submit completed form to address above)*
NOTICE OF TERMINATION fior Storm Water Discharges Authorized
under the SPDES General Permit for Construction Activity
Please indicate your permit identification number: NYR
I. Owner or Operator Information
1. Owner/Operator Name:
2. Street Address:
3. City/State/Zip:
4. Contact Person: 4a.Telephone:
4b. Contact Person E-Mail:
II. Project Site Information
5. Project/Site Name:
6. Street Address:
7. City/Zip:
8. County:
III. Reason for Termination
9a. ❑All disturbed areas have achieved final stabilization in accordance with the general permit and
SWPPP. *Date final stabilization completed (month/year):
9b. ❑ Permit coverage has been transferred to new owner/operator. Indicate new owner/operator's
permit identification number: NYR
(Note: Permit coverage can not be terminated by owner identified in 1.1. above until new
owner/operator obtains coverage under the general permit)
9c. ❑ Other(Explain on Page 2)
IV. Final Site Information:
10a. Did this construction activity require the development of a SWPPP that includes post-construction
stormwater management practices? ❑ yes ❑ no ( If no, go to question 10f.)
10b. Have all post-construction stormwater management practices included in the final SWPPP been
constructed? ❑ yes ❑ no (If no, explain on Page 2)
10c. Identify the entity responsible for long-term operation and maintenance of practice(s)?
Page 1 of 3
NOTICE OF TERMINATION for Storm Water Discharges Authorized under the
SPDES General Permit for Construction Activity-continued
10d. Has the entity responsible for long-term operation and maintenance been given a copy of the
operation and maintenance plan required by the general permit? ❑ yes ❑ no
10e. Indicate the method used to ensure long-term operation and maintenance of the post-construction
stormwater management practice(s):
❑ Post-construction stormwater management practice(s) and any right-of-way(s) needed to
maintain practice(s) have been deeded to the municipality.
❑ Executed maintenance agreement is in place with the municipality that will maintain the
post-construction stormwater management practice(s).
❑ For post-construction stormwater management practices that are privately owned, a mechanism
is 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.
❑ For post-construction stormwater management practices that are owned by a public or private
institution (e.g. school, university or hospital), government agency or authority, or public utility; policy and
procedures are in place that ensures operation and maintenance of the practice(s) in accordance with the
operation and maintenance plan.
10f. Provide the total area of impervious surface (i.e. roof, pavement, concrete, gravel, etc.)constructed
within the disturbance area?
(acres)
11. Is this project subject to the requirements of a regulated, traditional land use control MS4? ❑ yes
❑ no
(If Yes, complete section VI - "MS4 Acceptance" statement
V. Additionallnformation/Explanation:
(Use this section to answer questions 9c. and 10b., if applicable)
VI. MS4 Acceptance -MS4 Official (principal executive officer or ranking elected official) or Duly
Authorized Representative (Note: Not required when 9b. is checked -transfer of coverage)
I have determined that it is acceptable for the owner or operator of the construction project identified in
question 5 to submit the Notice of Termination at this time.
Printed Name:
Title/Position:
Signature: Date:
Page 2 of 3
NOTICE OF TERMINATION for Storm Water Discharges Authorized under the
SPDES General Permit for Construction Activity -continued
VII. Qualified Inspector Certification - Final Stabilization:
I hereby certify that all disturbed areas have achieved final stabilization as defined in the current version
of the general permit, and that all temporary, structural erosion and sediment control measures have
been removed. Furthermore, I understand that certifying false, incorrect or inaccurate information is a
violation of the referenced permit and the laws of the State of New York and could subject me to
criminal, civil and/or administrative proceedings.
Printed Name:
Title/Position:
Signature: Date:
VIII. Qualified Inspector Certification -Post-construction Stormwater Management Practice(s):
I hereby certify that all post-construction stormwater management practices have been constructed in
conformance with the SWPPP. Furthermore, I understand that certifying false, incorrect or inaccurate
information is a violation of the referenced permit and the laws of the State of New York and could
subject me to criminal, civil and/or administrative proceedings.
Printed Name:
Title/Position:
Signature: Date:
IX. Owner or Operator Certification
I hereby certify that this document was prepared by me or under my direction or supervision. My
determination, based upon my inquiry of the person(s)who managed the construction activity, or those
persons directly responsible for gathering the information, is that the information provided in this
document is true, accurate and complete. Furthermore, I understand that certifying false, incorrect or
inaccurate information is a violation of the referenced permit and the laws of the State of New York and
could subject me to criminal, civil and/or administrative proceedings.
Printed Name:
Title/Position:
Signature: Date:
(NYS DEC Notice of Termination -January 2015)
Page 3 of 3
Appendix B
SWPPP Preparer Certification
Stormwater Pollution Prevention Plan
B-3
NEW YORK Departrr�ent of
STATE QF
OPPORTUNITY Environmental
tonsenration
SWPPP Preparer Certification Form
SPDES General Permit for Stormwater
Discharges From Construction Activity
(GP-0-20-001)
��`C����� '`�a .�., ���i�z��^� �`�>
� �i��
Project/Site Name
269 Broadway
Owner/Operator Informati��°�
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 B
Owner/Operator Certification Form
Stormwater Pollution Prevention Plan
B-4
NEW YORK Department of
STATE OF
OPPORTUNITY Environmental
Conservation
Owner/Operator Certification Form
SPDES General Permit For Stormwater
Discharges From Construction
Activity (GP-0-20-001)
Project/Site Name: 269 Broadway
eN01 Submission Number:
eN01 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 B
NYSDEC Acknowledgement Letter of Permit Coverage
Stormwater Pollution Prevention Plan
B-5
Appendix C
Operator's Certification Form
Stormwater Pollution Prevention Plan
C- 1
STORM WATER POLLUTION PREVENTION PLAN
OPERATOR'S CERTIFICATION
The Operator that will implement the erosion and sediment control measures described in the SWPPP must
certifying that he/she understands the NYSDEC general permit (GP-0-20-001) authorizing storm water
discharges during construction. This signed statement must be maintained in the SWPPP file on-site.
OWNER:
Business Name:
Business Address:
Telephone No.:
Name of Signatory:
Title of Signatory:
Signature:
Date:
CERTIFICATION:
I have read or been advised of the permit conditions and believe thatl understand them.I also understand that, under the
terms of the permit, there may be reporting requirements. I hereby certzfy 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 informatzon, 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 thatl will receive as a result of submitting this
NOI and can be as long as szxty (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."
**Signatory Requirements-All NOIs,NOTs and SWPPPs shall be signed as follows:
1. For a corporation:by a(1)president,secretary,treasurer,or vice-president of the corporation in charge of a principle business function,or any other
person authorized to and who performs similar policy or decision-making functions far the corporation; ar (2) 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 endure
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;
2. For a partnership or sole proprietorship:by a general partner or the proprietor,respectively;or
3. For a municipality, State,Federal,or other public agency;by either a principal executive officer or ranking elected official.For purposes of this
section,a principal executive officer of a Federal agency includes(1)the chief executive officer of the agency,ar(2)a senior executive officer
having responsibility far the overall operations of a principal geographic unit of the agency(e.g.Regional Administrators of EPA).
**Note:signature requirements in Part VII.H of the NYSDEC SPDES Permit GP-0-20-001
Appendix C
Contractor's Certification Form
Stormwater Pollution Prevention Plan
C-2
STORM WATER POLLUTION PREVENTION PLAN
CONTRACTOR'S CERTIFICATION
The Contractor and/or Subcontractor(s) that will implement the erosion and sediment control measures
described in the SWPPP must be identified below. Each must sign a statement certifying that they
understand the NYSDEC general pennit (GP-0-20-001) authorizing stonn water discharges during
construction. These statements must be maintained in the SWPPP file on-site.
CONTRACTOR IMPLEMENTING THE SWPPP:
Business Name:
Business Address:
Telephone No.:
Name of Signatory:
Title of Signatory:
S ignature:
Date:
Contractor's Responsibility(s):
Names of Company"Trained Contractors":
1. 4.
2. 5.
3. 6.
CERTIFICATION:
"I hereby certify under penalry of law that I understand and agree to comply with the terms and conditions of the
SWPPP and agree to implement any corrective actions identified by the Qualified Inspector during a site inspection.
I also understand that the Owner or Operator must comply with the terms and conditions of the most current version
of the New York State Pollutant Discharge Eliininarion 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 qualiry standards. Furthermore, I am aware that there are significant penalties for submitking false
information, that I do not believe to be true, including the possibiliry of fine and imprisonment for knowing
violations."
Appendix D
SWPPP Inspection Report (Sample Form)
Stormwater Pollution Prevention Plan
D
SWPPP INSPECTION FORM
General Information
Name of Project Weather Conditions
Date / � Soil Conditions ❑ Dry ❑ Wet ❑ Saturated ❑ Frozen
❑ Other:
Time IN AM/PM
OUT AM/PM P�•esent Phase of Construction
Inspector Name Inspector Title
Inspection Frequency ❑ Routine-Once every 7 calendar days ❑ Routine-Two every 7 calendar days,min 2 day separation(5 acre waiver)
❑ Initial or Final Inspection ❑ Monthly-Once every 30 calendar days(winter shutdown)
Stabilized Construction Entrance Silt Fencin
Yes No N/A Yes No N/A
❑ ❑ ❑ Installed per standards and specifications ❑ ❑ ❑ Installed on contour,not in drainage channels?
❑ ❑ ❑ Stone is clean enough to effectively remove mud ❑ ❑ ❑ Ends(Joints)wrapped around each other for support?
from vehicle tires? ❑ ❑ ❑ Fabric buried minimum 6"and facing upstream?
❑ ❑ ❑ Do all vehicles enter and exit the site via the ❑ ❑ ❑ Broken posts,unstable posts,rips or tears in fabric?
construction entrance? ❑ ❑ ❑ Sediment accumulation>50%of design capacity?
Drop Inlets Stone Check Dams
Yes No N/A Yes No N/A
❑ ❑ ❑ Unit consists of 2x4 wood frame and posts? ❑ ❑ ❑ Geotextile fabric placed beneath rock fill?
❑ ❑ ❑ Fabric buried minimum 8"? ❑ ❑ ❑ Erosion occuning within channel?
❑ ❑ ❑ Fabric secured to frame/posts,max 8"spacing? ❑ ❑ ❑ Ponding occurring behind check dam?
❑ ❑ ❑ Posts are 3'max spacing? ❑ ❑ ❑ Rocks have been displaced from the check dam?
❑ ❑ ❑ Broken posts,unstable posts,rips or tears in fabric? ❑ ❑ ❑ Sediment accumulation>50%of design capacity?
❑ ❑ ❑ Sediment accumulation>50%of design capacity?
Tem ora �Sediment Basin Tem ora �Sediment Tra
Yes No N/A Yes No N/A
❑ ❑ ❑ Basin and outlet constructed per plans? ❑ ❑ ❑ Outlet structure constructed per plans?
❑ ❑ ❑ Side slopes stabilized(seed,mulch,hydroseed,etc)? ❑ ❑ ❑ Geotextile fabric placed beneath rock fill?
❑ ❑ ❑ Sediment accnmulation>50%of design capacity? ❑ ❑ ❑ Sediment accnmulation>50%of design capacity?
General Housekee in Sediment Control
Yes No N/A Yes No N/A
❑ ❑ ❑ Visible oil&grease or reside of such? ❑ ❑ ❑ Stockpiles are stabilized and contained?
❑ ❑ ❑ Construction activities impacting adjacent ❑ ❑ ❑ De-watering activities are preventing sediment laden
properties? discharge from sensitive areas?
❑ ❑ ❑ Is excessive dust being produced by construction ❑ ❑ ❑ All ponds,streams,wetlands free of sediment(no
activities? visual contrast)?
❑ ❑ ❑ All roadways and adjacentparcels free of
sediment,garbage and debris?
SOIL DISTURBANCE ACTIVITY
SOIL DISTURBANCE
AREAS ACTIVE INACTIVE NOTES
�cne�K�r Date of Temporaiy Date of Final
aNpe`aete� Stabilization Stabilization
1.
2.
3.
4.
5.
6.
7.
Page � 1
SWPPP INSPECTION FORM
Descripfion of Discharges
Was a stormwater discharge or other discharge occurring from any part of your site at the time of the inspection? ❑Yes ❑No
If"yes",provide the following information for each point of discharge:
Dischar e Location Observations
1. ❑Yes ❑No
Any visible signs of erosion and/or sediment accumulation attributed to your discharge?
If yes,please describe below(specify the location(s)where these conditions were found,and indicate whether modification,maintenance,
or corrective action is needed to resolve the issue)
❑Yes ❑No
Any visible signs of erosion and/or sediment accumulation attributed to your discharge?
If yes,please describe below(specify the location(s)where these conditions were found,and indicate whether modification,maintenance,
or corrective action is needed to resolve the issue)
❑Yes ❑No
Any visible signs of erosion and/ar sediment accumulation attributed to your discharge?
If yes,please describe below(specify the location(s)where these conditions were found,and indicate whether modification,maintenance,
or corrective action is needed to resolve the issue)
Items Repaired Since Last Inspection:
Comments: (Provide fi�rther detail for any checked Grey boxes on page 1)
Repair/Maintenance Items: (Provide a list of all E&S practices and pollution prevention measures that need repair or maintenance or were
installed improperly)
1.
2.
3.
4.
5.
INSPECTOR(PRINT NAME� INSPECTOR SIGNATURE
QL?ALIFIED PROFESSIONAL(PRINT NAME� QLT�LIFIED PROFESSIONAL SIGNATURE
OWNER/OPERATOR(PRINT NAME� OWNER/OPERATOR SIGNATiIRE
Page � 2
Appendix E
Record of Stabilization and Construction Activity Dates
(Sample Form)
Stormwater Pollution Prevention Plan
E
M I �R7 (�L�.
GRADING & STABILIZATION ACTIVITIES LOG
GRADING STABILIZATION
Temporary
Start Description of Activity End Date or Start Description of Measures and Location
Date Permanent Date
Page_of_
Appendix F
Post-Construction Inspections and Maintenance
Stormwater Pollution Prevention Plan
F
POST CONSTRUCTION
OPERATIONS AND MAINTENANCE REQUIREMENTS
lA INTRODUCTION
The importance of maintaining your stormwater management practices cannot be overlooked. Properly
maintaining your system can sa�e you tune and money down the road. If properly maintained, a system will not
require replacement and will not lead to failure.
2.0 FIRST YEAR MAINTENANCE
Site cover will require additional maintenance during the first year following installation. Owners will need to:
• Water grass areas once every three days for first month, and then provide a half inch of water per week during
the first year.
• Fertiliaation may be needed in the fall after the first growing season to increase plant vigor. Any fertilization
used shall be in accordance with local laws and regulations.
• Keeping the site free of vehicular and foot traffic or other weight loads.
3A FIRST YEAR INSPECTIONS
Site cover and associated structures and embankments should be inspected periodically for the first few months
following construction and then on an annual or biannual basis. Site inspections should also be performed
following all majar (i.e., intense storms, thunder storms, cloud burst, etc.) storm events. Items to check for
include (but are not limited to):
• Differential settlement of embankments, cracking or erosion.
• Lack of vigor and density of grass turf.
• Accumulation of sediments or litter on lawn areas,paved areas,or within catch basin sumps.
• Accumulation of pollutants,including oils or grease,in catch basin sumps.
• Damage or fatigue of storm sewer structures or associated components.
• Sources of sedimentation, specifically eroded areas in upland drainage areas, should be stabilized immediately
upon identification.
• Stabilization should be with vegetative practices or other erosion control practices when vegetative measures
do not prove effective. Soil slumpage and cracking should be stabilized and repaired immediately upon
identification.
• Reseeding to repair bare or eroding areas is required to assure grass stabilization.
4.0 BEST MANAGEMENT PRACTICES
The best way to maintain all systems described in this manual is to limit unnecessary discharges to these areas.
This can be accomplished by:
A. Vegetated areas and landscaping should be maintained to promote vigorous and dense growth. Lawn areas
should be mowed at least three times a year (more frequent mowing may be desired for aesthetic reasons).
Resultant yard waste shall be collected and disposed of off-site.
B. Paved areas should be swept at least twice a year. Additional sweeping may be appropriate in the early
spring for removal of deicing inaterials.
5.0 STORMWATER MANAGEMENT SYSTEMS
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POST CONSTRUCTION
OPERATIONS AND MAINTENANCE REQUIREMENTS
A. Green Roof& Stormwater Planters
PROBLEM ACTION REQUIRED
✓ Water or irrigate.
✓ Prune or remove dead or dying vegetation.
✓ Greater than 20%plant die off or wilting, even after rainy
periods. May require new vegetation or indicate a problein
with the soil medium.
✓ Yellowing vegetation may indicate a need for fertiliaer,but
do not fertilize unless eXplicitly included in the
management plan.
✓ Bare areas with no vegetation growing. These may become
Wilting or nutrient- �'eed problems in the future.
deprivedvegetation;bare Condition 1: Large number of plants dying from wilt If
areas developing on the
roof this is a one-time occurrence,review weatherand
landscaping records to see whether the die off seems
reasonable. If so, deeply water immediately, and plant
reinforcements in the spring.
Condition 2: Vegetation is dying andyellowing
For yellowing vegetation, consider testing the media forpH,
nutrient levels, and other factors that may affect growth.
Problems identified would go to a Leve13 inspector(see note to
right).
✓ Remove weeds by hand.
✓ Apply lime to kill moss.
Weeds or moss ✓ Kick-Out to Leve12 Inspection: Weeds cover more than
25% of the surface, or the original planting plan has been
com romised.
✓ Surface ponding more than 24 hours after a storm
event presents a hazard and needs to be addressed
immediately.
Condition 1: Further inspection shows debris is clogging the
outflow drainpipe
Ponding between storm
events Remove debris by hand and revisit within 24 hours to see
whether this action fixed the problem.
Condition 2: Debris has backed up to include the underdrain
Attempt to remove by hand or flush out with ahose.
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POST CONSTRUCTION
OPERATIONS AND MAINTENANCE REQUIREMENTS
✓
✓Remove debris by hand or flush through with ahose.
Green Roof Only ✓ Debris cannot be removed,or it appears that
Inspection port for roof debris has accumulated in the underdrains.
drainage (can be clogged Condition: If the damage is minor,repair damage directly,per
with debris) original design drawings
✓
Green Roof Only ✓Call contractor or individual in charge of regular
Damage to other roof building maintenance. This is a building
drainage structures (e.g., maintenance issue.
roof scuppers)
a. Green Roof(RR-10)
• Fertiliae water and weed as much as necessary, especially during the first two years as plants become
fully established.
• Monitor plants for viability during the first two years and replace as required.
• After plants ha�e been fully established, evaluate system twice per year for weeding of invasive
species and for safety and membrane inspections.
• Roof drains should be cleared when the soil substrate,vegetation or debris clog the inlet.
• Inspect drain inlets twice per year.
b. Stormwater Planters (RR-11)
• Fertiliae water and weed as much as necessary, especially during the first two years as plants become
fully established.
• Monitor plants for viability during the first two years and replace as required.
• After plants ha�e been fully established, evaluate system twice per year for weeding of invasive
species and for safety and membrane inspections. Prune and replace dead or dying vegetation.
• Roof drains should be cleared when the soil substrate,vegetation or debris clog the inlet.
• Inspect planters following any storm even greater than 0.5 inches of runoff at least twice in the first
six months.
• Inspect surface of planter for any evidence of sediment/debris build up or ponding issues.
C. Stormwater/Infiltration Chambers (I-4)
Each isolator row (if proposed) should initially be inspected immediately after completion of the site
construction, and should be inspected on a bi-annual basis until an understanding of the sites characteristics is
developed. The frequency for cleanout of chamber isolator rows will depend on the amount of sediment
build-up. Clean-out should occur when sediment build-up reaches an average depth of 3". When clean-out of
the isolator rows is required, it is recommended that a JetVac be used to remove the sediment accumulation.
D. Catch Basins
The frequency for cleanout of catch basin sumps will depend on the efficiency of mowing, sweeping, and
debris and litter removal. Sumps should be cleaned when accumulation of sediments are within six inches of
the catch basin outlet pipe. Disposal of material from catch basins sumps, drainage manholes, and trench
drains shall be in accordance with local, state, and federal guidelines.
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POST CONSTRUCTION
OPERATIONS AND MAINTENANCE REQUIREMENTS
B. Winter Maintenance
To prevent impacts to storm water management facilities, the following winter maintenance limitations,
restrictions, or requirements are recommended:
• Remove snow and ice from inlet structures, basin inlet and outlet structures and away from culvert
end sections.
• Snow removed from paved areas should not be piled at inlets/outlets of the storm water management
basin.
• Use of deicing materials should be limited to sand and "environmentally friendly"chemical products.
Use of salt mixtures should be kept to a minimum.
• Sand used for deicing should be clean, course material free of fines, silt, and clay.
• Materials used for deicing should be removed during the early spring by sweeping and/ or
vacuuming.
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Appendix G
USDA Soils Report
Stormwater Pollution Prevention Plan
G- 1
� Hydrologic Soil Group—Saratoga County, New York �
� o
a a
598670 5�.�680 598690 598700 598710 598720 598730 598740 598750 598760 598770 598780 59879D 5988W
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I I � � I I I I I � I
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- Map Scale:1:640 if prirrted on A IaixLscjpe(11"x 8.5")sheet. -
p M�PIS p
� N 0 5 10 ZO 30 �
� �
0 30 60 120 180
Mapprojection:VVebMercator Canermorclinates:WGS84 Edgetics:UTM 7�ne 18N WGS84
USDA Natural Resources Web Soil Survey 7/12/2021
� Conservation Service National Cooperative Soil Survey Page 1 of 4
Hydrologic Soil Group—Saratoga County, New York
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 0 C The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1 24,000.
0 C/D
Soils p Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons �
� A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
� �p Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
0 B
scale.
Transportation
Q B/D
� Rails Please rely on the bar scale on each map sheet for map
0 C ,� Interstate Highways measurements.
0 C/D US Routes Source of Map: Natural Resources Conservation Service
� p Web Soil Survey URL:
Major Roads Coordinate System: Web Mercator(EPSG3857)
� Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
� � q distance and area.A projection that preserves area,such as the
� Aerial Photography Albers equal-area conic projection,should be used if more
� � �� accurate calculations of distance or area are required.
ry B This product is generated from the USDA-NRCS certified data as
� B�p of the version date(s)listed below.
� � � Soil Survey Area: Saratoga County, New York
Survey Area Data: Version 20,Jun 11,2020
� C/D
Soil map units are labeled(as space allows)for map scales
� D 1:50,000 or larger.
� � Not rated or not available Date(s)aerial images were photographed: Jun 10,2015—Mar
Soil Rating Points 29,2017
0 A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
0 �� imagery displayed on these maps.As a result,some minor
� B shifting of map unit boundaries may be evident.
� Bi�
USDA Natural Resources Web Soil Survey 7/12/2021
� Conservation Service National Cooperative Soil Survey Page 2 of 4
Hydrologic Soil Group—Saratoga County, New York
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
WnB Windsor loamy sand,3 A 1.0 100.0°k
to 8 percent slopes
Totals for Area of Interest 1.0 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.�None Specified
USDA Natural Resources Web Soil Survey 7/12/2021
� Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group—Saratoga County, New York
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 7/12/2021
� Conservation Service National Cooperative Soil Survey Page 4 of 4
Appendix G
Infiltration Testing Report
Stormwater Pollution Prevention Plan
G-2
�rr�con
GevRe ort�-
�
Geotechnical Engineering Report
Proposed Mixed Use Building
Saratoga Springs, New York
September 5, 2019
Terracon Project No. JB195195
Prepared for:
Roohan Realty
Saratoga Springs, New York
Prepared by:
Terracon Consultants-NY, Inc.
dba Dente Group
Watervliet, New York
� �
September 5, 2019 1��rr�c�n
Roohan Realty GeoRepor�
519 Broadway
Saratoga Springs, New York 12866
Attn: Mr. Tom Roohan
ph: (518) 587-4500
Re: Geotechnical Engineering Report
Proposed Mixed Use Building
Saratoga Springs, New York
Terracon Project No. JB195195
Dear Mr. Roohan:
We have completed the Geotechnical Engineering services for the referenced project. This study
was performed in general accordance with Dente Group Proposal No. PJB195195 dated July 19,
2019 which was approved by your office on July 31, 2019. This report presents the findings of the
subsurface exploration and provides geotechnical recommendations concerning earthwork and the
design and construction of foundations, floor slabs, retaining walls and pavements for the proposed
project.
We appreciate the opportunity to be of service to you on this project. If you have any questions
concerning this report or if we may be of further service, please contact us at your convenience.
Sincerely,
Terracon Consultants-NY, Inc.
John S. Hutchison, P.E. Fred A. Dente, P.E.
Senior Engineer Principal
Dente Group -A Terracon Company 594 Broadway Watervliet, New York 12189
P (518) 266 0310 F (518) 266 9238 terracon.com
� �
REPORT TOPICS
INTRODUCTION............................................................................................................. 1
SITECONDITIONS......................................................................................................... 1
PROJECT DESCRIPTION.............................................................................................. 2
GEOTECHNICAL CHARACTERIZATION...................................................................... 2
GEOTECHNICAL OVERVIEW....................................................................................... 4
SEISMIC CONSIDERATIONS ........................................................................................ 4
EARTHWORK ................................................................................................................ 5
SHALLOW FOUNDATIONS........................................................................................... 8
DEEP FOUNDATIONS ................................................................................................... 8
FLOORSLABS ............................................................................................................ 10
RETAINING WALLS..................................................................................................... 11
GENERAL COMMENTS............................................................................................... 11
FIGURES ...................................................................................................................... 13
Note:This report was originally delivered in a web-based format. ^ �-~��^� text in the report indicates a referenced
section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the
GeoReport logo will bring you back to this page. For more interactive features, please view your project online at
client.terracon.com.
ATTAC H M E N TS
EXPLORATION AND TESTING PROCEDURES
PHOTOGRAPHY LOG
SITE LOCATION AND EXPLORATION PLANS
EXPLORATION RESULTS
SUPPORTING INFORMATION
Note: Refer to each individual Attachment for a listing of contents.
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Geotechnical Engineering Report
Proposed Mixed Use Building
267-269 Broadway
Saratoga Springs, New York
Terracon Project No. JB195195
September 5, 2019
INTRODUCTION
This report presents the results of our subsurface exploration and geotechnical engineering
services performed for the proposed mixed use building to be located at 267-269 Broadway in
the city of Saratoga Springs, New York. The purpose of these services is to provide information
and geotechnical engineering recommendations relative to:
Subsurface soil conditions Foundation design and construction
� Groundwater conditions Floor slab design and construction
Site preparation and earthwork Seismic site classification per NYSBC
� Lateral earth pressures Frost considerations
The geotechnical engineering scope of services for this project included the advancement of eight
test borings, which were advanced to depths ranging from 25.3 to 33.4 feet below existing site
grades.
Maps indicating the site and test boring locations are included as the attached :y° �d : u_ ��� and
Exploration Plans, respectively.
SITE CONDITIONS
The project site is located on the west side of Broadway between West Circular Street and
Congress Street. Hamilton Street flanks the site on its west side.While the site is currently vacant,
it was until recently occupied by a one to two story brick building, and an older aerial photograph
(circa 1964) indicates another structure predated the one recently removed.
Existing grades across the property are highest along its Broadway frontage at elevations of about
299 to 302 feet, and slope downward to the west, with ground surface elevations at about 293 to
294 feet along Hamilton Street. Overall topography in the site locale is gently rolling.
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PROJECT DESCRIPTION
As we understand it, the project entails construction of a new five-story mixed use building with
basement level parking and plan dimensions of about 65 x 240 feet. Preliminary plans envision
the first floor at an elevation of approximately 307 feet (about five feet above Broadway), with the
basement level parking at about elevation 295 (orjust above Hamilton Street).
The building will be a "podium" style with concrete/steel framing on the lower levels and wood
framing on the upper four floors. Anticipated foundation loads were not available at the time of
this report; for the purposes of this evaluation, we have assumed maximum column loads of 500
kips and wall loads of five kips per linear foot.
GEOTECHNICAL CHARACTERIZATION
We have developed a general characterization of the subsurface conditions based upon our
review of the subsurface exploration, geologic setting and our understanding of the project. This
characterization, termed GeoModel, forms the basis of our geotechnical calculations and
evaluation of site preparation and foundation options. Conditions encountered at each exploration
point are indicated on the individual subsurface logs. The individual logs can be found in the
_ and the GeoModel in the ; sections of this report.
We identified the following model layers within the subsurface profile. For a more detailed view of
the model layer depths at each boring location, refer to the GeoModel.
Model Layer Layer Name General Description
1 Fill Sand with varying amounts of silt and gravel, brown,
pieces of brick, occasional cobbles, cinders, slag
2 Native Sand Native sand with lesser amounts gravel and silt,
generally very loose to loose
3 Lake Clays Silt and clay, banded to varved, generally very soft to
soft
Silty sand with gravel, occasional cobbles and
4 Glacial Till boulders, gray to black, generally medium dense to
very dense
5 � Bedrock Limestone
Remains of an asphalt paved parking lot are present at the ground surface on the west side of
the site, and test borings in this area revealed existing pavement thickness of about 0.2 to 0.3
feet, along with a similar thickness of underlying gravel base. No distinct surface materials were
noted elsewhere.
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Beneath whatever surface materials were present, urban fill materials were found in each of the
boreholes advanced for this study, extending to depths between about 3 and 9 feet below the
existing ground surface. The fills typically consisted of sands with varying amounts of silt and
gravel, along with pieces of brick and occasional cobbles, cinders and slag. Test pits by others in
2017 revealed fills of similar composition to depths of approximately 5 to 9 feet.
The fills were underlain by a layer of native sands at most locations (all but test borings B-1 and
B-5 at the west end of the site), this ranging in thickness between approximately 2 and 8 feet
overall. The sands were of a very loose to loose relative density as indicated by measured SPT
N-values.
Lacustrine silt and clay deposits were encountered beneath the sands (or directly beneath the
existing fills at boreholes B-1 and B-5). These cohesive deposits were judged to be of a very soft
to soft consistency and extended to depths of about 25 to 31 feet below the existing ground
surface. Laboratory testing indicates the silts and clays classify among the CL (Lean Clay) group
using the Unified Soil Classification System (USCS). Measured liquid limits were between 37 and
40 percent, and corresponding plastic limits were each 23 percent. The natural moisture content
of the clay samples submitted for testing was between 37 and 39 percent, this at or near the liquid
limit in each case. A thin layer of glacial till was found beneath the silt and clay deposits at most
locations, this being no more than a few feet thick, medium dense to dense, and mantling the
underlying bedrock.
Bedrock was encountered at depths of approximately 25.2 to 33.4 feet below the existing ground
surface as evidenced by refusal of the drill tooling, this corresponding with bedrock surface
elevations between about 264 to 269 feet. Confirmatory rock core sampling at test boring B-2
indicates the bedrock consists of limestone which is lightly weathered and medium strong with
very close to close fracture spacing. Rock core recovery was 98 percent and measured RQD was
80 percent indicating a "good" rock mass quality. A photograph of the recovered rock core is
included with the subsurface logs.
Groundwater observations and measurements were made as the boreholes were completed. It
should be noted that these measurements may not reflect actual groundwater depths, as
adequate time may not have elapsed for groundwater to enter the augers and achieve a static
level prior to the measurements being taken.
Based upon the groundwater measurements and recovery of wet soil samples, it appears that
groundwater was present at depths of about 5 to 10 feet at the time of investigation, indicating a
groundwater surface elevation in the range of about 289 to 292 feet.
Fluctuations in groundwater level may occur because of seasonal variations in the amount of
rainfall, runoff, and other factors that may differ from those present at the time the explorations
were performed. Additionally, grade adjustments on and around the site, as well as surrounding
drainage improvements, may affect the water table.
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GEOTECHNICAL OVERVIEW
Planning for design and construction of the new building at the project site will be impacted primarily
by the presence of the existing urban fills and underlying soft native soils. The existing fill, which
varies in composition and is generally loose, is not considered suitable for direct support of building
foundations, although consideration may be given to leaving some of the fill in place beneath the
parking level floor slab with some limitations as outlined subsequently.
The loose sands and soft silt/clay native soils beneath the fill offer modest bearing capacity in the
context of the proposed construction. Considering this, conventional shallow spread foundations are
a potentially viable option for support of the building, but this will be dependent on actual building
loads and the limits of tolerable settlement. These parameters are discussed in the n. � �> .;
section. Should bearing capacity or settlement considerations preclude the use of
spread foundations, the building may be alternatively supported on steel H-piles driven to end
bearing on bedrock as outlined in the � , . # section.
Soils which are excavated for foundation construction are for the most part expected to consist of
existing fills. These materials are likely to be unsuitable for reuse as backfill because of their
excessive silt, unsuitable debris and rubble and should be wasted off site.
In general, groundwater is expected to be at or slightly below foundation excavation depths and
some dewatering should be anticipated in planning for design and construction of the building.
Groundwater and/or perched water encountered during construction is expected to be limited in
volume and standard sump and pump methods should be sufficient for its removal. Groundwater
may however impact on the design of any pits or deep utility lines depending on their planned depth
and/or configuration. Any such deeper features may require deeper well dewatering systems or
sheet piling to depress and maintain the groundwater beneath them.
The following sections of this report provide more detailed recommendations to assist in planning
for the geotechnical related aspects of the project. We should be provided with the opportunity to
review plans and specifications prior to their release for bidding to confirm that our
recommendations were properly understood and implemented, and to allow us to refine our
recommendations, if warranted, based upon the final design. The ������� ����e��� section
provides an understanding of the report limitations.
SEISMIC CONSIDERATIONS
The seismic design requirements for buildings and other structures are based on Seismic Design
Category. Site Classification is required to determine the Seismic Design Category for a structure.
The Site Classification is based on the upper 100 feet of the site profile defined by a weighted
average value of either shear wave velocity, standard penetration resistance, or undrained shear
strength in accordance with Section 20.4 of ASCE 7 and the International Building Code (IBC).
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Seismic Site Classification
Based on the soil properties encountered at the site as described on the exploration logs and the
results of shear wave velocity testing completed in similar subsurface profiles in the general
project area, it is our professional opinion that the seismic Site Class is D. Subsurface
explorations at this site were extended to a maximum depth of 33.4 feet. The site properties below
the boring depth to 100 feet were estimated based on our experience and knowledge of geologic
conditions of the general area.
Liquefaction
Liquefaction of the soils is not expected to not occur in response to earthquake motions. This
opinion is based upon the composition of the site soils and the results of shear wave velocity
testing completed in similar subsurface profiles in the general project area.
EARTHWORK
In general, earthwork is anticipated to include clearing, grubbing, cut and fill to establish the
planned site grades, removal and replacement of existing fills beneath the building pad as
necessary, compaction and stabilization of pavement subgrades, and fill/backfill around new
building foundations. The following sections provide recommendations for use in the preparation
of specifications for the work. Recommendations include critical quality criteria, as necessary, to
render the site in the state considered in our geotechnical engineering evaluation for foundations,
floor slabs and pavements.
Construction site safety is the sole responsibility of the contractor who controls the means,
methods, and sequencing of construction operations. Under no circumstances shall the
information provided herein be interpreted to mean Terracon is assuming responsibility for
construction site safety, or the contractor's activities; such responsibility shall neither be implied
nor inferred.
Site Preparation
Site preparation should begin with clearing and stripping of asphalt, topsoil and surficial organic
matter from the building pad. A pre-construction survey of adjoining properties should be
completed to define pre-existing cracks or deflections within the adjacent structures if H pile
foundations are selected. In addition, vibration monitoring at the site limits and at nearby
structures should be performed to verify whether the pile driving contractor's means and methods
are acceptable or require modification.
While consideration may be given to leaving some of the existing fills in place beneath the parking
level floor slab, we recommend the slab be seated on a structural fill layer a minimum of two feet
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thick to ensure the suitability, integrity and uniformity of materials directly beneath the slab.
Undercut subgrades should be proof-rolled as described below, with any soft areas stabilized
accordingly. Even with the partial replacement of existing fills and proof-rolling, the Owner must
accept some degree of risk that the slab may settle over time and require periodic maintenance.
If this risk cannot be accepted, the fills must be removed and replaced in their entirety beneath
the slab, or the slab should be supported on piles.
Prior to placing fills to raise site grades and/or after cuts are made to the plan subgrade elevations,
the subgrades should be proof-rolled using a steel drum roller with a static weight of at least five
tons. The roller should operate in the static mode, unless requested otherwise by the
Geotechnical Engineer observing the work, and travel at a speed not exceeding three feet per
second (two miles per hour). At least four passes with the roller should be made over the entire
subgrade surface. The method of proof-rolling may be modified by the Geotechnical Engineer
based upon the conditions exposed at the time of construction.
Soft areas identified by the proof-rolling should be investigated to determine the cause and
stabilized accordingly. These investigations may include the excavation of test pits. If existing fills
are found and determined by to be unsuitable by the Geotechnical Engineer, they should be
removed and replaced as deemed necessary.
Fill Material Types
Structural Fill should be used as fill and backfill in and around the proposed building pad. The fill
should consist of imported sand and gravel which meets the limits of gradation given below. All
imported materials should be free of recycled concrete, asphalt, bricks, glass, and pyritic shale
rock.
IMPORTED STRUCTURAL FILL
Sieve Size Percent Finer
3" 100
'/" 30 to 75
No. 40 5 to 40
No. 200 0 to 10
As previously noted, we recommend against the reuse of excavated existing fills. These
materials are considered unsuitable for reuse and should be wasted off-site.
Fill Compaction Requirements
New fills and backfills beneath and around the building pad should be placed in uniform loose
layers no more than about one-foot thick where heavy vibratory compaction equipment is used.
Smaller lifts should be used where hand operated equipment is required for compaction. Each lift
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should be compacted to no less than 95 percent of its maximum dry density as determined by the
Modified Proctor Compaction Test—ASTM D1557.
Temporary Excavation Slopes and Shoring
All excavations must be performed in accordance with federal Occupational Safety and Health
Administration (OSHA) standards, along with state and local codes, as applicable. Native site
soils should be considered Type C pursuant to 29 CFR Part 1926 Subpart P. The contractor
should be aware that slope height, slope inclination, and excavation depth should in no instance
exceed OSHA regulations. Flatter slopes than those dictated by the regulations or temporary
shoring may be required depending upon the soil conditions encountered and other external
factors. OSHA regulations are strictly enforced and if not followed, the owner, contractor, and/or
earthwork and utility subcontractor could be liable and subject to substantial penalties.
In general, excavations should not encroach within a zone of influence defined by a line extending
out and down from any existing structures at an inclination of 1 V:1.5H. Excavations that encroach
within this zone should be sheeted, shored, and braced to support the soil and adjacent structure
loads, or the structure should be underpinned to establish bearing at a deeper level.
If shoring is required, it should be designed by a NYS registered Professional Engineer. For
shoring design purposes, the total unit weight of the native soil and fill may be assumed equal to
115 pounds per cubic foot (pcf) above groundwater and 120 pcf below groundwater. A friction
angle equal to 30 degrees may be assumed. If sheet piles are installed, they should remain in
place because their removal could induce settlement of new and/or existing structures.
Construction Observation and Testing
The earthwork efforts and any pile driving should be monitored under the direction of the
Geotechnical Engineer. Monitoring should include documentation of adequate removal of topsoil
and unsuitable fills, proof-rolling, and stabilization of areas delineated by the proof-roll to require
mitigation.
Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved
by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested
for density and water content at a frequency of at least one test for every 2,500 square feet of
compacted fill in the building areas. One density and water content test should be performed for
every 50 linear feet of compacted utility trench backfill.
Foundation bearing grades and subgrades for floor slabs and pavements should be evaluated
under the direction of the Geotechnical Engineer. If unanticipated conditions are encountered, the
Geotechnical Engineer should prescribe mitigation options.
It should be understood the actual subsurface conditions that exist will only be known when the
site is excavated. The continuation of the Geotechnical Engineer into the construction phase of
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the project will allow for validation of the subsurface conditions assumed to exist for this study
and the design recommended in this report, including assessing variations, providing
recommendations and reviewing associated design changes.
SHALLOW FOUNDATIONS
The potential viability of shallow spread foundations should be evaluated once actual anticipated
building loads become available.
For preliminary planning purposes, we have estimated total settlements in the range of 1.5 to 2
inches for a spread foundation system. This assumes a column foundation 12 feet square with a
maximum contact pressure of 3,000 pounds per square foot (psf) bearing on a structural fill pad
3 feet thick (with the structural fill pad constructed over native undisturbed soils). We estimate
that roughly a third to half of the total settlement would occur semi-elastically, as construction
proceeds and as dead/live loads are placed. The remainder of the settlement would be expected
to occur gradually post-construction, as consolidation settlement over a period of a year or so.
We also expect settlements would be somewhat less at the east end of the building where there
would be some excavation load relief through cuts to establish the parking level floor grade.
Continuous strip footings should be at least two feet in width, and isolated footings should be at
least three feet in width. All exterior foundations should be seated at least four feet below final
adjacent grades for frost protection. Interior foundations (beneath heated spaces) should bear at
a nominal depth of two feet or more below finished floor to develop adequate bearing capacity.
Foundation Construction Considerations
The foundation bearing grades should consist of Structural Fill pads placed over native
undisturbed soils after all existing fill is removed (along with any remains of old structures or
otherwise unsuitable materials that may be found) as outlined in the _ : _ section. The
bearing surfaces should be thoroughly compacted as described herein. All final bearing grades
should be firm, stable, and free of loose soil, mud, water and frost.
The Geotechnical Engineer should approve the condition of the undercut subgrades prior to
construction of the bearing pads and should approve the final foundation bearing grades
immediately prior to placement of the reinforcing steel and concrete.
DEEP FOUNDATIONS
Deep Foundation Design Parameters
Steel H-piles are considered a feasible alternative for use at this site. The piles should be driven
to refusal on bedrock and designed for an allowable axial design load equal to the pile cross-
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sectional area times 35 percent of the yield stress of the steel. For example, an HP10x42 section
pile, with a cross-sectional area of 12.3 square inches and Grade 50 steel would have an
allowable axial capacity of 215 kips (12.3 in2 x 0.35 x 50 ksi). The allowable axial capacity may
be increased to 50 percent of the steel yield stress if dynamic load testing is performed in accord
with ASTM D4945 standards. This would increase the allowable capacity of an HP10x42 section
to 307 kips. A heavier pile section may also be used to achieve an increased axial load capacity.
An individual pile can be assumed to develop a lateral load capacity of at least ten (10) kips at
translations of one-quarter ('/4) inch or less with a semi-fixed head condition. For pile groups the
individual pile lateral load capacity should be reduced accordingly based upon the spacing and
configuration of the piles.
Lateral load capacity of pile caps may be calculated using a reduced passive earth pressure as
lateral pile capacity is predicated on allowable lateral translation of one-quarter ('/4) inch. The
coefficient of passive lateral earth pressure and total unit weight of compacted Structural Fill
against pile caps and grade beams may be assumed to equal 2.5 and 120 pounds per cubic foot,
respectively. Pile caps and grade beams should be seated at least four feet beneath adjacent
exterior grades to afford frost penetration protection.
The piles should be spaced no closer than three feet, with a minimum of three piles in any group
supporting columns not restrained laterally by grade beams or haunched slabs. Piles which are
laterally restrained may be installed in single or double pile groups. No pile group reduction factor
for vertical loads is considered necessary.
The H-Piles should be fitted with a cast steel Pruyn Point Shoe HP75500 as manufactured by
Associated Pile and Fitting Co., Inc. to protect the piles as they are driven through the fill materials
and into the very compact glacial till soils and/or bedrock.
The piles should be driven using a hammer capable of achieving design loads confirmed by
dynamic load testing. After the pile tip reaches the expected bedrock depth and penetration
becomes 1/4-inch or less for five consecutive blows, refusal will be considered to be reached if
the penetration for five additional blows is less than 1/4-inch.
A wave equation analysis should be performed to verify that the hammer, cushion, and pile section
employed achieves the design capacity without over-stressing the pile. Dynamic load testing
should be conducted on at least two piles at locations spaced around the site and approved by
the Geotechnical Engineer. Results of the wave equation analysis and load testing can be used
to refine the pile driving criteria.
Settlement of the pile top should consist of elastic shortening of the pile under the design load
and penetration of the pile into the bearing surface. Total axial movement of the pile top is not
expected to exceed one-half inch.
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Deep Foundation Construction Considerations
Obstructions may be encountered while attempting to drive the piles through the fill materials at
this site. In bidding the work, the Contractor should include provisions/costs for pre-drilling or
removal of any obstructions and associated delays in the pile driving operations.
All pile installation should be performed during the full-time observation of the Geotechnical
Engineer. The Geotechnical Engineer should also approve the condition of pile cap and/or
foundation subgrades immediately prior to placement of reinforcing steel and concrete.
FLOOR SLABS
Floor Slab Design Parameters
The parking level and/or building floor slabs should be constructed upon a minimum six-inch thick
base of crushed stone which conforms to requirements for ASTM C33 Blend 57 aggregate, which
itself is placed over imported structural fill after partial or complete removal of existing fill soils to
form the minimum two feet thickness of structural fill. If moisture sensitive coatings or floor
coverings will be placed on the floors, a vapor retarder, Stego Wrap 15 mil Class A or equivalent,
should be installed per ACI 302 and/or ACI 360 guidelines.
A vertical modulus of subgrade reaction equal to 200 pounds per cubic inch (pci) at the top of the
stone base layer may be assumed for the slab design purposes.
Floor Slab Construction Considerations
The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately
prior to placement of the floor slab support course, reinforcing steel, and concrete. Attention should
be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled
trenches are located.
Frost Considerations
It should be understood that sidewalks and pavements constructed upon the site's soils will heave
as frost seasonally penetrates the subgrades. The magnitude of the seasonal heave will vary with
many factors and result in differential movements. As the frost leaves the ground, sidewalks and
pavements will settle back, but not entirely in all areas. Where walks meet doorways or where
curbs and storm drains meet pavements, such differential heave and settlement may result in
undesirable displacements and create trip hazards. To limit the magnitude of heave and the
creation of these uneven joints to generally tolerable magnitudes for most winters, a 16-inch thick
crushed stone base course, composed of Blend 57 aggregate, may be placed beneath the
sensitive sidewalk, drive, etc. areas. The stone layer must have an underdrain placed within it.
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RETAINING WALLS
Retaining Wall Design Parameters
Structure walls that retain earth should be designed to resist lateral earth pressures together with
any applicable surcharge loads. Active earth pressures may be assumed for walls that are free to
deflect as the backfill is placed and surcharge loads applied. At-rest earth pressures should be
assumed for walls that are braced prior to backfilling or applying surcharge loads.
The following design parameters are provided to assist in determining the lateral wall loads,
whichever apply:
Soil's Angle of Internal Friction - 30 degrees
Coefficient of At-Rest Earth Pressure - 0.50
Coefficient of Active Earth Pressure - 0.33
Coefficient of Passive Earth Pressure - 3.00
Total Unit Weight of Soil - 120 pcf
Coefficient of Sliding Friction - 0.30 (concrete on native soils)
The recommended design parameters assume relatively level grades on either side of the wall,
that the wall is backfilled with a suitable granular fill, and that the backfill remains permanently
well-drained. Water must not be allowed to collect against the wall unless the wall is designed to
accommodate the added hydrostatic pressure. Drainage system recommendations are provided
below.
Subsurface Drainage for Below-Grade Walls
Retaining structures should be provided with a foundation level drain which may consist of a
nominal 4-inch diameter perforated PVC pipe embedded at the base of a minimum 12-inch wide
column of clean crushed stone (e.g., no. 1 and no. 2 size aggregate or ASTM Blend 57 stone).
The stone should be wrapped in a filter fabric(Mirafi 140N or equivalent)to inhibit siltation. Backfill
soils behind the crushed stone drainage layer should consist of Structural Fill. The drain line
should be sloped to provide positive gravity drainage to daylight, stormwater system, or to a sump
pit and pump.
GENERAL COMMENTS
Our analysis and opinions are based upon our understanding of the project, the geotechnical
conditions in the area, and the data obtained from our site exploration. Natural variations will occur
between exploration point locations or due to the modifying effects of construction or weather.
The nature and extent of such variations may not become evident until during or after construction.
Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide
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observation and testing services during pertinent construction phases. If variations appear, we
can provide further evaluation and supplemental recommendations. If variations are noted in the
absence of our observation and testing services on-site, we should be immediately notified so
that we can provide evaluation and supplemental recommendations.
Our Scope of Services does not include either specifically or by implication any environmental or
biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of
pollutants, hazardous materials or conditions. If the owner is concerned about the potential for
such contamination or pollution, other studies should be undertaken.
Our services and any correspondence or collaboration through this system are intended for the
sole benefit and exclusive use of our client for specific application to the project discussed and
are accomplished in accordance with generally accepted geotechnical engineering practices with
no third-party beneficiaries intended. Any third-party access to services or correspondence is
solely for information purposes to support the services provided by Terracon to our client.
Reliance upon the services and any work product is limited to our client and is not intended for
third parties. Any use or reliance of the provided information by third parties is done solely at their
own risk. No warranties, either express or implied, are intended or made.
Site characteristics as provided are for design purposes and not to estimate excavation cost. Any
use of our report in that regard is done at the sole risk of the excavating cost estimator as there
may be variations on the site that are not apparent in the data that could significantly impact
excavation cost. Any parties charged with estimating excavation costs should seek their own site
characterization for specific purposes to obtain the specific level of detail necessary for costing.
Site safety, and cost estimating including, excavation support, and dewatering requirements and
design are the responsibility of others. If changes in the nature, design, or location of the project
are planned, our conclusions and recommendations shall not be considered valid unless we
review the changes and either verify or modify our conclusions in writing.
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FIGURES
Contents:
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Terracon Project No.JB195195 GeoRepOrL
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......29 '��.���
30 �.'.33.3 4 ';.
26rJ ........................... 5 . ............ ..��3T.3.................................................................... � 32.4.......................
33
260
This is not a cross section.This is intended to display the Geotechnical Model only.See individual logs for more detailed conditions.
Model Layer Layer Name General Description
1 Fill Sand with varying amounts of silt and gravel,brown,pieces
of brick,occasional cobbles,cinders,slag
2 Native Sand Native sand with lesser amounts gravel and silt,generally
very loose to loose �
3 Lake Clays Silt and clay,banded to varved,generally very soft to soft
4 Glacial Till Silty sand with gravel,occasional cobbles and boulders,gray
to black,generally medium dense to very dense
5 Bedrock Limestone
LEGEND
■Asphalt �SiltyClay �Bedrock
�Aggregate Base Course �Glacial Till �Silty Sand
�Fill �Poorly-graded Sand �Gravlel 9raded Sand with
�First Water Observation NOTES:
Layering shown on this figure has been developed by the geotechnical
engineer for purposes of modeling the subsurface conditions as
required for the subsequent geotechnical engineering for this project.
Numbers adjacent to soil column indicate depth below ground surface.
Groundwater levels are temporal.The levels shown are representative of the date
and time of our exploration.Significant changes are possible over time.
Water levels shown are as measured during and/or after drilling.In some cases,
boring advancement methods mask the presence/absence of groundwater.See
individual logs for details.
ATTACH M ENTS
Responsive ■ Resourceful ■ Reliable
Geotechnical Engineering Report l��rracon
Proposed Mixed Use Building Saratoga Springs, New York �
September 5, 2019 Terracon Project No. JB195195 GeoReport
EXPLORATION AND TESTING PROCEDURES
Field Exploration
Number of Borings Boring Depth (feet) Location
8 � 25.2 to 33.4 � Building pad
Boring and Test Pit Layout and Elevations: The boring locations were established by Terracon
through GPS coordinates and/or tape measurements from existing site features. Approximate
elevations were obtained by Terracon through interpolation between topographic contour
intervals shown on the plans provided to us. If more precise locations and/or elevations are
desired, the as-drilled boring locations should be surveyed.
Subsurface Exploration Procedures: The test borings were made using a standard rotary drill
rig equipped with hollow stem augers. As the augers were advanced, the soils were sampled at
intervals of five feet or less in accordance with the Standard Method for Penetration Test and Split-
Barrel Sampling of Soils,ASTM D1586. Upon meeting refusal at borehole B-2,the refusal material
(in this case, bedrock) was cored to allow its characterization. The coring was completed in
general accordance with ASTM D2113 — Standard Practice for Rock Core Drilling and Sampling
of Rock for Site Investigation using an NQ-size double tube core barrel. One core run, five feet in
length, was made.
Our exploration team prepared field boring logs as part of the drilling operations. These field logs
included visual classifications of the materials encountered during drilling and our interpretation
of the subsurface conditions between samples. The sampling depths, penetration distances, and
other sampling information was recorded on the field boring logs.
The soil and rock core samples were placed in appropriate containers and taken to our soils
laboratory for classification by a Geologist or Geotechnical Engineer. The soils were described
based on the material's color, texture, plasticity and moisture condition. Rock classification was
conducted using locally accepted practices for engineering purposes; petrographic analysis may
reveal other rock types. Soil classifications are in general accordance with the Unified Soil
Classification System (USCS) as summarized herein. Rock classification was determined using
the Description of Rock Properties terms (also summarized herein). Final boring logs were
prepared, and they represent the Geotechnical Engineer's interpretation of the field logs and
laboratory classifications, along with any laboratory testing performed.
Laboratory Testing
Selected recovered samples from the test borings were submitted for laboratory testing as part of
the subsurface investigation, to confirm the visual classifications and to provide quantitative index
Responsive . Resourceful . Reliable tXPLuf�A"�iuN AN�TESi IN�i�ROCEDii��s�I ofi 2
Geotechnical Engineering Report l��rracon
Proposed Mixed Use Building Saratoga Springs, New York �
September 5, 2019 Terracon Project No. JB195195 GeoReport
properties for use in the geotechnical evaluation. This testing was performed in general
accordance with the following standard methods:
ASTM D2216 - Standard Test Methods for Laboratory Determination of Water (Moisture)
Content of Soil and Rock by Mass (3 samples tested)
ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils (1 sample tested)
ASTM D4318 - Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index
of Soils (2 samples tested)
Responsive . Resourceful . Reliable tXPLUKAi iuN���TE�i I�vi:�i��C�CEi�u�E�z ofi 1
SITE LOCATION AND EXPLORATION PLANS
Contents:
Site Location Plan
Exploration Plan
Note: All attachments are one page unless noted above.
Responsive .� Resourceful . Reliable
1��r�racon
269 Broadway Saratoga Springs, NY
September 5, 2019 Terracon Project No. JB195195 GeoReport
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT TOPOGRAPHIC MAP IMAGE COURTESY OF THE U.S.GEOLOGICAL SURVEY J�
INTENDED FOR CONSTRUCTION PURPOSES QUADRANGLES INCLUDE:SARATOGA SPRINGS,NY(1/1/1967).
�i l��r�racon
269 Broadway Saratoga Springs, NY GeoRe �l�t
September 5, 2019 Terracon Project No. JB195195 �
_ �,� �, �
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DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT AERIAL PHOTOGRAPHY PROVIDED BY
INTENDED FOR CONSTRUCTION PURPOSES MICROSOFT BING MAPS
EXPLORATION RESULTS
Contents:
Boring Logs (8 pages)
Rock Core Photo
Laboratory Test Results (2 pages)
Note: All attachments are one page unless noted above
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BORING LOG NO. B-1 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0776°Longitude:-73.7875° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:294(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
SPHALT +
AVEMENT BASE +
FILL-SILTY SAND, pieces of brick,occasional cobbles,fine to medium grained, �g 2-2-2-3
N=4
brown, moist to wet,very loose to very dense == 0 50/2"
1
5 �
�, 2� 1-1-1-1
N N=2
°' 7.5 286.5+/-
� VARVED SILT AND CLAY(CL-ML),gray to brown,moist to wet,very soft to soft 24 1-2-2-2
w N=4
Q
� 10
W W H/12"-1-2
~ 24
� N=1
0
i
0
a
�
�
� 15
a 24 WH/12"-2-2
�' 3 N=2
a
�
0
¢
�
m
rn
`° 20
N 24 WH-1-2-3
� N=3
m
J
J�J
>
0
? 25.0 269+/-
o SILTY SAND WITH GRAVEL(SM),occasional cobbles and boulders,fine to ' 25 1 50/2"
� edium grained,gray to black, moist,very dense
Q uger e usa a . e
�
�
0
�
�
�
0
w
�
J
Q
Z
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�
0
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LL
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W
Q Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
�
¢
a
w
� Advancement Method: See for a Notes:
" 3 1/4"ID HSA description of field and laboratory procedures
� used and additional data(If any). WH=Weight of Hammer
J
Q
� See for explanation of u
o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-13-2019 Boring Completed:08-13-2019
� � 5.1 feet while drilling 1��rr�con
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-2 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0775°Longitude:-73.7872° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:295(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
SPHALT +
AVEMENT BASE +
� FILL-SILTY SAND WITH GRAVEL, pieces of brick,fine to medium grained, 19 2 N=64
3.o brown to orange,moist, loose Z9z'i-
POORLY GRADED SAND(SP�,fine to medium grained,orange to brown,moist 4-3-4-3
to wet, loose 21 N_� 10
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N �.o zaa+i- N=4
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� 33.0 262+/-
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o description of field and laboratory procedures WH=Weight of Hammer
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¢
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o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-09-2019 Boring Completed:08-09-2019
� � 6.3 feet while drilling(prior to coring) 1��rr�con
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
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BORING LOG NO. B-3 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0775°Longitude:-73.7869° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:295.5(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
FILL-SILTY SAND WITH GRAVEL(SM�, pieces of brick,fine to medium grained, 3-7-6-5
brown, moist,very loose to medium dense 19 N=13
4 3-3-6-8
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5 14 2-3-3-2
�
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N Cinders and ieces of debris at about 6 feet
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c� Z black,wet,very loose
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�
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� used and additional data(If any). WH=Weight of Hammer
J
Q
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o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-13-2019 Boring Completed:08-13-2019
Z No free waterobserved 1��rr�con
a
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-4 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0775°Longitude:-73.7866° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:299(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
FILL-SILTY SAND(SM�, pieces of brick,trace rootlets,fine to medium grained, 1-3-4-3
brown, moist,very loose to loose �$ N=7
6 1-1-1-1
N=2
1
5 2 WH-1/18"
�
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� N=2
0
c�
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WZ . .'� wet, loose 10
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22
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�
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J
Q
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o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-12-2019 Boring Completed:08-12-2019
� � 9.5 feet while drilling 1��rr�con
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-5 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0775°Longitude:-73.7875° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
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DEPTH ELEVATION Ft.
O � �
SPHALT +
GGREGATE BASE COURSE +
FILL-POORLY GRADED SAND(SP�, pieces of brick,fine to medium grained, �g 2-5-5-4
brown, moist,very loose to medium dense N=10
1
19 4-2-3-4
N=5
5
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N VARVED SILT AND CLAY(CL-ML�,gray to brown,wet,very soft to medium stiff 22 N=2
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W N=3
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� 26.5 268+/-
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Q Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
�
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a
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� Advancement Method: See for a Notes:
" 3 1/4"ID HSA description of field and laboratory procedures
� used and additional data(If any). WH=Weight of Hammer
J
Q
� See for explanation of u
o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-08-2019 Boring Completed:08-08-2019
� � 5.5 feet while drilling 1��rr�con
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-6 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0774°Longitude:-73.7872° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:295.5(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
ASPHALT +
AVEMENT BASE +
� FILL-POORLY GRADED SAND(SP�,occasional cobbles,fine to medium 19 3-5-9-9
grained,orange to brown,moist, medium dense N=14
a.o 291.5+/- 22 6-6-9-9
° POORLY GRADED SAND WITH GRAVEL(SP�,trace silt,fine to medium N=15
� Z '�o grained,tan,wet,very loose to loose 5
� 2� 3-2-1-2
� o. �.o zaa.5+i- N=3
�
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c� to soft 24 N=4
w
Q
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W WH-2-2-3
~ 24
� N=4
0
i
0
a
�
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r N=3
�
0 3
�
m
rn
`° 20
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� N=1
m
J
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0
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� N=2
a
�
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� 28.5 267+/-
w
c� a ^ . zs.o pROBABLE GLACIAL TILL-SILTY SAND WITH GRAVEL(SM),fine to medium Z66.5+/-
� grained,gray,very dense 0 50/0"
ao sample recovery at this depth
� Auger and Sampler Refusa/af 29 Feef
J
Q
Z
�
�
0
�
0
�
LL
0
W
Q Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
�
¢
a
w
� Advancement Method: See for a Notes:
" 3 1/4"ID HSA description of field and laboratory procedures
� used and additional data(If any). WH=Weight of Hammer
J
Q
� See for explanation of u
o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-14-2019 Boring Completed:08-14-2019
� � 6.1 feet while drilling 1��rr�con
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-7 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0774°Longitude:-73.7869° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:297(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
FILL-SILTY SAND WITH GRAVEL(SM�, pieces of brick,trace slag,fine to 2-4-5-6
medium grained,brown,moist to wet, loose to medium dense 21 N=9
2� 4-4-4-4
N=8
1
5 19 3-4-7-4
�
N=11
� 11-11-10-9
o $o Grades to wet at about 7 feet 289+�_ 21 N=21
W SILTY SAND(SM�,fine grained, brown,wet, medium dense 3-4-4-3
Q z ' 21 N=8
a 10.0 287+/-
w VARVED SILT AND CLAY, brown, moist,very soft to medium stiff �� WH-1-2-4
~ 19
� N=3
0
i
0
a
�
�
� 15
� 24 2-3-4-4
r N=7
�
0
a
�
m
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� Grades to gray banded silt and clay WH/12"-1-2
� 24 N=1
m
J
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0
� 25
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� N=3
a
�
�
0
w
c�
�
� 30.0 267+/ 30
O
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� a "l�a. medium grained,gray, moist, loose to very dense 19 N=9
Q
z F 32.4 264.5+/- 0 50/0��
� Auger and Sampler Refusa/af 32.4 Feef
0
�
0
�
LL
0
W
Q Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
�
¢
a
w
� Advancement Method: See for a Notes:
" 3 1/4"ID HSA description of field and laboratory procedures
� used and additional data(If any). WH=Weight of Hammer
J
Q
� See for explanation of u
o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-08-2019 Boring Completed:08-08-2019
Z No free waterobserved 1��rr�con
a
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
BORING LOG NO. B-8 Pa e 1 of�
PROJECT: Proposed Mixed Use Building CLIENT: Roohan Realty
Saratoga Springs, New York
SITE: 267-269 Broadway
Saratoga Springs, New York
w 0 LOCATION See ^ ;O wa V � o
} ��
a U Latitude:43.0773°Longitude:-73.7867° � �Q ~ � �� w z
w a a w� � > �t7n Q�
a �
� � Approximate Surface Elev.:302(Ft.)+/- o �m Q � �� �O
DEPTH ELEVATION Ft.
O � �
FILL-POORLY GRADED SAND(SP�, pieces of brick,trace rootlets,fine to 2-4-4-4
medium grained,brown,moist, loose 14 N-$
19 2-2-5-10
N=7
1
5 � 5-3-2-2
�
N=5
� 5 1-2-4-6
o a.o zsa+i- N=6
W POORLY GRADED SAND(SP�,fine to medium grained,orange to brown,moist 1-2-3-2
Q to wet,very loose to loose 21
N=5
w Grades to wet at about 10 feet 1� 3_z_z_Z
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Q N=4
o z :
0 22 z-1-2-4
Q N=3
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a 16.0 286+�_ WH/12"-1-2
} VARVED SILT AND CLAY(CL-ML),gray,wet,very soft to soft 24 N=1
�
0
a
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m
rn
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z 4 �', '.' medium grained,gray,wet,dense to very dense
c� `.-,.,.:
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�
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0
W
Q Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic
�
¢
a
w
� Advancement Method: See for a Notes:
" 3 1/4"ID HSA description of field and laboratory procedures
� used and additional data(If any). WH=Weight of Hammer
J
Q
� See for explanation of u
o Abandonment Method: symbols and abbreviations.
� Boring backfilled with soil cuttings upon completion.
� Sealed with bituminous cold patch at surface. Elevations were interpolated from a topographic
� WATER LEVEL OBSERVATIONS
c� Boring Started:08-09-2019 Boring Completed:08-09-2019
Z No free waterobserved 1��rr�con
a
m Drill Rig:CME 45 Driller:S.Loiselle
� 594 Broadway
F Watervliet,NY Project No.:JB195195
GRAIN SIZE DISTRIBUTION
ASTM D422
U.S.SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS I HYDROMETER
6 4 3 2 1.5 � 3/4 1/2 3/8 3 4 6 $10 �416 20 30 40 50 60 100 140 200
100 �
95
90 10
85
80 20
75
70 30
65
60 40�
�, � m
x A
� c7 55 m
w z
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ui m O
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F z 40 60�
o U 2
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o GRAIN SIZE IN MILLIMETERS
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N
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Z COBBLES GRAVEL SAND SILT OR CLAY
� coarse I fine coarse I medium I fine
0
�
� BORING ID DEPTH %COBBLES %GRAVEL %SAND %SILT %FINES %CLAY USCS
N
� • B-2 3-5 0.0 12.9 79.7 7.4 SPSM
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Z GRAIN SIZE • SOIL DESCRIPTION
o � Sieve %Finer Sieve %Finer Sieve %Finer � POORLY GRADED SAND with SILT
1" 100.0
o �ss 19.387 3/4" 94.6 (SP-SM)
� D 0.973 1/2" 91.29
0 60 3/8" 90.69
Q �so 0.687 1/4" 87.94
a �so 0.329 #4 87.05
a #10 80.63 REMARKS
� D�o 0.126 #40 36.26 •
LL #100 10.86
o COEFFICIENTS #200 7.37
> Cc I 0.88 I
o C� 7.70
W . _
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W PROJECT: Proposed Mixed Use Building PROJECT NUMBER: JB195195
� � 1��rracon
0
� SITE: 267-269 Broadway 594 Broadway CLIENT: Roohan Realty
m Saratoga Springs, New York waterviiet,Nv Saratoga Springs, New York
Q
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ATTERBERG LIMITS RESULTS
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50
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� SITE: 267-269 Broadway 594 Broadway CLIENT: Roohan Realty
m Saratoga Springs, New York waterviiet,Nv Saratoga Springs, New York
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SUPPORTING INFORMATION
Contents:
General Notes
Unified Soil Classification System
Description of Rock Properties
Note: All attachments are one page unless noted above
Responsive . Resourceful . Reliable
GENERAL NOTES l��rr�con
DESCRIPTION OF SYMBOLS AND ABBREVIATIONS
Proposed Mixed Use Building Saratoga Springs,NeW Yo�k GeoReport
Terracon Project No.JB195195
SAMPLING WATER LEVEL FIELD TESTS
N Standard Penetration Test
� Water Initially Resistance(Blows/Ft.)
Encountered
� Water Level After a (HP) Hand Penetrometer
�Rock Core �Split Spoon Specified Period of Time
� Water Level After (T) Torvane
a Specified Period of Time
Water levels indicated on the soil boring logs are (�CP) Dynamic Cone Penetrometer
the levels measured in the borehole at the times
indicated. Groundwater level variations will occur uC Unconfined Compressive
over time. In low permeability soils, accurate Strength
determination of groundwater levels is not
possible with short term water level (PID) Photo-lonization Detector
observations.
(OVA) Organic Vapor Analyzer
DESCRIPTNE SOIL CLASSIFICATION 1
Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their
dry weight retained on a#200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils
have less than 50% of their dry weight retained on a#200 sieve; they are principally described as clays if they are plastic,
and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents
may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are
defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.
LOCATION AND ELEVATION NOTES I
�
Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The
accuracy of such devices is variable. Surface elevation data annotated with +/-indicates that no actual topographical
survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from
topographic maps of the area.
STRENGTH TERMS �
RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS
(More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.)
Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual
procedures or standard penetration resistance
Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or
(Density) N-Value (Consistency) Qu,(tsfl N-Value
Blows/Ft. Blows/Ft.
Very Loose 0-3 Very Soft less than 0.25 0-1
Loose 4-9 Soft 0.25 to 0.50 2-4
Medium Dense 10-29 Medium Stiff 0.50 to 1.00 4-8
Dense 30-50 Stiff 1.00 to 2.00 8-15
Very Dense >50 Very Stiff 2.00 to 4.00 15-30
Hard >4.00 >30
RELATIVE PROPORTIONS OF SAND AND GRAVEL RELATIVE PROPORTIONS OF FINES
Descriptive Term(s)of Percent of Descriptive Term(s)of Percent of
other constituents Dry Weight other constituents Dry Weight
Trace <15 Trace <5
With � 15-29 With � 5-12
Modifier >30 Modifier >12
GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION
Major Component of Sample Particle Size Term Plasticity Index
Boulders Over 12 in.(300 mm) Non-plastic 0
Cobbles 12 in.to 3 in.(300mm to 75mm) Low 1-10
Gravel 3 in.to#4 sieve(75mm to 4.75 mm) Medium 11-30
Sand #4 to#200 sieve(4.75mm to 0.075mm High >30
Silt or Clay Passing#200 sieve(0.075mm)
UNIFIED SOIL CLASSIFICATION SYSTEM 1��rracon
GeoReport
Soil Classification �
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Group Name
Symbol
Clean Gravels: Cu>_4 and 1 <_Cc<_3 GW Well-graded gravel ,
Mo e than 50%of Less than 5%fines ' Cu<4 and/or[Cc<1 or Cc>3.0]' GP Poorly graded gravel''
coarse fraction Fines classify as ML or MH GM Silty gravel '
retained on No.4 sieve Gravels with Fines —
Coarse-Grained Soils: More than 12%fines Fines classify as CL or CH GC Clayey gravel
More than 50%retained - —
on No.200 sieve Clean Sands: Cu>_6 and 1 <_Cc<_3 SW Well-graded sand _
Sands: Less than 5%fines Cu<6 and/or[Cc<1 or Cc>3.0] SP Poorly graded sand
50%or more of coarse _
fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand
sieve
More than 12%fines Fines classify as CL or CH SC Clayey sand �H��
PI>7 and plots on or above"A" CL Lean clay M
Inorganic:
Silts and Clays: PI<4 or plots below"A"line M� Silt'
Liquid limit less than 50 Liquid limit-oven dried Organic clay'���M,N
Fine-Grained Soils: Organic: <0.75 OL �,M,o
Liquid limit-not dried Organic silt
50%or more passes the - PI plots on or above"A"line CH Fat clay " `�
No.200 sieve Inorganic:
Silts and Clays: PI plots below"A"line MH Elastic Silt' •a M
Liquid limit 50 or more Liquid limit-oven dried Organic clay'°���M�P
Organic: <0.75 OH Y M Q
Liquid limit-not dried Organic silt
Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat
Based on the material passing the 3-inch(75-mm)sieve. If fines are organic,add"with organic fines"to group name.
If field sample contained cobbles or boulders,or both,add"with cobbles If soil contains>_15%gravel,add"with gravel"to group name.
or boulders,or both"to group name. If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay.
Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded `"-If soil contains 15 to 29%plus No.200,add"with sand"or"with
gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly gravel,"whichever is predominant.
graded gravel with silt, GP-GC poorly graded gravel with clay. o
'Sands with 5 to 12%fines require dual symbols: SW-SM well-graded if soil contains>_30/o plus No.200 predominantly sand,add
sand with silt,SW-SC well-graded sand with clay, SP-SM poorly graded
"sandy"to group name.
sand with silt,SP-SC poorly graded sand with clay. If soil contains>_30%plus No.200, predominantly gravel,add
2 "gravelly"to group name.
(��) '' PI>_4 and plots on or above"A"line.
'Cu=D6dD,o Cc= �PI<4 or plots below"A"line.
D10 X D60 -"PI plots on orabove"A"line.
If soil contains>_15%sand,add"with sand"to group name. PI plots below"A"line.
v If fines classify as CL-ML, use dual symbol GGGM,or SGSM.
60 I
For classifiication of fine-grained
soils ar�d firte-grained fraction '
�'
5a —of coarse-grained soils �����' —�\�e
Equation of°A"-line �J, ��p,
� Hprizontal at Pl-n to LL=25.5_
X 40 — then PI=0.73(LL-20) 0�
L11 �t
p Equation pf°U°-line
� Vertical at LL=1E to PI=7, G�
� 30 then PI=0.9(LL-8� �`
� `' �o�
� ' �a
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� MH or OH
a.
10 j
4 __ CL- 11fIL ML or OL
o �
0 14 ifi 20 30 40 50 60 70 80 90 100 110
LIQUID LIMIT(LLl s
Responsive ■ Resourceful ■ Reliable
DESCRIPTION OF ROCK PROPERTIES l��rr�con
GevReport
WEATHERING
Term Description
Unweathered No visible sign of rock material weathering, perhaps slight discoloration on major discontinuity surfaces. �
Slightly Discoloration indicates weathering of rock material and discontinuity surfaces. All the rock material may be
weathered discolored by weathering and may be somewhat weaker externally than in its fresh condition.
Moderately Less than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
weathered present either as a continuous framework or as corestones.
Highly More than half of the rock material is decomposed and/or disintegrated to a soil. Fresh or discolored rock is
weathered present either as a discontinuous framework or as corestones.
Completely All rock material is decomposed and/or disintegrated to soil. The original mass structure is still largely intact.
weathered
Residual soil All rock material is converted to soil. The mass structure and material fabric are destroyed. There is a large �
change in volume, but the soil has not been significantly transported.
STRENGTH OR HARDNESS
Description Field Identification Uniaxial Compressive
Strength, psi (MPa)
Extremely weak Indented by thumbnail 40-150 (0.3-1) �
Very weak Crumbles under firm blows with point of geological hammer, can be 150-700 (1-5)
peeled by a pocket knife
Weak rock Can be peeled by a pocket knife with difficulty, shallow indentations 700-4,000 (5-30)
made by firm blow with point of geological hammer
Medium strong Cannot be scraped or peeled with a pocket knife,specimen can be 4,000-7,000 (30-50)
fractured with single firm blow of geological hammer
Strong rock Specimen requires more than one blow of geological hammer to 7,000-15,000 (50-100)
fracture it
Very strong Specimen requires many blows of geological hammer to fracture it 15,000-36,000 (100-250)
Extremely strong Specimen can only be chipped with geological hammer >36,000 (>250) i
DISCONTINUITY DESCRIPTION
Fracture Spacing(Joints, Faults, Other Fractures) Bedding Spacing(May Include Foliation or Banding)
Description Spacing Description Spacing
Extremely close <3/4 in (<19 mm) Laminated <'h in (<12 mm)
Very close 3/4 in—2-1/2 in (19-60 mm) Very thin 'h in—2 in (12—50 mm)
i Close 2-1/2 in—8 in (60—200 mm) Thin 2 in— 1 ft. (50—300 mm)
Moderate 8 in—2 ft. (200—600 mm) Medium 1 ft.—3 ft. (300—900 mm)
Wide 2 ft.—6 ft. (600 mm—2.0 m) Thick 3 ft.—10 ft. (900 mm—3 m)
Very Wide 6 ft.—20 ft. (2.0—6 m) Massive i > 10 ft. (3 m)
Discontinuitv Orientation (Anale): Measure the angle of discontinuity relative to a plane perpendicular to the longitudinal axis of the
core. (For most cases, the core axis is vertical; therefore,the plane perpendicular to the core axis is horizontal.)For example, a
horizontal bedding plane would have a 0-degree angle.
ROCK QUALITY DESIGNATION (RQD)
Description RQD Value(%)
Very Poor 0-25
Poor 25—50
Fair 50—75
Good 75—90
Excellent 90- 100
" The combined length of all sound and intact core segments equal to or greater than 4 inches in length,expressed as a
percentage of the total core run length.
Reference: U.S. Department of Transportation, Federal Highway Administration, Publication No FHWA-NHI-10-034, December 2009
Technical Manual for Desiqn and Construction of Road Tunnels—Civil Elements
Appendix G
NYSDEC and USGS Aquifer Mapping
Stormwater Pollution Prevention Plan �
G-3
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�I'IIYI�I']I �I'1� �I'll'1�1��� �P�4�1.J1��1'S � r ••�
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Source:NYSDEC
Environmental Mapper
Database
~ Er�gineering cand STORMWATER POLLUTION PREVENTION PLAN NYSDEC PRIMARY AND
�°f��' Land 5urveying, P.C. PRINCIPAL AQUIFERS
269 BROADWAY
1533 Crescent Road SARATOGA SPRINGS, NEW YORK
Clifton Park, New York 12065
(518)371-0799
Not to Sca/e
Appendix G
NYSDEC Environmental Resource Mapper
Stormwater Pollution Prevention Plan
G-4
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Source:NYDEC
"` �ar�e Rlants or Animals ENVIRONMENTAL
RESOURCE MAPPER
~ Er�gineering cand STORMWATER POLLUTION PREVENTION PLAN NYDEC ENVRIONMENTAL
�°f��' Land 5urveying, P.C. RESOURCE MAPPER
269 BROADWAY
1533 Crescent Road SARATOGA SPRINGS, NEW YORK
Clifton Park, New York 12065
(518)371-0799
Not to Sca/e
.
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Source:NYDEC
� �tivat�-bod��+c assifi�a�c��(ar La aes ENVIRONMENTAL RESOURCE
MAPPER
� Stat��e�.al�ted FreShwat��1�L'e-lands
� ~ Er�gineering cand STORMWATER POLLUTION PREVENTION PLAN NYDEC Environmental
'f�� Land 5urveying, P.C. Resource Mapper
269 BROADWAY
1533 Crescent Road SARATOGA SPRINGS, NEW YORK Wetlands Mapper
Clifton Park, New York 12065
(518)371-0799
Not to Sca/e
Appendix G
USFWS National Wetlands Inventory (NWI) Mapping
Stormwater Pollution Prevention Plan
G-5
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Deepwater
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� Freshwater Emer�ent Wetlan�l
Fresf�water F�reste�'Shru6
� lh'etland
� Fresh«�ater Fond
� Lak2
� �thzr Source:National Wetlands
❑ ����2r��,z Inventory
STORMWATER POLLUTION PREVENTION PLAN
��f��' Lagd 5urveyl���P.C. 269 BROADWAY National Wetlands Inventory
1533 Crescent Road SARATOGA SPRINGS, NEW YORK
Clifton Park, New York 12065
(518)371-0799
Not to Sca/e
Appendix G
FEMA FIRM Floodplain Mapping
Stormwater Pollution Prevention Plan
G-6
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C�rcu�or S� �I, , �, �9AP NIJMBER
a � , � 36091C0433 E
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( � ��� AUGUST 16,1995
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This is an official FIRMette showing a portion of the above-referenced fload map created From
the MSC FIRMette Web tool.7his map does not reflect changes or amendments which may have
. been made subsequent to the date on the title block.For additional information about how to
make sure the map is current,please see the Flood Hazard Mapping Updates Overview Fact Shee[
available on the FEMA Flood Map Service Center home page at https://msc.fema.gov.
Appendix G
USFWS Threatened and Endangered Species Screening
(IPac)
Stormwater Pollution Prevention Plan
G-7
[..Y.
��.�,<, f'1•fJi�N11.1!LJ}1.
. .K7'lk�'fl'fi�
� United States Department of the Interior �,�
= -_� " FISH AND WILDLIFE SERVICE t
New York Ecological Services Field Office
3817 Luker Road
Cortland,NY 13045-9385
Phone: (607) 753-9334 FaY: (607) 753-9699
http://www.fws.gov/northeast/nyfo/es/section7.htm
In Reply Refer To: July 12, 2021
Consultation Code: 05E1NY00-2021-SLI-3377
Event Code: 05E1NY00-2021-E-10342
Project Name: 269 Broadway
Subject: List of threatened and endangered species that may occur in your proposed project
location or may be affected by your proposed project
To Whom It May Concern:
The enclosed species list identifies threatened, endangered, proposed and candidate species, as
well as proposed and final designated critical habitat, that may occur within the boundary of your
proposed project and/or may be affected by your proposed project. The species list fulfills the
requirements of the U.S. Fish and Wildlife Service (Service) under section 7(c) of the
Endangered Species Act(ESA) of 1973, as amended (16 U.S.C. 1531 et seq.). This list can also
be used to determine whether listed species may be present for projects without federal agency
involvement. New information based on updated surveys, changes in the abundance and
distribution of species, changed habitat conditions, or other factors could change this list.
Please feel free to contact us if you need more current information or assistance regarding the
potential impacts to federally proposed, listed, and candidate species and federally designated
and proposed critical habitat. Please note that under 50 CFR 402.12(e) of the regulations
implementing section 7 of the ESA, the accuracy of this species list should be verified after 90
days. This verification can be completed formally or informally as desired. The Service
recommends that verification be completed by visiting the ECOS-IPaC site at regular intervals
during project planning and implementation for updates to species lists and information. An
updated list may be requested through the ECOS-IPaC system by completing the same process
used to receive the enclosed list. If listed, proposed, or candidate species were identified as
potentially occurring in the project area, coordination with our office is encouraged. Information
on the steps involved with assessing potential impacts from projects can be found at: http://
www.fws.gov/northeast/nvfo/es/se ction7.htm
Please be aware that bald and golden eagles are protected under the Bald and Golden Eagle
Protection Act (16 U.S.C. 668 et seq.), and projects affecting these species may require
development of an eagle conservation plan (http:Uwww.fws.gov/windenerg_�
ea_le guidance.html). Additionally, wind energy projects should follow the Services wind
07/12/2021 Event Code: 05E1NY00-2U21-E-10342 2
energy guidelines (http://www.fws.gov/windenerge�) for minimizing impacts to migratory birds
and bats.
Guidance for minimizing impacts to migratory birds for projects including communications
towers (e.g., cellular, digital television, radio, and emergency broadcast) can be found at: http://
www.fws.gov/mi ratorybirds/CurrentBirdIssues/Hazards/towers/towers.htm; http://
www.towerkill.com; and http://www.fws.gov/mi ratorybirds/CurrentBirdIssues/Hazards/towers/
comtow.html.
We appreciate your concern for threatened and endangered species. The Service encourages
Federal agencies to include conservation of threatened and endangered species into their project
planning to further the purposes of the ESA. Please include the Consultation Tracking Number
in the header of this letter with any request for consultation or correspondence about your project
that you submit to our office.
Attachment(s):
• Official Species List
07/12I2021 Event Code: 05E1NY00-2021-E-10342 1
Official Species List
This list is provided pursuant to Section 7 of the Endangered Species Act, and fulfills the
requirement for Federal agencies to "request of the Secretary of the Interior information whether
any species which is listed or proposed to be listed may be present in the area of a proposed
action".
This species list is provided by:
New York Ecological Services Field Office
3817 Luker Road
Cortland, NY 13045-9385
(607) 753-9334
07I12/2021 Event Code: 05E1NY00-2021-E-10342 2
Project Summary
Consultation Code: 05E1NY00-2021-SLI-3377
Event Code: 05E1NY00-2021-E-10342
Project Name: 269 Broadway
Project Type: DEVELOPMENT
Project Description: 269 Broadway is currently vacant besides a small parking lot and is in the
T-6 Transect Zone. Proposed construction of a 6 story(70 foot high)
mixed-use building.
Project Location:
Approximate location of the project can be viewed in Google Maps: https://
www.google.com/maps/(a�43.0774196,-73.78712413400987,14z
�N.i_ u+�,_It.i 3ffi '
9F}�R�'7�1@SS Pi
�
,9�'n an F�rrt�
¢S.� .tirq�w
�1 .
� �
�;��� _ �,��p��
.�
'r.
U6
.j
1{f L�,.{���.��r'..� � �_`��;�
� �Y ��
J� . . [:
a"
Counties: Saratoga County, New York
07/12/2021 Event Code: 05E1NY00-2U21-E-10342 3
Endangered Species Act Species
There is a total of 0 threatened, endangered, or candidate species on this species list.
Species on this list should be considered in an effects analysis for your project and could include
species that exist in another geographic area. For example, certain fish may appear on the species
list because a project could affect downstream species.
IPaC does not display listed species or critical habitats under the sole jurisdiction of NOAA
Fisheries1, as USFWS does not have the authority to speak on behalf of NOAA and the
Department of Commerce.
See the "Critical habitats" section below for those critical habitats that lie wholly or partially
within your project area under this office's jurisdiction. Please contact the designated FWS office
if you have questions.
l. NOAA Fisheries, also known as the National Marine Fisheries Service (NMFS), is an
office of the National Oceanic and Atmospheric Administration within the Department of
Commerce.
Critical habitats
1 HERE ARE NO CRI l ICAL HABITI�l S WI 1 HIN YOUR PROJECT AREA UNDER TH1S OFFICE'S
JURISDICTION.
Appendix G
SHPO CRIS Historic Places Screening Maps
Stormwater Pollution Prevention Plan
G-8
A' 'f, � • �� .,.� .��
' �`�" � � �'�'� PROJECT - �,.
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�urvey Building Areas(View� (�'iav,r�
�
Consultation Projeats(View) �5M 6uildirrg �istricts(View)
Source:NY
CULTURALRESOURCE
� INFORMATION SYSTEM
�, STORMWATER POLLUTION PREVENTION PLAN
�°f��' Lagd 5urveyi�ng�P.C. NFORMATION SOYSTEM
269 BROADWAY
1533 Crescent Road SARATOGA SPRINGS, NEW YORK
Clifton Park, New York 12065
(518)371-0799
Not to Sca/e
Appendix H
Pre-Development Watershed Delineation Map
Stormwater Pollution Prevention Plan
H- 1
� o � , �� .,�, ; �-,. �S„., � 291.2 + L,4JVDS r
� _ `'' ? THE SARA TOGA ,,_�:
'' BOOK:2012 PAGE:16�
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� W 4 A BOOK.1040SP�GE•3�
� � SUBCATCHMENT
� 3�- 8" "HANDICAPPED T�^ef rn. ��� ?� t ,:
J' � ` 3 � � PARKING" TYP. INDICATOR
��`L `� 291.4 + ` 1 7 SUBCATCHMENT LABEL
�
TCH BASIN 6
� � M=291.81 �
V(A)=289.55, 12"RCP 2-STORY
� 3 ONNECTION NOT EVIDENT BRICK BUILDING
I � � / NUMBER
� � � 3 �(A) `B o ACREAGE CURVE
�? STORM MH 5 j
(D) RIM=292.35
S �� � SUMP=289.18 J
MAINTENANCE ACCESS /
-� ,$+�p FOR CATCH BASIN 6 CATCH BASIN 4
U RIM=291.41
����.��, � � �" 3 INV(A)=287.84. 12"HDPE ` ���=��,,�,y,
2, 16"RCP V h � � INV(8)=287.97, 12"HDPE / INV(A)=288..
d(�)=28b.S7, 12"HDPE � � �p � INV(8)=288..��, T2'k=;.
fNV(C)=286.93, 16"RCP r�
-sn,-�asz ng :�'•una� = sT F
� 3� � STOP•• FE=292 88
� -� � �c � (A� RIM=29�.4v�
W 3 c�, Q 292sT <e � iNv(a)=zs�
� � � � �a � �oNc
� `' � � Cp � ST �URB
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_ + 292.0 _st la� `�
� 3 �..,
3 3 V CB (e� RIM 28�.
INV(A)=eU�;.... „. xu
� � ASPHALT ST � INV(8)=288.26, 6"PVC
547061P 90 h L� �^� PARKING LOT _ �q� `
&82398.419 � �� (C)
EL:293.48' s
�.P.F� 292 GRAVE92.J� + ST_sT293
� O UMPSTER �9J
G �ONC
Nj • �URB
W � � ��;� � o o (e� Ss-SS I FFE=295.42 � niv(aj�zsr,
� ., ��M-.�<.,-.���� HQ ., . � fd.4Fdi"•la.?h� .
COM SPITq� ONL� T� O� CONC. �6J
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(� �
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� N `
� f � �� / � �� ���J� CO/yCRETE SIOF�yqLK 2g7
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� � �' � 3 `�' o�h 24� I `�Q� 269 BROADWAY SARAT��r� LLC 9g
�' 3 I �� BDOK:2019 PAGE:29745 2
C.I.R.F ,✓�
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,r�r� �:� � NM16 � FLEMING \ 29¢,6 - - J TAX ID(M.R.���-1-7 �� � j =
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PTY POLE '` � 0.� � � 47 + r
� 29�..7. . . . . . . . . . . E . . . . . . . . f � �
`?,5.44' � � 3 O . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . / �
� 3 � � 0 _ �
` �, � � � � 295./. . . . . . + 295..6. . . . . . . . . . �,� Q � o
a S � J
� . . . . . . . . . . . .
3
�9� � '�� . . . . . . . . . . . . . . . +.296:Q. . {.�m . 296.1 f � �
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l� h 3�O l, / BPN GRASS . . . . . . . . . . . . . . .\ +296.6 / 4 �. O ' �
s 3 �, CONCRE S/D . K .�H. . U
O �v/ � fWqt . . . . . . .. . . . . . . . / ,��� � v M�
v BENCl� . W
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� Zg6 � / n-io^+aMson� �3�� � �j ��
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j � 3 - + ���»� �. , �` ' . . . . . . . . e �Q � � /
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d' V ASPHALT
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f � h 3 V h � PARKING LOT 2g7 297.3 + /. . . .�. . . 0. . . . . . . . . . . . � GPS �
b � � O � . . . . . . . . . . . . � N:1�897.4J:_:
� y, � U ASPHALT I . . . . . . . . . . . � O �i E:6� 699.811
� � � �. �� . � 3 3 �,. �
� V PARKING LOT � � rh � �
�'o`� ��>. C�,.I
�°� .� �°, � + 298.4 l. . . . �J . 264.7 ' . . ti �:r
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(rzEc) h '� . � ? OS a 3 a 3
%I '3os_. � � o
� � � �
7ATCH BASIN 17 GRASS V �- �
RIM=295.64 0
=291.41, 12"RCP � U /
� 3p5'3 3
� �� 299 � /FFE=300.64 /
_ , 20' 10' 0 20'
SCALE: 1" = 20'
THE ALTERATION OF THIS MATERIAL IN SUBMITTAL / REVISIONS 269 BROADWAY CONTRACT No.: -
ANY WAY, UNLESS DONE UNDER THE No. DATE DESCRIPTION BY REVIEWED BY: DATE PROJ. MANAGER: JWE MJ PROJ. No.: 987.04
DIRECTION OF A COMPARABLE E n g i n ee ri n g a n d EX I ST I N G WAT E RS H E D
PROFESSIONAL, (I.E.) ARCHITECT FOR CHIEF DESIGNER: JWE DATE: SEPTEMBER 2020
AN ARCHITECT, ENGINEER FOR AN DESIGNED BY: JWE ��
ENGINEER OR LANDSCAPE ARCHITECT DRAWN BY: JWE L a n d S u rvey i n g � P . C .
FOR A LANDSCAPE ARCHITECT, IS A _ P LAN
VIOLATION OF THE NEW YORK STATE CHECKED BY: �� ��
EDUCATION LAW AND/OR REGULATIONS 1533 CC'@SC@Ilt ROad - CIIft011 PaC'k, NY 12065 PRIME HOLDINGS EW�1
AND IS A CLASS "A" MISDEMEANOR.
SEAL CITY OF SARATOGA NEW YORK
Appendix H
Pre-Development HydroCAD Model
Stormwater Pollution Prevention Plan
H-2
3L
BROADWAY
ZS
1L
(new Subcat) 4S
HAMILTON STREET
(new Subcat)
Subcat Reach on Link Routing Diagram for Existing Conditions
Prepared by{enter your company name here}, Printed 7/12/2021
HydroCADO 10.00-22 s/n 05594 02018 HydroCAD Software Solutions LLC
Existing Conditions
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 2
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.424 39 >75% Grass cover, Good, HSG A (2S)
0.435 98 Paved parking, HSG A (2S, 4S)
0.860 69 TOTAL AREA
Existing Conditions
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 3
Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.424 0.000 0.000 0.000 0.000 0.424 >75% Grass cover, Good 2S
0.435 0.000 0.000 0.000 0.000 0.435 Paved parking 2S, 4S
0.860 0.000 0.000 0.000 0.000 0.860 TOTAL AREA
Existing Conditions Type 1124-hr 1-YR Rainfa11=2.18"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 4
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=0.26"
Flow Length=292' Tc=7.4 min CN=68 Runoff=0.26 cfs 0.018 af
Subcatchment4S: (new Subcat) Runoff Area=1,036 sf 100.00% Impervious Runoff Depth=1.95"
Tc=6.0 min CN=98 Runoff=0.07 cfs 0.004 af
Link 1L: HAMILTONSTREET Inflow=0.26 cfs 0.018 af
Primary=0.26 cfs 0.018 af
Link 3L: BROADWAY Inflow=0.07 cfs 0.004 af
Primary=0.07 cfs 0.004 af
Total Runoff Area = 0.860 ac Runoff Volume = 0.022 af Average Runoff Depth = 0.31"
49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac
Existing Conditions Type 1124-hr 1-YR Rainfa11=2.18"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 5
Summary for Subcatchment 2S: (new Subcat)
Runoff = 0.26 cfs @ 12.02 hrs, Volume= 0.018 af, Depth= 0.26"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.18"
Area (s� CN Description
17,926 98 Paved parking, HSG A
18,482 39 >75% Grass cover, Good, HSG A
36,408 68 Weighted Average
18,482 50.76% Pervious Area
17,926 49.24% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.1 100 0.0850 0.27 Sheet Flow,
Grass: Short n= 0.150 P2= 2.57"
1.3 192 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
7.4 292 Total
Summary for Subcatchment 4S: (new Subcat)
Runoff = 0.07 cfs @ 11.97 hrs, Volume= 0.004 af, Depth= 1.95"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-YR Rainfall=2.18"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Summary for Link 1 L: HAMILTON STREET
Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 0.26" for 1-YR event
Inflow = 0.26 cfs @ 12.02 hrs, Volume= 0.018 af
Primary = 0.26 cfs @ 12.02 hrs, Volume= 0.018 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Existing Conditions Type 1124-hr 1-YR Rainfa11=2.18"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 6
Summary for Link 3L: BROADWAY
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 1.95" for 1-YR event
Inflow = 0.07 cfs @ 11.97 hrs, Volume= 0.004 af
Primary = 0.07 cfs @ 11.97 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Existing Conditions Type 1124-hr 10-YR Rainfa11=3.62"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 7
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=0.97"
Flow Length=292' Tc=7.4 min CN=68 Runoff=1.33 cfs 0.068 af
Subcatchment4S: (new Subcat) Runoff Area=1,036 sf 100.00% Impervious Runoff Depth=3.39"
Tc=6.0 min CN=98 Runoff=0.12 cfs 0.007 af
Link 1L: HAMILTONSTREET Inflow=1.33 cfs 0.068 af
Primary=1.33 cfs 0.068 af
Link 3L: BROADWAY Inflow=0.12 cfs 0.007 af
Primary=0.12 cfs 0.007 af
Total Runoff Area = 0.860 ac Runoff Volume = 0.074 af Average Runoff Depth = 1.04"
49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac
Existing Conditions Type 1124-hr 10-YR Rainfa11=3.62"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 8
Summary for Subcatchment 2S: (new Subcat)
Runoff = 1.33 cfs @ 12.00 hrs, Volume= 0.068 af, Depth= 0.97"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=3.62"
Area (s� CN Description
17,926 98 Paved parking, HSG A
18,482 39 >75% Grass cover, Good, HSG A
36,408 68 Weighted Average
18,482 50.76% Pervious Area
17,926 49.24% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.1 100 0.0850 0.27 Sheet Flow,
Grass: Short n= 0.150 P2= 2.57"
1.3 192 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
7.4 292 Total
Summary for Subcatchment 4S: (new Subcat)
Runoff = 0.12 cfs @ 11.97 hrs, Volume= 0.007 af, Depth= 3.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 10-YR Rainfall=3.62"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Summary for Link 1 L: HAMILTON STREET
Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 0.97" for 10-YR event
Inflow = 1.33 cfs @ 12.00 hrs, Volume= 0.068 af
Primary = 1.33 cfs @ 12.00 hrs, Volume= 0.068 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Existing Conditions Type 1124-hr 10-YR Rainfa11=3.62"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 9
Summary for Link 3L: BROADWAY
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 3.39" for 10-YR event
Inflow = 0.12 cfs @ 11.97 hrs, Volume= 0.007 af
Primary = 0.12 cfs @ 11.97 hrs, Volume= 0.007 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Existing Conditions Type 1124-hr 100-YR Rainfa11=5.93"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 10
Time span=0.00-60.00 hrs, dt=0.01 hrs, 6001 points x 3
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method
Subcatchment2S: (new Subcat) Runoff Area=36,408 sf 49.24% Impervious Runoff Depth=2.57"
Flow Length=292' Tc=7.4 min CN=68 Runoff=3.65 cfs 0.179 af
Subcatchment4S: (new Subcat) Runoff Area=1,036 sf 100.00% Impervious Runoff Depth=5.69"
Tc=6.0 min CN=98 Runoff=0.20 cfs 0.011 af
Link 1L: HAMILTONSTREET Inflow=3.65 cfs 0.179 af
Primary=3.65 cfs 0.179 af
Link 3L: BROADWAY Inflow=0.20 cfs 0.011 af
Primary=0.20 cfs 0.011 af
Total Runoff Area = 0.860 ac Runoff Volume = 0.190 af Average Runoff Depth = 2.65"
49.36% Pervious = 0.424 ac 50.64% Impervious = 0.435 ac
Existing Conditions Type 1124-hr 100-YR Rainfa11=5.93"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 11
Summary for Subcatchment 2S: (new Subcat)
Runoff = 3.65 cfs @ 11.99 hrs, Volume= 0.179 af, Depth= 2.57"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=5.93"
Area (s� CN Description
17,926 98 Paved parking, HSG A
18,482 39 >75% Grass cover, Good, HSG A
36,408 68 Weighted Average
18,482 50.76% Pervious Area
17,926 49.24% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.1 100 0.0850 0.27 Sheet Flow,
Grass: Short n= 0.150 P2= 2.57"
1.3 192 0.0150 2.49 Shallow Concentrated Flow,
Paved Kv= 20.3 fps
7.4 292 Total
Summary for Subcatchment 4S: (new Subcat)
Runoff = 0.20 cfs @ 11.97 hrs, Volume= 0.011 af, Depth= 5.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Type II 24-hr 100-YR Rainfall=5.93"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry,
Summary for Link 1 L: HAMILTON STREET
Inflow Area = 0.836 ac, 49.24% Impervious, Inflow Depth = 2.57" for 100-YR event
Inflow = 3.65 cfs @ 11.99 hrs, Volume= 0.179 af
Primary = 3.65 cfs @ 11.99 hrs, Volume= 0.179 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Existing Conditions Type 1124-hr 100-YR Rainfa11=5.93"
Prepared by {enter your company name here} Printed 7/12/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 12
Summary for Link 3L: BROADWAY
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth = 5.69" for 100-YR event
Inflow = 0.20 cfs @ 11.97 hrs, Volume= 0.011 af
Primary = 0.20 cfs @ 11.97 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 0.00-60.00 hrs, dt= 0.01 hrs
Appendix I
Post-Development Watershed Delineation Map
Stormwater Pollution Prevention Plan
I - 1
� � � �.w, ,;_- ��"' A
� � � 291.2 + �
� J /
� 3 I '
I / LEGEND:
� I � �
� � 1
� � � �� /� / � � BOUNDAR MENT
3 � �
� SUBCATCHMENT
� I � BOUNDARY
� � - �
� 3� 8" I I �, ` �, ' �, ' �,' �, GREEN ROOF
' � � 3 -� � I /
� \ `� I 291.4 + �
� SUBCATCHMENT
� TCH BASIN 6 I INDICATOR
/ � � M=291.81 I
/ � 3 V(A)=289.55, 12"RCP 2-STORY
c.� ONNECTION NOT EVIDENT I BRICK BUILDING
� � 3 (q) 1 7 SUBCATCHMENT LABEL
�
� � �i �.B �
�? STORM MH 5 I
(D) � RIM=292.35 �
s �� SUMP=289.18 � CURVE
�' MAINTENANCE ACCESS � � CATCH BASIN 4 ACREAGE
-� ,$+�p FOR CATCH BASIN 6 � NUMBER
U RIM=291.41
� �" 3 � INV(A)=287.84, 12"HDPE CATCH BASIN 3
=1��."' O INV(8)=287.97, 12"HDPE RIM=291.25
2, 16"RCP V h c,� INV(A)=288.32, 12"HDPE
d(�3j=28b.S7, 12"HDPE � � � INV(8)=288.35, 12"HDPE
fNV(C)=286.93, 16"RCP I
-��,_����, F��•���� � \ ST '�'� 29 �
� 3 � � \ \ E 2 S8 STORM MH 2
t� 3 Q \ \ 'sT(A> I INV(A)9288.41, 12"HDPE
� 3 � � - - - - �B
� � o �-B � INV(8)=288.70, 12"HDPE
a. � � � � ` ST INV(C)=288.97, 8"PVC
� \� � T \ �
I � _� � �292.0 �ST �A� � SAN. MH 1
, ' ! � i <e
, � �B � RIM=292.89
� i � / INV(A)=288.11, 6"PVC �
GPS 1 - - - � \ S � INV(8)=288.26. 6"PVC
547061.090 � � �� (A) �"
582398.41�
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l� r W W W W W W A� p�E
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� � � � � 3 3 HYDRANT NHC_; �
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� � B � W W W W W W � g� �
r` W W W W W v� 0.31 9$ W W W W W
� � 3 . �_ ,o W W W W W W `S= W W W `�
W W W W W W v� �, �, �, �, GREEN ROOF SEE DETAIL
�,lYrC �i � �p� W W W W W W W W W W W W ��Cr'JOr'J
�E IN WEST- FACE � `
� s W W W W W W v� 29g,6 W W W 1
� /-
_B�Y �OLE � � ?� ' W W W W W W W W W W W �
, 1 `
� 3 + ••• ,,, W W W W W W W W W � \
.... �
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r �+ � ���� ••• ... W W W W W W W W W � .L.
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� �, � 1S -'-__ i �LI
"`f -- i STORMWATER PLANTERS (TYP. 5)
, � --
' � _ �- -- 8� 24' 47„w ; S .......:::.:.:--_ � `�? SEE DETAIL 2/C505
U � � � 3 �, ; ..... '
� 3 � �, � ' / �. � � J ��
�- Q / -F 296.4
�� W �� �„ .�- ` m � � 3
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h 3 h. � / � 297.3 + / � ' cPs �
�y b � � O � � N:1�897.4J:-:
3 `� � / � � E:s� sss.att
r
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;�"CLAY 4+ � / � FF _ - � �� � �
�"CLAY � � / 298.0 +�/ � E 3p��2 M1-- --� '
t2" ACP � / J / 3 3
"(REC) \ � � /� - � 1 � � O
7ATCH BASIN 17 / � / �' �
RIM=295.64 /
=291.41, 12"RCP � �I/� // / I 3
✓/ ' �/ � � 3 /
/ � FFE=300.64 !
� ' 299.7 / '
1 = , / � 20' 10' 0 20'
....,.r.,... ..r.�,.,.�
SCALE: 1" = 20'
THE ALTERATION OF THIS MATERIAL IN SUBMITTAL / REVISIONS 269 BROADWAY CONTRACT No.: -
ANY WAY, UNLESS DONE UNDER THE No. DATE DESCRIPTION BY REVIEWED BY: DATE PROJ. MANAGER: JWE MJ PROJ. No.: 987.04
DIRECTION OF A COMPARABLE E n g i n ee ri n g a n d
PROFESSIONAL, (I.E.) ARCHITECT FOR CHIEF DESIGNER: JWE DATE: SEPTEMBER 2020
AN ARCHITECT, ENGINEER FOR AN DESIGNED BY: �WE �� P RO POS E D WAT E RS H E D
ENGINEER OR LANDSCAPE ARCHITECT DRAWN BY: JWE L a n d S u rvey i n g � P . C .
FOR A LANDSCAPE ARCHITECT, IS A
VIOLATION OF THE NEW YORK STATE CHECKED BY: - � ^ �� PW-�
EDUCATION LAW AND/OR REGULATIONS 1533 CC'@SC@Ilt ROad - CIIft011 PaC'k, NY 12065 PRIME HOLDINGS
AND IS A CLASS "A" MISDEMEANOR.
SEAL CITY OF SARATOGA NEW YORK
Appendix I
Post-Development HydroCAD Model
Stormwater Pollution Prevention Plan
I -2
9S
Rest of Bu ding
8S
�OS 6th FI orTerrace
Green�oof
3S � 7L
6L 8P
12P Broadway eroadway
Hami on Street C2 Green Roof
Terrece St�water
Plant rs
CB
10P �� ce
9P �- 35P
(new Pond)
2$ DMH2 UNDERGROUND
DETENTION
Hamilton Street
Subcat Reach on Link Routing Diagram for Proposed Green Roof
Prepared by{enter your company name here}, Printed 10/13/2021
HydroCADO 10.00-22 s/n 05594 02018 HydroCAD Software Solutions LLC
Proposed HydroCAD
Proposed Green Roof
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 2
Area Listing (selected nodes)
Area CN Description
(acres) (subcatchment-numbers)
0.142 39 >75% Grass cover, Good, HSG A (2S)
0.143 61 >75% Grass cover, Good, HSG B (10S)
0.196 98 Paved parking, HSG A (2S, 3S)
0.378 98 Roofs, HSG A (8S, 9S, 10S)
0.860 82 TOTAL AREA
Proposed HydroCAD
Proposed Green Roof
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 3
Soil Listing (selected nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.716 HSG A 2S, 3S, 8S, 9S, 10S
0.143 HSG B 10S
0.000 HSG C
0.000 HSG D
0.000 Other
0.860 TOTAL AREA
Proposed HydroCAD
Proposed Green Roof
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 4
Ground Covers (selected nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.142 0.143 0.000 0.000 0.000 0.286 >75% Grass cover, Good 2S, 10S
0.196 0.000 0.000 0.000 0.000 0.196 Paved parking 2S, 3S
0.378 0.000 0.000 0.000 0.000 0.378 Roofs 8S, 9S,
10S
0.716 0.143 0.000 0.000 0.000 0.860 TOTAL AREA
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 5
Summary for Subcatchment 2S: Hamilton Street
Runoff = 0.17 cfs @ 11.99 hrs, Volume= 0.008 af, Depth> 0.32"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1year Rainfall=2.24"
Area (s� CN Description
7,504 98 Paved parking, HSG A
6,202 39 >75% Grass cover, Good, HSG A
13,706 71 Weighted Average
6,202 45.25% Pervious Area
7,504 54.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, min Tc
Summary for Subcatchment 3S: Broadway
Runoff = 0.07 cfs @ 11.96 hrs, Volume= 0.004 af, Depth> 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1year Rainfall=2.24"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, MIN TC 6.0
Summary for Subcatchment 8S: 6th Floor Terrace
Runoff = 0.36 cfs @ 11.96 hrs, Volume= 0.019 af, Depth> 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1year Rainfall=2.24"
Area (s� CN Description
5,185 98 Roofs, HSG A
5,185 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 6
Summary for Subcatchment 9S: Rest of Building
Runoff = 0.31 cfs @ 11.89 hrs, Volume= 0.014 af, Depth> 1.87"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1year Rainfall=2.24"
Area (s� CN Description
3,847 98 Roofs, HSG A
3,847 100.00% Impervious Area
Summary for Subcatchment 10S: Green Roof
Runoff = 0.41 cfs @ 11.98 hrs, Volume= 0.018 af, Depth> 0.69"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 1year Rainfall=2.24"
Area (s� CN Description
6,247 61 >75% Grass cover, Good, HSG B
7,423 98 Roofs, HSG A
13,670 81 Weighted Average
6,247 45.70% Pervious Area
7,423 54.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Summary for Pond 8P: C2 Green Roof
Inflow Area = 0.314 ac, 54.30% Impervious, Inflow Depth > 0.69" for 1year event
Inflow = 0.41 cfs @ 11.98 hrs, Volume= 0.018 af
Outflow = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 5.00 hrs, Volume= 0.000 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 357.51'@ 20.00 hrs Surf.Area= 4,576 sf Storage= 784 cf
Flood Elev= 358.20' Surf.Area= 4,576 sf Storage= 2,151 cf
Plug-Flow detention time=(not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 7
Volume Invert Avail.Storage Storage Description
#1 358.00' 915 cf 11.00'W x 416.00'L x 0.20'H Pondinglmpervious
#2 357.50' 458 cf 416.00'W x 11.00'L x 0.50'H Soil Media
2,288 cf Overall x 20.0% Voids
#3 357.33' 778 cf 11.00'W x 416.00'L x 0.17'H Drainage Laye�lmpervious
2,151 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 294.25' 12.0" Round Culvert
L= 7.8' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 294.25'/294.17' S= 0.0103 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 357.50' 0.500 in/hr Exfiltration over SurFace area above 357.50'
Conductivity to Groundwater Elevation = 300.00'
Excluded Surface area = 4,576 sf
#3 Device 1 358.00' 8" Dome Grate X 6.00
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.800 0.220 0.390 0.450 0.500 0.540 0.580
0.610 0.680 0.700 0.740 0.780 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=0.00 cfs @ 5.00 hrs HW=357.33' TW=298.15' (Dynamic Tailwater)
L1=Culvert (Passes 0.00 cfs of 22.97 cfs potential flow)
�2=Exfiltration ( Controls 0.00 cfs)
3=8" Dome Grate ( Controls 0.00 cfs)
Summary for Pond 9P: DMH2
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 0.28" for 1year event
Inflow = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af
Outflow = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min
Primary = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.01'@ 12.63 hrs
Flood Elev= 298.00'
Device Routing Invert Outlet Devices
#1 Primary 292.88' 12.0" Round Culvert
L= 146.5' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.88'/292.14' S= 0.0051 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.05 cfs @ 12.63 hrs HW=293.01' TW=292.16' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 0.05 cfs @ 1.27 fps)
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 8
Summary for Pond 10P: (new Pond)
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 0.28" for 1year event
Inflow = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af
Outflow = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af, Atten= 0%, Lag= 0.0 min
Primary = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 292.16'@ 12.63 hrs
Device Routing Invert Outlet Devices
#1 Primary 292.04' 12.0" Round Culvert
L= 64.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.04'/289.74' S= 0.0359 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.05 cfs @ 12.63 hrs HW=292.16' TW=0.00' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 0.05 cfs @ 0.94 fps)
Summary for Pond 12P: Terrace Stormwater Planters
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 0.75" for 1year event
Inflow = 0.60 cfs @ 11.91 hrs, Volume= 0.032 af
Outflow = 0.47 cfs @ 11.98 hrs, Volume= 0.029 af, Atten= 22%, Lag= 4.2 min
Primary = 0.47 cfs @ 11.98 hrs, Volume= 0.029 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 300.55'@ 11.98 hrs Surf.Area= 449 sf Storage= 333 cf
Flood Elev= 301.00' Surf.Area= 449 sf Storage= 1,931 cf
Plug-Flow detention time=69.7 min calculated for 0.029 af(90% of inflow)
Center-of-Mass det. time= 34.7 min ( 769.8 - 735.2 )
Volume Invert Avail.Storage Storage Description
#1 300.50' 1,795 cf 3.70'W x 194.00'L x 0.50'H 6" Pondingx 5 -Impervious
#2 299.00' 135 cf 3.70'W x 24.25'L x 1.50'H Soil Mediax 5
673 cf Overall x 20.0% Voids
#3 298.00' 1 cf 6.0" Round Pipe Storagex 5 -Impervious
L= 1.5'
1,931 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 293.00' 6.0" Round Culvert
L= 6.9' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 293.00'/292.97' S= 0.0043 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
#2 Device 1 299.00' 0.250 in/hr Exfiltration Thru Media over SurFace area above 299.00'
Conductivity to Groundwater Elevation = 220.00'
Excluded Surface area = 449 sf
#3 Device 1 300.50' 8" Nyloplast Dome X 5.00
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 9
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.080 0.220 0.390 0.450 0.450 0.500 0.580
0.630 0.670 0.700 0.740 0.760 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=0.46 cfs @ 11.98 hrs HW=300.55' TW=292.70' (Dynamic Tailwater)
L1=Culvert (Passes 0.46 cfs of 2.02 cfs potential flow)
�2=Exfiltration Thru Media( Controls 0.00 cfs)
3=8" Nyloplast Dome (Custom Controls 0.46 cfs)
Summary for Pond 35P: UNDERGROUND DETENTION
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 0.67" for 1year event
Inflow = 0.47 cfs @ 11.98 hrs, Volume= 0.029 af
Outflow = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af, Atten= 89%, Lag= 38.9 min
Primary = 0.05 cfs @ 12.63 hrs, Volume= 0.012 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.09'@ 12.63 hrs Surf.Area= 1,711 sf Storage= 842 cf
Flood Elev= 296.00' Surf.Area= 1,711 sf Storage= 4,064 cf
Plug-Flow detention time= 195.4 min calculated for 0.012 af(41% of inflow)
Center-of-Mass det. time= 121.3 min ( 891.1 - 769.8 )
Volume Invert Avail.Storage Storage Description
#1 292.98' 2,278 cf Contech ChamberMaxx 2016x 48 Inside#2
Inside= 49.6"W x 25.2"H => 6.63 sf x 7.12'L = 47.2 cf
Outside= 49.6"W x 30.0"H => 6.92 sf x 7.12'L = 49.3 cf
Row Length Adjustment= +0.32' x 6.63 sf x 6 rows
#2 292.00' 1,787 cf 29.00'W x 59.00'L x 4.00'H Stone Bed
6,844 cf Overall - 2,377 cf Embedded= 4,467 cf x 40.0% Voids
4,064 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 292.98' 6.0" Round Culvert X 4.00
L= 13.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.98'/292.98' S= 0.0000 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Primary OutFlow Max=0.05 cfs @ 12.63 hrs HW=293.09' TW=293.01' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 0.05 cfs @ 0.59 fps)
Summary for Link 6L: Hamilton Street
Inflow Area = 0.836 ac, 65.81% Impervious, Inflow Depth > 0.29" for 1year event
Inflow = 0.17 cfs @ 11.99 hrs, Volume= 0.020 af
Primary = 0.17 cfs @ 11.99 hrs, Volume= 0.020 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 10
Summary for Link 7L: Broadway
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth > 1.87" for 1year event
Inflow = 0.07 cfs @ 11.96 hrs, Volume= 0.004 af
Primary = 0.07 cfs @ 11.96 hrs, Volume= 0.004 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 11
Summary for Subcatchment 2S: Hamilton Street
Runoff = 0.66 cfs @ 11.98 hrs, Volume= 0.029 af, Depth> 1.09"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10year Rainfall=3.73"
Area (s� CN Description
7,504 98 Paved parking, HSG A
6,202 39 >75% Grass cover, Good, HSG A
13,706 71 Weighted Average
6,202 45.25% Pervious Area
7,504 54.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, min Tc
Summary for Subcatchment 3S: Broadway
Runoff = 0.12 cfs @ 11.96 hrs, Volume= 0.006 af, Depth> 3.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10year Rainfall=3.73"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, MIN TC 6.0
Summary for Subcatchment 8S: 6th Floor Terrace
Runoff = 0.61 cfs @ 11.96 hrs, Volume= 0.032 af, Depth> 3.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10year Rainfall=3.73"
Area (s� CN Description
5,185 98 Roofs, HSG A
5,185 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 12
Summary for Subcatchment 9S: Rest of Building
Runoff = 0.53 cfs @ 11.89 hrs, Volume= 0.024 af, Depth> 3.22"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10year Rainfall=3.73"
Area (s� CN Description
3,847 98 Roofs, HSG A
3,847 100.00% Impervious Area
Summary for Subcatchment 10S: Green Roof
Runoff = 1.02 cfs @ 11.97 hrs, Volume= 0.046 af, Depth> 1.75"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 10year Rainfall=3.73"
Area (s� CN Description
6,247 61 >75% Grass cover, Good, HSG B
7,423 98 Roofs, HSG A
13,670 81 Weighted Average
6,247 45.70% Pervious Area
7,423 54.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Summary for Pond 8P: C2 Green Roof
Inflow Area = 0.314 ac, 54.30% Impervious, Inflow Depth > 1.75" for 10year event
Inflow = 1.02 cfs @ 11.97 hrs, Volume= 0.046 af
Outflow = 0.10 cfs @ 12.56 hrs, Volume= 0.017 af, Atten= 90%, Lag= 35.0 min
Primary = 0.10 cfs @ 12.56 hrs, Volume= 0.017 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 358.00'@ 12.55 hrs Surf.Area= 4,576 sf Storage= 1,240 cf
Flood Elev= 358.20' Surf.Area= 4,576 sf Storage= 2,151 cf
Plug-Flow detention time=208.2 min calculated for 0.017 af(38% of inflow)
Center-of-Mass det. time= 123.9 min ( 910.8 - 786.9 )
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 13
Volume Invert Avail.Storage Storage Description
#1 358.00' 915 cf 11.00'W x 416.00'L x 0.20'H Pondinglmpervious
#2 357.50' 458 cf 416.00'W x 11.00'L x 0.50'H Soil Media
2,288 cf Overall x 20.0% Voids
#3 357.33' 778 cf 11.00'W x 416.00'L x 0.17'H Drainage Laye�lmpervious
2,151 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 294.25' 12.0" Round Culvert
L= 7.8' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 294.25'/294.17' S= 0.0103 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 357.50' 0.500 in/hr Exfiltration over SurFace area above 357.50'
Conductivity to Groundwater Elevation = 300.00'
Excluded Surface area = 4,576 sf
#3 Device 1 358.00' 8" Dome Grate X 6.00
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.800 0.220 0.390 0.450 0.500 0.540 0.580
0.610 0.680 0.700 0.740 0.780 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=0.09 cfs @ 12.56 hrs HW=358.00' TW=300.52' (Dynamic Tailwater)
L1=Culvert (Passes 0.09 cfs of 22.64 cfs potential flow)
�2=Exfiltration ( Controls 0.00 cfs)
3=8" Dome Grate (Custom Controls 0.09 cfs)
Summary for Pond 9P: DMH2
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 1.18" for 10year event
Inflow = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af
Outflow = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min
Primary = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.26'@ 12.24 hrs
Flood Elev= 298.00'
Device Routing Invert Outlet Devices
#1 Primary 292.88' 12.0" Round Culvert
L= 146.5' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.88'/292.14' S= 0.0051 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.39 cfs @ 12.24 hrs HW=293.24' TW=292.39' (Dynamic Tailwater)
L1=Culvert (Barrel Controls 0.39 cfs @ 2.27 fps)
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 14
Summary for Pond 10P: (new Pond)
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 1.18" for 10year event
Inflow = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af
Outflow = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af, Atten= 0%, Lag= 0.0 min
Primary = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 292.41'@ 12.24 hrs
Device Routing Invert Outlet Devices
#1 Primary 292.04' 12.0" Round Culvert
L= 64.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.04'/289.74' S= 0.0359 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=0.39 cfs @ 12.24 hrs HW=292.39' TW=0.00' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 0.39 cfs @ 1.59 fps)
Summary for Pond 12P: Terrace Stormwater Planters
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 1.68" for 10year event
Inflow = 1.01 cfs @ 11.91 hrs, Volume= 0.073 af
Outflow = 0.86 cfs @ 11.97 hrs, Volume= 0.070 af, Atten= 15%, Lag= 3.3 min
Primary = 0.86 cfs @ 11.97 hrs, Volume= 0.070 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 300.58'@ 11.97 hrs Surf.Area= 449 sf Storage= 432 cf
Flood Elev= 301.00' Surf.Area= 449 sf Storage= 1,931 cf
Plug-Flow detention time=41.0 min calculated for 0.070 af(95% of inflow)
Center-of-Mass det. time=22.4 min ( 795.4 - 772.9 )
Volume Invert Avail.Storage Storage Description
#1 300.50' 1,795 cf 3.70'W x 194.00'L x 0.50'H 6" Pondingx 5 -Impervious
#2 299.00' 135 cf 3.70'W x 24.25'L x 1.50'H Soil Mediax 5
673 cf Overall x 20.0% Voids
#3 298.00' 1 cf 6.0" Round Pipe Storagex 5 -Impervious
L= 1.5'
1,931 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 293.00' 6.0" Round Culvert
L= 6.9' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 293.00'/292.97' S= 0.0043 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
#2 Device 1 299.00' 0.250 in/hr Exfiltration Thru Media over SurFace area above 299.00'
Conductivity to Groundwater Elevation = 220.00'
Excluded Surface area = 449 sf
#3 Device 1 300.50' 8" Nyloplast Dome X 5.00
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 15
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.080 0.220 0.390 0.450 0.450 0.500 0.580
0.630 0.670 0.700 0.740 0.760 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=0.84 cfs @ 11.97 hrs HW=300.58' TW=293.15' (Dynamic Tailwater)
L1=Culvert (Passes 0.84 cfs of 2.02 cfs potential flow)
�2=Exfiltration Thru Media( Controls 0.00 cfs)
3=8" Nyloplast Dome (Custom Controls 0.84 cfs)
Summary for Pond 35P: UNDERGROUND DETENTION
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 1.60" for 10year event
Inflow = 0.86 cfs @ 11.97 hrs, Volume= 0.070 af
Outflow = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af, Atten= 51%, Lag= 16.5 min
Primary = 0.42 cfs @ 12.24 hrs, Volume= 0.051 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.29'@ 12.15 hrs Surf.Area= 1,711 sf Storage= 1,137 cf
Flood Elev= 296.00' Surf.Area= 1,711 sf Storage= 4,064 cf
Plug-Flow detention time= 133.2 min calculated for 0.051 af(73% of inflow)
Center-of-Mass det. time=61.3 min ( 856.7 - 795.4 )
Volume Invert Avail.Storage Storage Description
#1 292.98' 2,278 cf Contech ChamberMaxx 2016x 48 Inside#2
Inside= 49.6"W x 25.2"H => 6.63 sf x 7.12'L = 47.2 cf
Outside= 49.6"W x 30.0"H => 6.92 sf x 7.12'L = 49.3 cf
Row Length Adjustment= +0.32' x 6.63 sf x 6 rows
#2 292.00' 1,787 cf 29.00'W x 59.00'L x 4.00'H Stone Bed
6,844 cf Overall - 2,377 cf Embedded= 4,467 cf x 40.0% Voids
4,064 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 292.98' 6.0" Round Culvert X 4.00
L= 13.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.98'/292.98' S= 0.0000 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Primary OutFlow Max=0.29 cfs @ 12.24 hrs HW=293.28' TW=293.24' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 0.29 cfs @ 0.85 fps)
Summary for Link 6L: Hamilton Street
Inflow Area = 0.836 ac, 65.81% Impervious, Inflow Depth > 1.15" for 10year event
Inflow = 0.88 cfs @ 12.01 hrs, Volume= 0.080 af
Primary = 0.88 cfs @ 12.01 hrs, Volume= 0.080 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 16
Summary for Link 7L: Broadway
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth > 3.22" for 10year event
Inflow = 0.12 cfs @ 11.96 hrs, Volume= 0.006 af
Primary = 0.12 cfs @ 11.96 hrs, Volume= 0.006 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 17
Summary for Subcatchment 2S: Hamilton Street
Runoff = 1.68 cfs @ 11.97 hrs, Volume= 0.075 af, Depth> 2.85"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100year Rainfall=6.24"
Area (s� CN Description
7,504 98 Paved parking, HSG A
6,202 39 >75% Grass cover, Good, HSG A
13,706 71 Weighted Average
6,202 45.25% Pervious Area
7,504 54.75% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, min Tc
Summary for Subcatchment 3S: Broadway
Runoff = 0.21 cfs @ 11.96 hrs, Volume= 0.011 af, Depth> 5.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100year Rainfall=6.24"
Area (s� CN Description
1,036 98 Paved parking, HSG A
1,036 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, MIN TC 6.0
Summary for Subcatchment 8S: 6th Floor Terrace
Runoff = 1.03 cfs @ 11.96 hrs, Volume= 0.054 af, Depth> 5.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100year Rainfall=6.24"
Area (s� CN Description
5,185 98 Roofs, HSG A
5,185 100.00% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 18
Summary for Subcatchment 9S: Rest of Building
Runoff = 0.88 cfs @ 11.89 hrs, Volume= 0.040 af, Depth> 5.48"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100year Rainfall=6.24"
Area (s� CN Description
3,847 98 Roofs, HSG A
3,847 100.00% Impervious Area
Summary for Subcatchment 10S: Green Roof
Runoff = 2.16 cfs @ 11.97 hrs, Volume= 0.100 af, Depth> 3.82"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Type II 24-hr 100year Rainfall=6.24"
Area (s� CN Description
6,247 61 >75% Grass cover, Good, HSG B
7,423 98 Roofs, HSG A
13,670 81 Weighted Average
6,247 45.70% Pervious Area
7,423 54.30% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
6.0 Direct Entry, Min TC
Summary for Pond 8P: C2 Green Roof
Inflow Area = 0.314 ac, 54.30% Impervious, Inflow Depth > 3.82" for 100year event
Inflow = 2.16 cfs @ 11.97 hrs, Volume= 0.100 af
Outflow = 2.41 cfs @ 11.97 hrs, Volume= 0.072 af, Atten= 0%, Lag= 0.1 min
Primary = 2.41 cfs @ 11.97 hrs, Volume= 0.072 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 358.02'@ 11.95 hrs Surf.Area= 4,576 sf Storage= 1,344 cf
Flood Elev= 358.20' Surf.Area= 4,576 sf Storage= 2,151 cf
Plug-Flow detention time= 103.3 min calculated for 0.071 af(71% of inflow)
Center-of-Mass det. time= 39.9 min ( 809.4 - 769.5 )
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 19
Volume Invert Avail.Storage Storage Description
#1 358.00' 915 cf 11.00'W x 416.00'L x 0.20'H Pondinglmpervious
#2 357.50' 458 cf 416.00'W x 11.00'L x 0.50'H Soil Media
2,288 cf Overall x 20.0% Voids
#3 357.33' 778 cf 11.00'W x 416.00'L x 0.17'H Drainage Laye�lmpervious
2,151 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 294.25' 12.0" Round Culvert
L= 7.8' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 294.25'/294.17' S= 0.0103 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
#2 Device 1 357.50' 0.500 in/hr Exfiltration over SurFace area above 357.50'
Conductivity to Groundwater Elevation = 300.00'
Excluded Surface area = 4,576 sf
#3 Device 1 358.00' 8" Dome Grate X 6.00
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.800 0.220 0.390 0.450 0.500 0.540 0.580
0.610 0.680 0.700 0.740 0.780 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=2.18 cfs @ 11.97 hrs HW=358.02' TW=300.71' (Dynamic Tailwater)
L1=Culvert (Passes 2.18 cfs of 22.60 cfs potential flow)
�2=Exfiltration ( Controls 0.00 cfs)
3=8" Dome Grate (Custom Controls 2.18 cfs)
Summary for Pond 9P: DMH2
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.31" for 100year event
Inflow = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af
Outflow = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min
Primary = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.68'@ 12.22 hrs
Flood Elev= 298.00'
Device Routing Invert Outlet Devices
#1 Primary 292.88' 12.0" Round Culvert
L= 146.5' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.88'/292.14' S= 0.0051 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.48 cfs @ 12.17 hrs HW=293.67' TW=292.80' (Dynamic Tailwater)
L1=Culvert (Outlet Controls 1.48 cfs @ 3.06 fps)
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 20
Summary for Pond 10P: (new Pond)
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.31" for 100year event
Inflow = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af
Outflow = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af, Atten= 0%, Lag= 0.0 min
Primary = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 292.82'@ 12.17 hrs
Device Routing Invert Outlet Devices
#1 Primary 292.04' 12.0" Round Culvert
L= 64.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.04'/289.74' S= 0.0359 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.79 sf
Primary OutFlow Max=1.52 cfs @ 12.17 hrs HW=292.80' TW=0.00' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 1.52 cfs @ 2.35 fps)
Summary for Pond 12P: Terrace Stormwater Planters
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.83" for 100year event
Inflow = 3.87 cfs @ 11.96 hrs, Volume= 0.166 af
Outflow = 2.02 cfs @ 11.95 hrs, Volume= 0.163 af, Atten= 48%, Lag= 0.0 min
Primary = 2.02 cfs @ 11.95 hrs, Volume= 0.163 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 300.80'@ 12.06 hrs Surf.Area= 449 sf Storage= 1,198 cf
Flood Elev= 301.00' Surf.Area= 449 sf Storage= 1,931 cf
Plug-Flow detention time=22.7 min calculated for 0.162 af(98% of inflow)
Center-of-Mass det. time= 13.7 min ( 776.3 - 762.6 )
Volume Invert Avail.Storage Storage Description
#1 300.50' 1,795 cf 3.70'W x 194.00'L x 0.50'H 6" Pondingx 5 -Impervious
#2 299.00' 135 cf 3.70'W x 24.25'L x 1.50'H Soil Mediax 5
673 cf Overall x 20.0% Voids
#3 298.00' 1 cf 6.0" Round Pipe Storagex 5 -Impervious
L= 1.5'
1,931 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 293.00' 6.0" Round Culvert
L= 6.9' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 293.00'/292.97' S= 0.0043 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
#2 Device 1 299.00' 0.250 in/hr Exfiltration Thru Media over SurFace area above 299.00'
Conductivity to Groundwater Elevation = 220.00'
Excluded Surface area = 449 sf
#3 Device 1 300.50' 8" Nyloplast Dome X 5.00
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 21
Head (feet) 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45
0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00
Disch. (cfs) 0.000 0.080 0.220 0.390 0.450 0.450 0.500 0.580
0.630 0.670 0.700 0.740 0.760 0.800 0.840 0.860 0.890 0.920
0.950 0.980 1.000
Primary OutFlow Max=2.01 cfs @ 11.95 hrs HW=300.69' TW=293.47' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 2.01 cfs @ 10.21 fps)
�2=Exfiltration Thru Media( Controls 0.00 cfs)
3=8" Nyloplast Dome (Passes 2.01 cfs of 2.17 cfs potential flow)
Summary for Pond 35P: UNDERGROUND DETENTION
Inflow Area = 0.521 ac, 72.48% Impervious, Inflow Depth > 3.75" for 100year event
Inflow = 2.02 cfs @ 11.95 hrs, Volume= 0.163 af
Outflow = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af, Atten= 23%, Lag= 13.3 min
Primary = 1.55 cfs @ 12.17 hrs, Volume= 0.144 af
Routing by Dyn-Stor-Ind method, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Peak Elev= 293.93'@ 12.24 hrs Surf.Area= 1,711 sf Storage= 2,059 cf
Flood Elev= 296.00' Surf.Area= 1,711 sf Storage= 4,064 cf
Plug-Flow detention time=74.1 min calculated for 0.144 af(88% of inflow)
Center-of-Mass det. time= 35.6 min ( 811.9 - 776.3 )
Volume Invert Avail.Storage Storage Description
#1 292.98' 2,278 cf Contech ChamberMaxx 2016x 48 Inside#2
Inside= 49.6"W x 25.2"H => 6.63 sf x 7.12'L = 47.2 cf
Outside= 49.6"W x 30.0"H => 6.92 sf x 7.12'L = 49.3 cf
Row Length Adjustment= +0.32' x 6.63 sf x 6 rows
#2 292.00' 1,787 cf 29.00'W x 59.00'L x 4.00'H Stone Bed
6,844 cf Overall - 2,377 cf Embedded= 4,467 cf x 40.0% Voids
4,064 cf Total Available Storage
Device Routing Invert Outlet Devices
#1 Primary 292.98' 6.0" Round Culvert X 4.00
L= 13.0' CPP, projecting, no headwall, Ke= 0.900
Inlet/ Outlet Invert= 292.98'/292.98' S= 0.0000 '/' Cc= 0.900
n= 0.013 Corrugated PE, smooth interior, Flow Area= 0.20 sf
Primary OutFlow Max=1.39 cfs @ 12.17 hrs HW=293.88' TW=293.67' (Dynamic Tailwater)
L1=Culvert (Inlet Controls 1.39 cfs @ 1.77 fps)
Summary for Link 6L: Hamilton Street
Inflow Area = 0.836 ac, 65.81% Impervious, Inflow Depth > 3.13" for 100year event
Inflow = 2.66 cfs @ 11.98 hrs, Volume= 0.218 af
Primary = 2.66 cfs @ 11.98 hrs, Volume= 0.218 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 22
Summary for Link 7L: Broadway
Inflow Area = 0.024 ac,100.00% Impervious, Inflow Depth > 5.48" for 100year event
Inflow = 0.21 cfs @ 11.96 hrs, Volume= 0.011 af
Primary = 0.21 cfs @ 11.96 hrs, Volume= 0.011 af, Atten= 0%, Lag= 0.0 min
Primary outflow= Inflow, Time Span= 5.00-20.00 hrs, dt= 0.05 hrs
8P
12P
C2 Green Roof
Terrace St rmwater
Plant rs
� 35P
UNDERGROUND
DETENTION
Subcat Reach on Link Routing Diagram for Proposed Green Roof
Prepared by{enter your company name here}, Printed 10/13/2021
HydroCADO 10.00-22 s/n 05594 02018 HydroCAD Software Solutions LLC
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 24
Hydrograph for Pond 8P: C2 Green Roof
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 357.33 0.00
5.50 0.00 0 357.33 0.00
6.00 0.00 0 357.33 0.00
6.50 0.00 0 357.33 0.00
7.00 0.00 0 357.33 0.00
7.50 0.00 0 357.33 0.00
8.00 0.00 0 357.33 0.00
8.50 0.00 0 357.33 0.00
9.00 0.00 0 357.33 0.00
9.50 0.00 0 357.33 0.00
10.00 0.00 0 357.33 0.00
10.50 0.00 0 357.33 0.00
11.00 0.00 1 357.33 0.00
11.50 0.01 9 357.33 0.00
12.00 0.40 245 357.38 0.00
12.50 0.04 435 357.43 0.00
13.00 0.03 493 357.44 0.00
13.50 0.02 535 357.45 0.00
14.00 0.02 568 357.45 0.00
14.50 0.01 596 357.46 0.00
15.00 0.01 621 357.47 0.00
15.50 0.01 644 357.47 0.00
16.00 0.01 664 357.48 0.00
16.50 0.01 683 357.48 0.00
17.00 0.01 700 357.48 0.00
17.50 0.01 716 357.49 0.00
18.00 0.01 732 357.49 0.00
18.50 0.01 746 357.49 0.00
19.00 0.01 760 357.50 0.00
19.50 0.01 773 357.50 0.00
20.00 0.01 784 357.51 0.00
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 25
Stage-Discharge for Pond 8P: C2 Green Roof
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
357.33 0.00 357.84 0.00 358.35 3.48 358.86 5.56
357.34 0.00 357.85 0.00 358.36 3.52 358.87 5.59
357.35 0.00 357.86 0.00 358.37 3.55 358.88 5.63
357.36 0.00 357.87 0.00 358.38 3.59 358.89 5.66
357.37 0.00 357.88 0.00 358.39 3.62 358.90 5.70
357.38 0.00 357.89 0.00 358.40 3.66 358.91 5.74
357.39 0.00 357.90 0.00 358.41 3.74 358.92 5.77
357.40 0.00 357.91 0.00 358.42 3.83 358.93 5.81
357.41 0.00 357.92 0.00 358.43 3.91 358.94 5.84
357.42 0.00 357.93 0.00 358.44 4.00 358.95 5.88
357.43 0.00 357.94 0.00 358.45 4.08 358.96 5.90
357.44 0.00 357.95 0.00 358.46 4.10 358.97 5.93
357.45 0.00 357.96 0.00 358.47 4.13 358.98 5.95
357.46 0.00 357.97 0.00 358.48 4.15 358.99 5.98
357.47 0.00 357.98 0.00 358.49 4.18 359.00 6.00
357.48 0.00 357.99 0.00 358.50 4.20
357.49 0.00 358.00 0.00 358.51 4.25
357.50 0.00 358.01 0.96 358.52 4.30
357.51 0.00 358.02 1.92 358.53 4.34
357.52 0.00 358.03 2.88 358.54 4.39
357.53 0.00 358.04 3.84 358.55 4.44
357.54 0.00 358.05 4.80 358.56 4.49
357.55 0.00 358.06 4.10 358.57 4.54
357.56 0.00 358.07 3.41 358.58 4.58
357.57 0.00 358.08 2.71 358.59 4.63
357.58 0.00 358.09 2.02 358.60 4.68
357.59 0.00 358.10 1.32 358.61 4.70
357.60 0.00 358.11 1.52 358.62 4.73
357.61 0.00 358.12 1.73 358.63 4.75
357.62 0.00 358.13 1.93 358.64 4.78
357.63 0.00 358.14 2.14 358.65 4.80
357.64 0.00 358.15 2.34 358.66 4.85
357.65 0.00 358.16 2.41 358.67 4.90
357.66 0.00 358.17 2.48 358.68 4.94
357.67 0.00 358.18 2.56 358.69 4.99
357.68 0.00 358.19 2.63 358.70 5.04
357.69 0.00 358.20 2.70 358.71 5.06
357.70 0.00 358.21 2.76 358.72 5.09
357.71 0.00 358.22 2.82 358.73 5.11
357.72 0.00 358.23 2.88 358.74 5.14
357.73 0.00 358.24 2.94 358.75 5.16
357.74 0.00 358.25 3.00 358.76 5.20
357.75 0.00 358.26 3.05 358.77 5.23
357.76 0.00 358.27 3.10 358.78 5.27
357.77 0.00 358.28 3.14 358.79 5.30
357.78 0.00 358.29 3.19 358.80 5.34
357.79 0.00 358.30 3.24 358.81 5.38
357.80 0.00 358.31 3.29 358.82 5.41
357.81 0.00 358.32 3.34 358.83 5.45
357.82 0.00 358.33 3.38 358.84 5.48
357.83 0.00 358.34 3.43 358.85 5.52
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 26
Hydrograph for Pond 12P: Terrace Stormwater Planters
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 298.15 0.00
5.50 0.00 8 299.08 0.00
6.00 0.01 17 299.18 0.00
6.50 0.01 28 299.29 0.00
7.00 0.01 39 299.42 0.00
7.50 0.01 52 299.56 0.00
8.00 0.01 65 299.71 0.00
8.50 0.01 81 299.89 0.00
9.00 0.01 101 300.11 0.00
9.50 0.01 124 300.36 0.00
10.00 0.02 142 300.50 0.01
10.50 0.02 145 300.50 0.02
11.00 0.03 148 300.50 0.03
11.50 0.05 156 300.51 0.05
12.00 0.39 331 300.55 0.46
12.50 0.05 167 300.51 0.07
13.00 0.03 151 300.50 0.03
13.50 0.02 147 300.50 0.02
14.00 0.02 144 300.50 0.02
14.50 0.02 143 300.50 0.02
15.00 0.01 143 300.50 0.01
15.50 0.01 142 300.50 0.01
16.00 0.01 141 300.50 0.01
16.50 0.01 141 300.50 0.01
17.00 0.01 140 300.50 0.01
17.50 0.01 140 300.50 0.01
18.00 0.01 140 300.50 0.01
18.50 0.01 140 300.50 0.01
19.00 0.01 139 300.50 0.01
19.50 0.01 139 300.50 0.01
20.00 0.01 139 300.50 0.01
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 27
Stage-Discharge for Pond 12P: Terrace Stormwater Planters
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
298.00 0.00 299.02 0.00 300.04 0.00 301.06 2.09
298.02 0.00 299.04 0.00 300.06 0.00 301.08 2.09
298.04 0.00 299.06 0.00 300.08 0.00 301.10 2.09
298.06 0.00 299.08 0.00 300.10 0.00 301.12 2.09
298.08 0.00 299.10 0.00 300.12 0.00 301.14 2.10
298.10 0.00 299.12 0.00 300.14 0.00 301.16 2.10
298.12 0.00 299.14 0.00 300.16 0.00 301.18 2.10
298.14 0.00 299.16 0.00 300.18 0.00 301.20 2.10
298.16 0.00 299.18 0.00 300.20 0.00 301.22 2.11
298.18 0.00 299.20 0.00 300.22 0.00 301.24 2.11
298.20 0.00 299.22 0.00 300.24 0.00 301.26 2.11
298.22 0.00 299.24 0.00 300.26 0.00 301.28 2.12
298.24 0.00 299.26 0.00 300.28 0.00 301.30 2.12
298.26 0.00 299.28 0.00 300.30 0.00 301.32 2.12
298.28 0.00 299.30 0.00 300.32 0.00 301.34 2.12
298.30 0.00 299.32 0.00 300.34 0.00 301.36 2.13
298.32 0.00 299.34 0.00 300.36 0.00 301.38 2.13
298.34 0.00 299.36 0.00 300.38 0.00 301.40 2.13
298.36 0.00 299.38 0.00 300.40 0.00 301.42 2.13
298.38 0.00 299.40 0.00 300.42 0.00 301.44 2.14
298.40 0.00 299.42 0.00 300.44 0.00 301.46 2.14
298.42 0.00 299.44 0.00 300.46 0.00 301.48 2.14
298.44 0.00 299.46 0.00 300.48 0.00 301.50 2.14
298.46 0.00 299.48 0.00 300.50 0.00
298.48 0.00 299.50 0.00 300.52 0.16
298.50 0.00 299.52 0.00 300.54 0.32
298.52 0.00 299.54 0.00 300.56 0.54
298.54 0.00 299.56 0.00 300.58 0.82
298.56 0.00 299.58 0.00 300.60 1.10
298.58 0.00 299.60 0.00 300.62 1.44
298.60 0.00 299.62 0.00 300.64 1.78
298.62 0.00 299.64 0.00 300.66 2.01
298.64 0.00 299.66 0.00 300.68 2.03
298.66 0.00 299.68 0.00 300.70 2.04
298.68 0.00 299.70 0.00 300.72 2.04
298.70 0.00 299.72 0.00 300.74 2.04
298.72 0.00 299.74 0.00 300.76 2.05
298.74 0.00 299.76 0.00 300.78 2.05
298.76 0.00 299.78 0.00 300.80 2.05
298.78 0.00 299.80 0.00 300.82 2.05
298.80 0.00 299.82 0.00 300.84 2.06
298.82 0.00 299.84 0.00 300.86 2.06
298.84 0.00 299.86 0.00 300.88 2.06
298.86 0.00 299.88 0.00 300.90 2.06
298.88 0.00 299.90 0.00 300.92 2.07
298.90 0.00 299.92 0.00 300.94 2.07
298.92 0.00 299.94 0.00 300.96 2.07
298.94 0.00 299.96 0.00 300.98 2.08
298.96 0.00 299.98 0.00 301.00 2.08
298.98 0.00 300.00 0.00 301.02 2.08
299.00 0.00 300.02 0.00 301.04 2.08
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 28
Hydrograph for Pond 35P: UNDERGROUND DETENTION
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 292.00 0.00
5.50 0.00 0 292.00 0.00
6.00 0.00 0 292.00 0.00
6.50 0.00 0 292.00 0.00
7.00 0.00 0 292.00 0.00
7.50 0.00 0 292.00 0.00
8.00 0.00 0 292.00 0.00
8.50 0.00 0 292.00 0.00
9.00 0.00 0 292.00 0.00
9.50 0.00 0 292.00 0.00
10.00 0.01 7 292.01 0.00
10.50 0.02 37 292.05 0.00
11.00 0.03 80 292.12 0.00
11.50 0.05 143 292.21 0.00
12.00 0.46 512 292.75 0.00
12.50 0.07 838 293.09 0.05
13.00 0.03 831 293.09 0.04
13.50 0.02 813 293.07 0.03
14.00 0.02 799 293.06 0.03
14.50 0.02 788 293.06 0.02
15.00 0.01 781 293.05 0.02
15.50 0.01 776 293.05 0.02
16.00 0.01 771 293.05 0.01
16.50 0.01 766 293.04 0.01
17.00 0.01 763 293.04 0.01
17.50 0.01 760 293.04 0.01
18.00 0.01 757 293.04 0.01
18.50 0.01 755 293.04 0.01
19.00 0.01 753 293.03 0.01
19.50 0.01 751 293.03 0.01
20.00 0.01 749 293.03 0.01
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 1 year Rainfa11=2.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 29
Stage-Discharge for Pond 35P: UNDERGROUND DETENTION
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
292.00 0.00 293.02 0.00 294.04 2.69 295.06 4.04
292.02 0.00 293.04 0.01 294.06 2.72 295.08 4.06
292.04 0.00 293.06 0.02 294.08 2.75 295.10 4.08
292.06 0.00 293.08 0.04 294.10 2.78 295.12 4.10
292.08 0.00 293.10 0.06 294.12 2.82 295.14 4.13
292.10 0.00 293.12 0.09 294.14 2.85 295.16 4.15
292.12 0.00 293.14 0.11 294.16 2.88 295.18 4.17
292.14 0.00 293.16 0.15 294.18 2.91 295.20 4.19
292.16 0.00 293.18 0.19 294.20 2.94 295.22 4.21
292.18 0.00 293.20 0.23 294.22 2.97 295.24 4.23
292.20 0.00 293.22 0.28 294.24 3.00 295.26 4.25
292.22 0.00 293.24 0.32 294.26 3.03 295.28 4.27
292.24 0.00 293.26 0.38 294.28 3.06 295.30 4.30
292.26 0.00 293.28 0.43 294.30 3.09 295.32 4.32
292.28 0.00 293.30 0.49 294.32 3.12 295.34 4.34
292.30 0.00 293.32 0.55 294.34 3.15 295.36 4.36
292.32 0.00 293.34 0.62 294.36 3.17 295.38 4.38
292.34 0.00 293.36 0.68 294.38 3.20 295.40 4.40
292.36 0.00 293.38 0.75 294.40 3.23 295.42 4.42
292.38 0.00 293.40 0.81 294.42 3.26 295.44 4.44
292.40 0.00 293.42 0.88 294.44 3.28 295.46 4.46
292.42 0.00 293.44 0.95 294.46 3.31 295.48 4.48
292.44 0.00 293.46 1.02 294.48 3.34 295.50 4.50
292.46 0.00 293.48 1.09 294.50 3.36 295.52 4.52
292.48 0.00 293.50 1.16 294.52 3.39 295.54 4.54
292.50 0.00 293.52 1.22 294.54 3.42 295.56 4.56
292.52 0.00 293.54 1.29 294.56 3.44 295.58 4.58
292.54 0.00 293.56 1.35 294.58 3.47 295.60 4.60
292.56 0.00 293.58 1.40 294.60 3.49 295.62 4.62
292.58 0.00 293.60 1.45 294.62 3.52 295.64 4.63
292.60 0.00 293.62 1.49 294.64 3.55 295.66 4.65
292.62 0.00 293.64 1.52 294.66 3.57 295.68 4.67
292.64 0.00 293.66 1.56 294.68 3.60 295.70 4.69
292.66 0.00 293.68 1.65 294.70 3.62 295.72 4.71
292.68 0.00 293.70 1.73 294.72 3.64 295.74 4.73
292.70 0.00 293.72 1.80 294.74 3.67 295.76 4.75
292.72 0.00 293.74 1.88 294.76 3.69 295.78 4.77
292.74 0.00 293.76 1.95 294.78 3.72 295.80 4.79
292.76 0.00 293.78 2.02 294.80 3.74 295.82 4.80
292.78 0.00 293.80 2.08 294.82 3.76 295.84 4.82
292.80 0.00 293.82 2.15 294.84 3.79 295.86 4.84
292.82 0.00 293.84 2.21 294.86 3.81 295.88 4.86
292.84 0.00 293.86 2.27 294.88 3.83 295.90 4.88
292.86 0.00 293.88 2.33 294.90 3.86 295.92 4.90
292.88 0.00 293.90 2.39 294.92 3.88 295.94 4.91
292.90 0.00 293.92 2.44 294.94 3.90 295.96 4.93
292.92 0.00 293.94 2.50 294.96 3.93 295.98 4.95
292.94 0.00 293.96 2.55 294.98 3.95 296.00 4.97
292.96 0.00 293.98 2.59 295.00 3.97
292.98 0.00 294.00 2.62 295.02 3.99
293.00 0.00 294.02 2.65 295.04 4.02
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 30
Hydrograph for Pond 8P: C2 Green Roof
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 357.33 0.00
5.50 0.00 0 357.33 0.00
6.00 0.00 0 357.33 0.00
6.50 0.00 0 357.33 0.00
7.00 0.00 0 357.33 0.00
7.50 0.00 0 357.33 0.00
8.00 0.00 0 357.33 0.00
8.50 0.00 0 357.33 0.00
9.00 0.00 2 357.33 0.00
9.50 0.00 8 357.33 0.00
10.00 0.01 17 357.33 0.00
10.50 0.01 33 357.34 0.00
11.00 0.02 61 357.34 0.00
11.50 0.04 118 357.36 0.00
12.00 0.98 800 357.52 0.00
12.50 0.09 1,239 358.00 0.06
13.00 0.06 1,238 358.00 0.06
13.50 0.04 1,238 358.00 0.05
14.00 0.04 1,237 358.00 0.04
14.50 0.03 1,237 358.00 0.03
15.00 0.03 1,237 358.00 0.03
15.50 0.03 1,237 358.00 0.03
16.00 0.02 1,237 358.00 0.02
16.50 0.02 1,237 358.00 0.02
17.00 0.02 1,236 358.00 0.02
17.50 0.02 1,236 358.00 0.02
18.00 0.02 1,236 358.00 0.02
18.50 0.02 1,236 358.00 0.02
19.00 0.02 1,236 358.00 0.02
19.50 0.01 1,236 358.00 0.01
20.00 0.01 1,236 358.00 0.01
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 31
Stage-Discharge for Pond 8P: C2 Green Roof
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
357.33 0.00 357.84 0.00 358.35 3.48 358.86 5.56
357.34 0.00 357.85 0.00 358.36 3.52 358.87 5.59
357.35 0.00 357.86 0.00 358.37 3.55 358.88 5.63
357.36 0.00 357.87 0.00 358.38 3.59 358.89 5.66
357.37 0.00 357.88 0.00 358.39 3.62 358.90 5.70
357.38 0.00 357.89 0.00 358.40 3.66 358.91 5.74
357.39 0.00 357.90 0.00 358.41 3.74 358.92 5.77
357.40 0.00 357.91 0.00 358.42 3.83 358.93 5.81
357.41 0.00 357.92 0.00 358.43 3.91 358.94 5.84
357.42 0.00 357.93 0.00 358.44 4.00 358.95 5.88
357.43 0.00 357.94 0.00 358.45 4.08 358.96 5.90
357.44 0.00 357.95 0.00 358.46 4.10 358.97 5.93
357.45 0.00 357.96 0.00 358.47 4.13 358.98 5.95
357.46 0.00 357.97 0.00 358.48 4.15 358.99 5.98
357.47 0.00 357.98 0.00 358.49 4.18 359.00 6.00
357.48 0.00 357.99 0.00 358.50 4.20
357.49 0.00 358.00 0.00 358.51 4.25
357.50 0.00 358.01 0.96 358.52 4.30
357.51 0.00 358.02 1.92 358.53 4.34
357.52 0.00 358.03 2.88 358.54 4.39
357.53 0.00 358.04 3.84 358.55 4.44
357.54 0.00 358.05 4.80 358.56 4.49
357.55 0.00 358.06 4.10 358.57 4.54
357.56 0.00 358.07 3.41 358.58 4.58
357.57 0.00 358.08 2.71 358.59 4.63
357.58 0.00 358.09 2.02 358.60 4.68
357.59 0.00 358.10 1.32 358.61 4.70
357.60 0.00 358.11 1.52 358.62 4.73
357.61 0.00 358.12 1.73 358.63 4.75
357.62 0.00 358.13 1.93 358.64 4.78
357.63 0.00 358.14 2.14 358.65 4.80
357.64 0.00 358.15 2.34 358.66 4.85
357.65 0.00 358.16 2.41 358.67 4.90
357.66 0.00 358.17 2.48 358.68 4.94
357.67 0.00 358.18 2.56 358.69 4.99
357.68 0.00 358.19 2.63 358.70 5.04
357.69 0.00 358.20 2.70 358.71 5.06
357.70 0.00 358.21 2.76 358.72 5.09
357.71 0.00 358.22 2.82 358.73 5.11
357.72 0.00 358.23 2.88 358.74 5.14
357.73 0.00 358.24 2.94 358.75 5.16
357.74 0.00 358.25 3.00 358.76 5.20
357.75 0.00 358.26 3.05 358.77 5.23
357.76 0.00 358.27 3.10 358.78 5.27
357.77 0.00 358.28 3.14 358.79 5.30
357.78 0.00 358.29 3.19 358.80 5.34
357.79 0.00 358.30 3.24 358.81 5.38
357.80 0.00 358.31 3.29 358.82 5.41
357.81 0.00 358.32 3.34 358.83 5.45
357.82 0.00 358.33 3.38 358.84 5.48
357.83 0.00 358.34 3.43 358.85 5.52
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 32
Hydrograph for Pond 12P: Terrace Stormwater Planters
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.01 1 298.27 0.00
5.50 0.01 18 299.19 0.00
6.00 0.01 37 299.40 0.00
6.50 0.01 58 299.63 0.00
7.00 0.01 81 299.89 0.00
7.50 0.01 106 300.16 0.00
8.00 0.02 132 300.46 0.00
8.50 0.02 144 300.50 0.02
9.00 0.02 146 300.50 0.02
9.50 0.02 146 300.50 0.02
10.00 0.03 148 300.50 0.03
10.50 0.04 152 300.50 0.04
11.00 0.05 158 300.51 0.05
11.50 0.09 171 300.51 0.08
12.00 0.66 423 300.58 0.82
12.50 0.14 191 300.52 0.12
13.00 0.11 189 300.51 0.12
13.50 0.08 176 300.51 0.09
14.00 0.07 167 300.51 0.07
14.50 0.06 163 300.51 0.06
15.00 0.05 160 300.51 0.05
15.50 0.05 157 300.51 0.05
16.00 0.04 155 300.51 0.04
16.50 0.04 153 300.50 0.04
17.00 0.04 152 300.50 0.04
17.50 0.03 151 300.50 0.03
18.00 0.03 150 300.50 0.03
18.50 0.03 149 300.50 0.03
19.00 0.03 149 300.50 0.03
19.50 0.03 148 300.50 0.03
20.00 0.02 147 300.50 0.02
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 33
Stage-Discharge for Pond 12P: Terrace Stormwater Planters
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
298.00 0.00 299.02 0.00 300.04 0.00 301.06 2.09
298.02 0.00 299.04 0.00 300.06 0.00 301.08 2.09
298.04 0.00 299.06 0.00 300.08 0.00 301.10 2.09
298.06 0.00 299.08 0.00 300.10 0.00 301.12 2.09
298.08 0.00 299.10 0.00 300.12 0.00 301.14 2.10
298.10 0.00 299.12 0.00 300.14 0.00 301.16 2.10
298.12 0.00 299.14 0.00 300.16 0.00 301.18 2.10
298.14 0.00 299.16 0.00 300.18 0.00 301.20 2.10
298.16 0.00 299.18 0.00 300.20 0.00 301.22 2.11
298.18 0.00 299.20 0.00 300.22 0.00 301.24 2.11
298.20 0.00 299.22 0.00 300.24 0.00 301.26 2.11
298.22 0.00 299.24 0.00 300.26 0.00 301.28 2.12
298.24 0.00 299.26 0.00 300.28 0.00 301.30 2.12
298.26 0.00 299.28 0.00 300.30 0.00 301.32 2.12
298.28 0.00 299.30 0.00 300.32 0.00 301.34 2.12
298.30 0.00 299.32 0.00 300.34 0.00 301.36 2.13
298.32 0.00 299.34 0.00 300.36 0.00 301.38 2.13
298.34 0.00 299.36 0.00 300.38 0.00 301.40 2.13
298.36 0.00 299.38 0.00 300.40 0.00 301.42 2.13
298.38 0.00 299.40 0.00 300.42 0.00 301.44 2.14
298.40 0.00 299.42 0.00 300.44 0.00 301.46 2.14
298.42 0.00 299.44 0.00 300.46 0.00 301.48 2.14
298.44 0.00 299.46 0.00 300.48 0.00 301.50 2.14
298.46 0.00 299.48 0.00 300.50 0.00
298.48 0.00 299.50 0.00 300.52 0.16
298.50 0.00 299.52 0.00 300.54 0.32
298.52 0.00 299.54 0.00 300.56 0.54
298.54 0.00 299.56 0.00 300.58 0.82
298.56 0.00 299.58 0.00 300.60 1.10
298.58 0.00 299.60 0.00 300.62 1.44
298.60 0.00 299.62 0.00 300.64 1.78
298.62 0.00 299.64 0.00 300.66 2.01
298.64 0.00 299.66 0.00 300.68 2.03
298.66 0.00 299.68 0.00 300.70 2.04
298.68 0.00 299.70 0.00 300.72 2.04
298.70 0.00 299.72 0.00 300.74 2.04
298.72 0.00 299.74 0.00 300.76 2.05
298.74 0.00 299.76 0.00 300.78 2.05
298.76 0.00 299.78 0.00 300.80 2.05
298.78 0.00 299.80 0.00 300.82 2.05
298.80 0.00 299.82 0.00 300.84 2.06
298.82 0.00 299.84 0.00 300.86 2.06
298.84 0.00 299.86 0.00 300.88 2.06
298.86 0.00 299.88 0.00 300.90 2.06
298.88 0.00 299.90 0.00 300.92 2.07
298.90 0.00 299.92 0.00 300.94 2.07
298.92 0.00 299.94 0.00 300.96 2.07
298.94 0.00 299.96 0.00 300.98 2.08
298.96 0.00 299.98 0.00 301.00 2.08
298.98 0.00 300.00 0.00 301.02 2.08
299.00 0.00 300.02 0.00 301.04 2.08
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 34
Hydrograph for Pond 35P: UNDERGROUND DETENTION
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 292.00 0.00
5.50 0.00 0 292.00 0.00
6.00 0.00 0 292.00 0.00
6.50 0.00 0 292.00 0.00
7.00 0.00 0 292.00 0.00
7.50 0.00 0 292.00 0.00
8.00 0.00 0 292.00 0.00
8.50 0.02 19 292.03 0.00
9.00 0.02 54 292.08 0.00
9.50 0.02 94 292.14 0.00
10.00 0.03 139 292.20 0.00
10.50 0.04 195 292.28 0.00
11.00 0.05 269 292.39 0.00
11.50 0.08 380 292.55 0.00
12.00 0.82 1,012 293.21 0.24
12.50 0.12 1,032 293.22 0.16
13.00 0.12 943 293.16 0.15
13.50 0.09 904 293.13 0.10
14.00 0.07 879 293.12 0.08
14.50 0.06 862 293.11 0.07
15.00 0.05 852 293.10 0.06
15.50 0.05 843 293.09 0.05
16.00 0.04 835 293.09 0.05
16.50 0.04 827 293.08 0.04
17.00 0.04 822 293.08 0.04
17.50 0.03 818 293.08 0.04
18.00 0.03 815 293.07 0.03
18.50 0.03 811 293.07 0.03
19.00 0.03 807 293.07 0.03
19.50 0.03 803 293.07 0.03
20.00 0.02 799 293.06 0.03
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 10year Rainfa11=3.73"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 35
Stage-Discharge for Pond 35P: UNDERGROUND DETENTION
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
292.00 0.00 293.02 0.00 294.04 2.69 295.06 4.04
292.02 0.00 293.04 0.01 294.06 2.72 295.08 4.06
292.04 0.00 293.06 0.02 294.08 2.75 295.10 4.08
292.06 0.00 293.08 0.04 294.10 2.78 295.12 4.10
292.08 0.00 293.10 0.06 294.12 2.82 295.14 4.13
292.10 0.00 293.12 0.09 294.14 2.85 295.16 4.15
292.12 0.00 293.14 0.11 294.16 2.88 295.18 4.17
292.14 0.00 293.16 0.15 294.18 2.91 295.20 4.19
292.16 0.00 293.18 0.19 294.20 2.94 295.22 4.21
292.18 0.00 293.20 0.23 294.22 2.97 295.24 4.23
292.20 0.00 293.22 0.28 294.24 3.00 295.26 4.25
292.22 0.00 293.24 0.32 294.26 3.03 295.28 4.27
292.24 0.00 293.26 0.38 294.28 3.06 295.30 4.30
292.26 0.00 293.28 0.43 294.30 3.09 295.32 4.32
292.28 0.00 293.30 0.49 294.32 3.12 295.34 4.34
292.30 0.00 293.32 0.55 294.34 3.15 295.36 4.36
292.32 0.00 293.34 0.62 294.36 3.17 295.38 4.38
292.34 0.00 293.36 0.68 294.38 3.20 295.40 4.40
292.36 0.00 293.38 0.75 294.40 3.23 295.42 4.42
292.38 0.00 293.40 0.81 294.42 3.26 295.44 4.44
292.40 0.00 293.42 0.88 294.44 3.28 295.46 4.46
292.42 0.00 293.44 0.95 294.46 3.31 295.48 4.48
292.44 0.00 293.46 1.02 294.48 3.34 295.50 4.50
292.46 0.00 293.48 1.09 294.50 3.36 295.52 4.52
292.48 0.00 293.50 1.16 294.52 3.39 295.54 4.54
292.50 0.00 293.52 1.22 294.54 3.42 295.56 4.56
292.52 0.00 293.54 1.29 294.56 3.44 295.58 4.58
292.54 0.00 293.56 1.35 294.58 3.47 295.60 4.60
292.56 0.00 293.58 1.40 294.60 3.49 295.62 4.62
292.58 0.00 293.60 1.45 294.62 3.52 295.64 4.63
292.60 0.00 293.62 1.49 294.64 3.55 295.66 4.65
292.62 0.00 293.64 1.52 294.66 3.57 295.68 4.67
292.64 0.00 293.66 1.56 294.68 3.60 295.70 4.69
292.66 0.00 293.68 1.65 294.70 3.62 295.72 4.71
292.68 0.00 293.70 1.73 294.72 3.64 295.74 4.73
292.70 0.00 293.72 1.80 294.74 3.67 295.76 4.75
292.72 0.00 293.74 1.88 294.76 3.69 295.78 4.77
292.74 0.00 293.76 1.95 294.78 3.72 295.80 4.79
292.76 0.00 293.78 2.02 294.80 3.74 295.82 4.80
292.78 0.00 293.80 2.08 294.82 3.76 295.84 4.82
292.80 0.00 293.82 2.15 294.84 3.79 295.86 4.84
292.82 0.00 293.84 2.21 294.86 3.81 295.88 4.86
292.84 0.00 293.86 2.27 294.88 3.83 295.90 4.88
292.86 0.00 293.88 2.33 294.90 3.86 295.92 4.90
292.88 0.00 293.90 2.39 294.92 3.88 295.94 4.91
292.90 0.00 293.92 2.44 294.94 3.90 295.96 4.93
292.92 0.00 293.94 2.50 294.96 3.93 295.98 4.95
292.94 0.00 293.96 2.55 294.98 3.95 296.00 4.97
292.96 0.00 293.98 2.59 295.00 3.97
292.98 0.00 294.00 2.62 295.02 3.99
293.00 0.00 294.02 2.65 295.04 4.02
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 36
Hydrograph for Pond 8P: C2 Green Roof
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 357.33 0.00
5.50 0.00 0 357.33 0.00
6.00 0.00 0 357.33 0.00
6.50 0.00 3 357.33 0.00
7.00 0.00 9 357.33 0.00
7.50 0.01 18 357.33 0.00
8.00 0.01 31 357.34 0.00
8.50 0.01 49 357.34 0.00
9.00 0.02 76 357.35 0.00
9.50 0.02 111 357.35 0.00
10.00 0.03 155 357.36 0.00
10.50 0.04 219 357.38 0.00
11.00 0.07 316 357.40 0.00
11.50 0.13 483 357.44 0.00
12.00 2.04 1,332 358.02 2.02
12.50 0.18 1,245 358.00 0.19
13.00 0.11 1,241 358.00 0.11
13.50 0.09 1,240 358.00 0.09
14.00 0.07 1,239 358.00 0.07
14.50 0.06 1,238 358.00 0.06
15.00 0.05 1,238 358.00 0.05
15.50 0.05 1,238 358.00 0.05
16.00 0.04 1,238 358.00 0.04
16.50 0.04 1,237 358.00 0.04
17.00 0.04 1,237 358.00 0.04
17.50 0.03 1,237 358.00 0.03
18.00 0.03 1,237 358.00 0.03
18.50 0.03 1,237 358.00 0.03
19.00 0.03 1,237 358.00 0.03
19.50 0.03 1,237 358.00 0.03
20.00 0.02 1,237 358.00 0.02
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 37
Stage-Discharge for Pond 8P: C2 Green Roof
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
357.33 0.00 357.84 0.00 358.35 3.48 358.86 5.56
357.34 0.00 357.85 0.00 358.36 3.52 358.87 5.59
357.35 0.00 357.86 0.00 358.37 3.55 358.88 5.63
357.36 0.00 357.87 0.00 358.38 3.59 358.89 5.66
357.37 0.00 357.88 0.00 358.39 3.62 358.90 5.70
357.38 0.00 357.89 0.00 358.40 3.66 358.91 5.74
357.39 0.00 357.90 0.00 358.41 3.74 358.92 5.77
357.40 0.00 357.91 0.00 358.42 3.83 358.93 5.81
357.41 0.00 357.92 0.00 358.43 3.91 358.94 5.84
357.42 0.00 357.93 0.00 358.44 4.00 358.95 5.88
357.43 0.00 357.94 0.00 358.45 4.08 358.96 5.90
357.44 0.00 357.95 0.00 358.46 4.10 358.97 5.93
357.45 0.00 357.96 0.00 358.47 4.13 358.98 5.95
357.46 0.00 357.97 0.00 358.48 4.15 358.99 5.98
357.47 0.00 357.98 0.00 358.49 4.18 359.00 6.00
357.48 0.00 357.99 0.00 358.50 4.20
357.49 0.00 358.00 0.00 358.51 4.25
357.50 0.00 358.01 0.96 358.52 4.30
357.51 0.00 358.02 1.92 358.53 4.34
357.52 0.00 358.03 2.88 358.54 4.39
357.53 0.00 358.04 3.84 358.55 4.44
357.54 0.00 358.05 4.80 358.56 4.49
357.55 0.00 358.06 4.10 358.57 4.54
357.56 0.00 358.07 3.41 358.58 4.58
357.57 0.00 358.08 2.71 358.59 4.63
357.58 0.00 358.09 2.02 358.60 4.68
357.59 0.00 358.10 1.32 358.61 4.70
357.60 0.00 358.11 1.52 358.62 4.73
357.61 0.00 358.12 1.73 358.63 4.75
357.62 0.00 358.13 1.93 358.64 4.78
357.63 0.00 358.14 2.14 358.65 4.80
357.64 0.00 358.15 2.34 358.66 4.85
357.65 0.00 358.16 2.41 358.67 4.90
357.66 0.00 358.17 2.48 358.68 4.94
357.67 0.00 358.18 2.56 358.69 4.99
357.68 0.00 358.19 2.63 358.70 5.04
357.69 0.00 358.20 2.70 358.71 5.06
357.70 0.00 358.21 2.76 358.72 5.09
357.71 0.00 358.22 2.82 358.73 5.11
357.72 0.00 358.23 2.88 358.74 5.14
357.73 0.00 358.24 2.94 358.75 5.16
357.74 0.00 358.25 3.00 358.76 5.20
357.75 0.00 358.26 3.05 358.77 5.23
357.76 0.00 358.27 3.10 358.78 5.27
357.77 0.00 358.28 3.14 358.79 5.30
357.78 0.00 358.29 3.19 358.80 5.34
357.79 0.00 358.30 3.24 358.81 5.38
357.80 0.00 358.31 3.29 358.82 5.41
357.81 0.00 358.32 3.34 358.83 5.45
357.82 0.00 358.33 3.38 358.84 5.48
357.83 0.00 358.34 3.43 358.85 5.52
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 38
Hydrograph for Pond 12P: Terrace Stormwater Planters
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.02 2 299.00 0.00
5.50 0.02 35 299.38 0.00
6.00 0.02 72 299.78 0.00
6.50 0.02 111 300.22 0.00
7.00 0.02 145 300.50 0.02
7.50 0.03 147 300.50 0.03
8.00 0.03 148 300.50 0.03
8.50 0.03 150 300.50 0.03
9.00 0.04 153 300.50 0.04
9.50 0.04 154 300.51 0.04
10.00 0.05 157 300.51 0.05
10.50 0.06 163 300.51 0.06
11.00 0.09 173 300.51 0.08
11.50 0.16 196 300.52 0.13
12.00 3.13 1,072 300.76 2.02
12.50 0.32 311 300.55 0.39
13.00 0.20 235 300.53 0.22
13.50 0.15 208 300.52 0.16
14.00 0.12 192 300.52 0.13
14.50 0.10 184 300.51 0.11
15.00 0.09 179 300.51 0.10
15.50 0.08 175 300.51 0.09
16.00 0.07 170 300.51 0.08
16.50 0.07 167 300.51 0.07
17.00 0.06 165 300.51 0.06
17.50 0.06 163 300.51 0.06
18.00 0.06 162 300.51 0.06
18.50 0.05 160 300.51 0.05
19.00 0.05 158 300.51 0.05
19.50 0.04 157 300.51 0.05
20.00 0.04 155 300.51 0.04
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 39
Stage-Discharge for Pond 12P: Terrace Stormwater Planters
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
298.00 0.00 299.02 0.00 300.04 0.00 301.06 2.09
298.02 0.00 299.04 0.00 300.06 0.00 301.08 2.09
298.04 0.00 299.06 0.00 300.08 0.00 301.10 2.09
298.06 0.00 299.08 0.00 300.10 0.00 301.12 2.09
298.08 0.00 299.10 0.00 300.12 0.00 301.14 2.10
298.10 0.00 299.12 0.00 300.14 0.00 301.16 2.10
298.12 0.00 299.14 0.00 300.16 0.00 301.18 2.10
298.14 0.00 299.16 0.00 300.18 0.00 301.20 2.10
298.16 0.00 299.18 0.00 300.20 0.00 301.22 2.11
298.18 0.00 299.20 0.00 300.22 0.00 301.24 2.11
298.20 0.00 299.22 0.00 300.24 0.00 301.26 2.11
298.22 0.00 299.24 0.00 300.26 0.00 301.28 2.12
298.24 0.00 299.26 0.00 300.28 0.00 301.30 2.12
298.26 0.00 299.28 0.00 300.30 0.00 301.32 2.12
298.28 0.00 299.30 0.00 300.32 0.00 301.34 2.12
298.30 0.00 299.32 0.00 300.34 0.00 301.36 2.13
298.32 0.00 299.34 0.00 300.36 0.00 301.38 2.13
298.34 0.00 299.36 0.00 300.38 0.00 301.40 2.13
298.36 0.00 299.38 0.00 300.40 0.00 301.42 2.13
298.38 0.00 299.40 0.00 300.42 0.00 301.44 2.14
298.40 0.00 299.42 0.00 300.44 0.00 301.46 2.14
298.42 0.00 299.44 0.00 300.46 0.00 301.48 2.14
298.44 0.00 299.46 0.00 300.48 0.00 301.50 2.14
298.46 0.00 299.48 0.00 300.50 0.00
298.48 0.00 299.50 0.00 300.52 0.16
298.50 0.00 299.52 0.00 300.54 0.32
298.52 0.00 299.54 0.00 300.56 0.54
298.54 0.00 299.56 0.00 300.58 0.82
298.56 0.00 299.58 0.00 300.60 1.10
298.58 0.00 299.60 0.00 300.62 1.44
298.60 0.00 299.62 0.00 300.64 1.78
298.62 0.00 299.64 0.00 300.66 2.01
298.64 0.00 299.66 0.00 300.68 2.03
298.66 0.00 299.68 0.00 300.70 2.04
298.68 0.00 299.70 0.00 300.72 2.04
298.70 0.00 299.72 0.00 300.74 2.04
298.72 0.00 299.74 0.00 300.76 2.05
298.74 0.00 299.76 0.00 300.78 2.05
298.76 0.00 299.78 0.00 300.80 2.05
298.78 0.00 299.80 0.00 300.82 2.05
298.80 0.00 299.82 0.00 300.84 2.06
298.82 0.00 299.84 0.00 300.86 2.06
298.84 0.00 299.86 0.00 300.88 2.06
298.86 0.00 299.88 0.00 300.90 2.06
298.88 0.00 299.90 0.00 300.92 2.07
298.90 0.00 299.92 0.00 300.94 2.07
298.92 0.00 299.94 0.00 300.96 2.07
298.94 0.00 299.96 0.00 300.98 2.08
298.96 0.00 299.98 0.00 301.00 2.08
298.98 0.00 300.00 0.00 301.02 2.08
299.00 0.00 300.02 0.00 301.04 2.08
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 40
Hydrograph for Pond 35P: UNDERGROUND DETENTION
Time Inflow Storage Elevation Primary
(hours) (cfs) (cubic-feet) (feet) (cfs)
5.00 0.00 0 292.00 0.00
5.50 0.00 0 292.00 0.00
6.00 0.00 0 292.00 0.00
6.50 0.00 0 292.00 0.00
7.00 0.02 9 292.01 0.00
7.50 0.03 51 292.07 0.00
8.00 0.03 98 292.14 0.00
8.50 0.03 149 292.22 0.00
9.00 0.04 212 292.31 0.00
9.50 0.04 283 292.41 0.00
10.00 0.05 360 292.53 0.00
10.50 0.06 457 292.67 0.00
11.00 0.08 585 292.86 0.00
11.50 0.13 771 293.05 0.01
12.00 2.02 1,582 293.59 1.03
12.50 0.39 1,574 293.59 0.89
13.00 0.22 1,111 293.27 0.29
13.50 0.16 1,000 293.20 0.19
14.00 0.13 942 293.16 0.15
14.50 0.11 915 293.14 0.12
15.00 0.10 902 293.13 0.10
15.50 0.09 891 293.12 0.09
16.00 0.08 880 293.12 0.08
16.50 0.07 870 293.11 0.07
17.00 0.06 864 293.11 0.07
17.50 0.06 859 293.10 0.06
18.00 0.06 854 293.10 0.06
18.50 0.05 849 293.10 0.06
19.00 0.05 844 293.09 0.05
19.50 0.05 838 293.09 0.05
20.00 0.04 833 293.09 0.05
Proposed HydroCAD
Proposed Green Roof Type 1124-hr 100year Rainfa11=6.24"
Prepared by {enter your company name here} Printed 10/13/2021
HydroCAD� 10.00-22 s/n 05594 O 2018 HydroCAD Software Solutions LLC Paqe 41
Stage-Discharge for Pond 35P: UNDERGROUND DETENTION
Elevation Primary Elevation Primary Elevation Primary Elevation Primary
(feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs)
292.00 0.00 293.02 0.00 294.04 2.69 295.06 4.04
292.02 0.00 293.04 0.01 294.06 2.72 295.08 4.06
292.04 0.00 293.06 0.02 294.08 2.75 295.10 4.08
292.06 0.00 293.08 0.04 294.10 2.78 295.12 4.10
292.08 0.00 293.10 0.06 294.12 2.82 295.14 4.13
292.10 0.00 293.12 0.09 294.14 2.85 295.16 4.15
292.12 0.00 293.14 0.11 294.16 2.88 295.18 4.17
292.14 0.00 293.16 0.15 294.18 2.91 295.20 4.19
292.16 0.00 293.18 0.19 294.20 2.94 295.22 4.21
292.18 0.00 293.20 0.23 294.22 2.97 295.24 4.23
292.20 0.00 293.22 0.28 294.24 3.00 295.26 4.25
292.22 0.00 293.24 0.32 294.26 3.03 295.28 4.27
292.24 0.00 293.26 0.38 294.28 3.06 295.30 4.30
292.26 0.00 293.28 0.43 294.30 3.09 295.32 4.32
292.28 0.00 293.30 0.49 294.32 3.12 295.34 4.34
292.30 0.00 293.32 0.55 294.34 3.15 295.36 4.36
292.32 0.00 293.34 0.62 294.36 3.17 295.38 4.38
292.34 0.00 293.36 0.68 294.38 3.20 295.40 4.40
292.36 0.00 293.38 0.75 294.40 3.23 295.42 4.42
292.38 0.00 293.40 0.81 294.42 3.26 295.44 4.44
292.40 0.00 293.42 0.88 294.44 3.28 295.46 4.46
292.42 0.00 293.44 0.95 294.46 3.31 295.48 4.48
292.44 0.00 293.46 1.02 294.48 3.34 295.50 4.50
292.46 0.00 293.48 1.09 294.50 3.36 295.52 4.52
292.48 0.00 293.50 1.16 294.52 3.39 295.54 4.54
292.50 0.00 293.52 1.22 294.54 3.42 295.56 4.56
292.52 0.00 293.54 1.29 294.56 3.44 295.58 4.58
292.54 0.00 293.56 1.35 294.58 3.47 295.60 4.60
292.56 0.00 293.58 1.40 294.60 3.49 295.62 4.62
292.58 0.00 293.60 1.45 294.62 3.52 295.64 4.63
292.60 0.00 293.62 1.49 294.64 3.55 295.66 4.65
292.62 0.00 293.64 1.52 294.66 3.57 295.68 4.67
292.64 0.00 293.66 1.56 294.68 3.60 295.70 4.69
292.66 0.00 293.68 1.65 294.70 3.62 295.72 4.71
292.68 0.00 293.70 1.73 294.72 3.64 295.74 4.73
292.70 0.00 293.72 1.80 294.74 3.67 295.76 4.75
292.72 0.00 293.74 1.88 294.76 3.69 295.78 4.77
292.74 0.00 293.76 1.95 294.78 3.72 295.80 4.79
292.76 0.00 293.78 2.02 294.80 3.74 295.82 4.80
292.78 0.00 293.80 2.08 294.82 3.76 295.84 4.82
292.80 0.00 293.82 2.15 294.84 3.79 295.86 4.84
292.82 0.00 293.84 2.21 294.86 3.81 295.88 4.86
292.84 0.00 293.86 2.27 294.88 3.83 295.90 4.88
292.86 0.00 293.88 2.33 294.90 3.86 295.92 4.90
292.88 0.00 293.90 2.39 294.92 3.88 295.94 4.91
292.90 0.00 293.92 2.44 294.94 3.90 295.96 4.93
292.92 0.00 293.94 2.50 294.96 3.93 295.98 4.95
292.94 0.00 293.96 2.55 294.98 3.95 296.00 4.97
292.96 0.00 293.98 2.59 295.00 3.97
292.98 0.00 294.00 2.62 295.02 3.99
293.00 0.00 294.02 2.65 295.04 4.02
Appendix J
Stormwater Design Calculations
Stormwater Pollution Prevention Plan
J
TOTAL WATER QUALITY VOLUME CALCULATION
For ALL DEVELOPMENT PROJECTS in Non-Impaired Watersheds
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: 4/21/2021
Address: By: Alex Wilson
County: Saratoga
SITE CHARACTERISTICS
Project Type: Redevelopment with INCREASED Impervious
90%Rain (P): 1.10 inches
Total Proiect Area (DA): 37,444.00 sf 0.860 ac
Exfstin�Impervious Area: 18,961.00 sf 0.435 ac
Total Project Impervious Area (I): 31,242.00 sf 0.717 ac
Difference in Impervious Area: 12,281.00 sf 0.282 ac
Percent Increase/Reduction: 64J7% a3��r ,_ � ,.
Proprietary Devices?
Is a Proprietary Practice being used? No (Can only be used on existing imperviousJ
Existing Impervious to practice? sf 0.000 ac
%Existing Impervious to practice? 0.00%
BASE WATER QUALITY VOLUME
Re-Development Areas
Redevelopment Impervious Area: 18,961 sf(from aboveJ
Total Redevelopment Area: 18,961 sf
Percent Existing Impervious(i): 100.00%
New Development Areas
Proposed New Impervious Area: 12,281 sf
Total New Development Area: 18,483 sf
Percent New Impervious(i): 66.44%
Calculation of Runoff Coef.(Rv)=0.05+[(0.009)*(i)]_
Re-Development Runoff Coef. (Rv)= 0.950
New Development Runoff Coef. (Rv)= 0.648
W4�=��P) *�A)*IR�)��12=
Existing Impervious WQv= 413 cf 0.009 ac ft For redevelopment projects
New Impervious WQv= 1,098 cf 0.025 ac ft total equals 25%of
calculated WQv for SMPs or
Adjusted Min Required WQv= 1,511 cf 0.035 ac ft 75%for proprietary devices
BREAKDOWN OF SUBCATCHMENTS
Calculations below assume no ro rietar ractice is bein used for treatement of redevelo ment runoff.
Catchment Total Area Total Prop. Exist.Imp.Area Min WQv WQv Going Development
Name (sf) Imperv.Area(sf) (sf) Required to Practice Type Treatment Practice
1 13,670 13,670 12,032 405 1,190 Redev+
2 5,185 5,185 5,185 113 452 Redev=
3 1,036 1,036 1,036 23 90 Redev=
4 17,553 11,351 708 971 Redev+
O NEW
O NEW
O NEW
O NEW
O NEW
O NEW
O NEW
O NEW
Updated 4/19/18 BASE WQv CALCULATION
TOTAL WATER QUALITY VOLUME CALCULATION
For ALL DEVELOPMENT PROJECTS in Non-Impaired Watersheds
,�;,i:, �.cileff)maYnotra. ... . �_.
Total 37,444 31,242 18,961 1,511 1,732 < ���°�� � �
Updated 4/19/18 BASE WQv CALCULATION
MINIMUM RRv CALCULATION
For All Development Prolects in Non-Impaired Watersheds
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: 4/21/2021
Address: By: Alex Wilson
County: Saratoga
SOIL DATA FOR PROJECT SITE
Area by Hydrologic Soil Group (HSG)
Catchment A B C D Total
Name (sf) (sf) (sf) (sf) (sf)
1 13,670 13,670.00 oK
2 5,185 5,185.00 oK
3 1,036 1,036.00 oK
4 17,553.00 17,553.00 oK
5 0.00 0.00 oK
6 0.00 0.00 oK
7 O.00 O.00 OK
8 O.00 O.00 OK
9 0.00 0.00 oK
1O O.00 O.00 OK
11 O.00 O.00 OK
1O O.00 OK
Total 19,891.00 17,553.00 0.00 0.00 37,444.00 oK
S 0.55 0.40 0.30 0.20 0.48 Adjusted S
Adjusted
10,940.05 7,021.20 0.00 0.00 17,961.25
Total (sf)
Percentage 60.91% 39.09% 0.00% 0.00%
MINIMUM RRv CALCULATION
90% Rain (P): 1.10 inches
Proposed Increased Impervious Area: 12,281.00 sf
Rv(100% I) =0.05 +0.009(I) = 0.95
HSG Specific Reduction Factor= 0.48
Min. RRv= [(P) * (Rv) * (Ai) * (S) ]/12 = 513 cf 0.012 ac ft
MIN. RRv CALCULATION
SWPPP SUMMARY
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: 7/8/2021
Address: By: R.CARROLL
County: Saratoga
Min. Runoff Treatment Volume(WQv)for Project: 1,511 cf 0.035 ac ft
Min.Volume of WQv to be met by Runoff Red.(RRv): 513 cf 0.012 ac
SUMMARY OF SMPs
GREEN INFRASTRUCTURE AREA REDUCTION TECHNIQUES
Contrib.
Contrib. Imperv. Revised Revised
DEC Ref. Area Area Min. RRv WQv
Area Reduction Technique No. sf sf cf cf
Conservation of Natural Areas RR-1
Sheetflow to Riparian Buffers/Filter Strips RR-2
Tree Planting/Tree Box RR-3 100 300
Disconnection of Rooftop Runoff RR-4
Total Area Reduction 100 300
Revised Areas 0.00 0.00
Revised WQv&Minimum RRv N/A 1,511
GREEN INFRASTRUCTURE RUNOFF REDUCTION TECHNIQUES
Contrib.
Contrib. Imperv. RRv Treated
DEC Ref. Area Area Provided WQv
Volume Reduction Technique No. sf sf cf cf
Vegetated Swale RR-5
Rain Garden (2) RR-6
Stormwater Planter RR-7 5,185 5,185 0.00 451.53
Rain Barrel/Cistern RR-8
Porous Pavement RR-9
Green Roof RR-10 13,670 13,706 1,190.43
Totals 18,855 18,891 1,190 452
STANDARD SMPs W/RRv CAPACITY
Contrib.
Contrib. Imperv. RRv Treated
DEC Ref. Area Area Provided WQv
Volume Reduction Technique No. sf sf cf cf
Infiltration Trench I-1
Infiltration Basins I-2
Dry Well I-3
Underground Infiltration System I-5 0
Bioretention& Infiltration Bioretention (Total) F-5
Dry Swale O-2
Totals 0 0 0 0
SUMMARY PAGE 4 OF 2
SWPPP SUMMARY
STANDARD SMPs
Contrib.
Contrib. Imperv. RRv Treated
DEC Ref. Area Area Provided WQv
Standard Management Practice No. sf sf cf cf
Micropool Extended Detention P-1
Wet Pond P-2
Wet Extended Detention P-3
Multiple Pond System P-4
PocketPond P-5
Surface Sand Filter F-1
Underground Sand Filter F-2
Perimeter Sand Filter F-3
Organic Filter F-4
Shallow Wetland W-1
Extended Detention Wetland W-2
Pond/Wetland System W-3
Pocket Wetland W-4
Wet Swale O-2
Totals - - -
PROPRIETARY TREATMENT SYSTEMS
Contrib.
Contrib. Imperv. RRv Treated
DEC Ref. Area Area Provided WQv
Type No. sf sf cf cf
Contech HDS
SUMMARY
Runoff Reduced (RRv) Runoff Treated (WQv)
cf ac ft cf ac ft
Required WQv after Area Reduction Practices: N/A 0.035
Total Provided by Treatment Practices 0.027 0.010
Total WQv Provided Including Runoff Reduced (ac-ft) 0.038
OK-Minimum WQv Provided
SUMMARY PAGE 5 OF 2
STORM WATER PLANTER CALCULATION
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: ########
Address: By: R. Carroll
County: Saratoga
DRAINAGE AREA TO BE TREATED BY PRACTICE
Catchment Total Area Imperv. WQv Going Min.
% Impery Rv to Practice Required Treatment Practice
Name (sf) Area (sf) ��f� Wqv(cf)
2 5,185 5,185 100% 0.950 452 113 Redev=
Total 5,185 5,185 452 113
SOIL INFORMATION
Soil Group: �
Infiltration Rate: 0 in/hour okay
MINIMUM REQUIRED FILTER AREA
Water Quality Volume (WQv): 452 cf
Depth of Soil Media (Ds): 1.5 ft
Hydraulic Conductivity(k): 4.0 ft/day
Depth of Drainage Layer(Dd) 1.0 ft
Flow Through Design No
Average Height of Ponding Water(Dp): 0.5 ft 6 inches max.
FilterTime (tf): 0.17 days
Required Filter Area (Af): 498 sf For WQv
ACTUAL AREA PROVIDED
Filter Width: 3.70 ft
Filter Length: 194.50 ft
Filter Area: 719.65 sf
Volume Provided: 652.48 cf
WQv& RRv CAPACITY
RRv Applied: cf Not Designed as flow through planter,no
0.000 ac-ft RRv provided.
WQv Applied 451.53
0.010 ac-ft
STORMWATER PLANTER
GREEN ROOF
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: ########
Address: By: Alex Wilso�
County: Saratoga
DRAINAGE AREA TO BE TREATED BY PRACTICE
Catchment Total Area Imperv. WQv Going Min.
% Impery Rv to Practice Required Treatment Practice
Name (sf) Area (sf) ��f� Wqv(cf)
1 13,670 13,706 100% 0.952 1,190 405 Redev+
Total 13,670 13,706 1,190 405
SOIL INFORMATION
Agr Green Roof Area 6247 sf
Dsm Depth Soil Media 0.5 ft
Ddl Depth Drainage Layer 0.17 ft
Psm Porosity of Soil Media 0.2
Pdl Porosity of Drainage Layer 0.25
Vsm 625 cf
Vdl 265.5 ft
Dp Ponding Depth 0.2 ft
Storage Volume 2,139.6 ft/day
WQv& RRv CAPACITY
RRv Applied: 1,190.43 cf
0.027 ac-ft 100%of wQv
GREEN ROOF
AREA REDUCTION PRACTICES
GENERAL PROJECT INFORMATION
Project: 269 Broadway Date: 4/21/2021
Address: By: Alex Wilson
County: Saratoga
CONSERVATION OF NATURAL AREAS
Total Contributing Area: �sf 0.000 ac
Total Contributing Impervious Area: 0 sf 0.000 ac
Total Area to be protected as a Natural Conservation
Area �0 sf 0.000 ac
RIPARIAN BUFFERS/FILTER STRIPS
Total Contributing Area: sf 0.000 ac
Total Contributing Impervious Area: sf 0.000 ac
TREE PLANTING/TREE PRESERVATION
EXISTING PRESERVED TREES
No. Exist.Trees Preserved:
Contrib. Area to each Preserved Tree: sf
Contrib. Impervious Area to Preserved Each Tree: sf
PROPOSED TREES
No. of Proposed Trees: 3
Contrib. Area to Each Proposed Tree: 100 sf
Contrib. Impervious Area to Proposed Tree: 300 sf
PROPOSED TREES WITHIN RAISED PLANTER BEDS(WRPB)
No. of Proposed Trees within planter bed:
Contrib. Area to Each Proposed Tree: sf
Contrib. Impervious Area to Proposed Tree: sf
Total Contribing Area Reduced by Trees: 100.00 cf 0.002 ac
Total Contributing Impervious Area Reduced by Trees: 300.00 cf 0.007 ac
AREA REDUCTION PRACTICES
Appendix K
Erosion and Sediment Control Plans
Stormwater Pollution Prevention Plan
K
�
\ � / PLANTING SCHEDULE
\ a 1 ABRV BOTANICAL NAME COMMON NAME QTY SIZE SPACING REMARKS
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SUBMITTAL / REVISIONS THE ALTERATION OF THIS MATERIAL IN 269 BROADWAY CONTRACT No.:-
ANY WAY, UNLESS DONE UNDER THE
No. DATE DESCRIPTION BY REVIEWED BY: DATE PROJ. MANAGER: WL DIRECTION OF A COMPARABLE � � E ROS I O N CO NTRO L & MJ PROJ. No.:987.04
1 10/14/2021 TOWN COMMENTS AB WL 10/14/21 CHIEF DESIGNER: A,1W '�., �� PROFESSIONAL, (I.E.) ARCHITECT FOR AN E n g i n e e ri n g a n d �ATE: JULY 2021
DESIGNED BY: AJW ARCHITECT, ENGINEER FOR AN ENGINEER La n d S u rveyi n g� P.C. LAN DSCAP I N G P LAN
DRAWN BY: AJW � OR LANDSCAPE ARCHITECT FOR A
CHECKED BY: WL LANDSCAPE ARCHITECT, IS A VIOLATION �-� �O
OF THE NEWYORK STATE EDUCATION 1533 Crescent Road - Clifton Park, NY 12065 PRIME GROUP HOLDINGS
LAW AND/OR REGULATIONS AND IS A
c�ass ��a�� MISDEMEANOR. CITY OF SARATOGA NEW YORK
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Date: Wed, Oct 13, 2021 - 11:38 AM (Name: awilson)