SWPPP Only reduced
STORMWATER MANAGEMENT REPORT
and
STORMWATER POLLUTION PREVENTION
PLAN NARRATIVE
NYSDEC GP-015-0-002
Prepared for:
Clear Brook LLC
14-Lot Residential Subdivision
Big Boom Road
316.14-1-6
Town of Queensbury
Warren County, New York
Prepared by:
Hutchins Engineering
169 Haviland Road
Queensbury, NY 12804
December 10, 2018
CERTIFICATION STATEMENT
To be signed by contractors performing the site construction.
I hereby certify under penalty of law that I understand and agree to comply with the terms and
conditions of the SWPPP and agree to implement any corrective actions identified by the qualified
inspector during a site inspection. I also understand that the owner or operator must comply with the
terms and conditions of the most current version of the New York State Pollutant Discharge
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.
Name: __________________________________________________________
Company: _______________________________________________________
Title: ___________________________________________________________
Signature: _______________________________ Date: __________________
Each Sub-Contractor or additional Contractors completing site work must also sign below:
Name: __________________________________________________________
Company: _______________________________________________________
Title: ___________________________________________________________
Area of Work & SWPPP Responsibilities: ______________________________
________________________________________________________________
Signature: _______________________________ Date: __________________
Name: __________________________________________________________
Company: _______________________________________________________
Title: ___________________________________________________________
Area of Work & SWPPP Responsibilities: ______________________________
________________________________________________________________
Signature: _______________________________ Date: __________________
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION 1
2.0 EXISTING SITE CONDITIONS 1
3.0 PROPOSED DEVELOPMENT 3
4.0 PROPOSED STORMWATER MANAGEMENT 3
5.0 NYSDEC REQUIREMENTS 4
5.1 Water Quality Volume 4
5.2 Runoff Reduction Volume 6
5.3 Planning for Green Infrastructure 6
5.4 Green Infrastructure Techniques for RRv 7
5.5 Runoff Reduction Volume Practices for Project 8
5.6 Channel Protection Volume 8
5.7 Overbank Flood Control 8
5.8 Extreme Storm Control 8
6.0 TOWN OF QUEENSBURY REQUIREMENTS 9
7.0 ENDANGERED SPECIES 9
8.0 ARCHAEOLOGICAL RESOURCES & HISTORIC PLACES 9
9.0 CONSTRUCTION PHASE EROSION PRACTICES 9
10.0 TEMPORARY EROSION & SEDIMENT CONTROL MEASURES 9
11.0 CONTROL OF LITTER, CONSTRUCTION DEBRIS & CONSTRUCTION CHEMICALS 10
12.0 SEQUENCE OF CONSTRUCTION 11
13.0 MAINTENANCE OF TEMPORARY EROSION & SEDIMENT CONTROL DEVICES 11
14.0 OPERATION & MAINTENANCE PLAN 11
15.0 PERMANENT EROSION CONTROL 12
1.0 PROJECT DESCRIPTION
The project consists of a 14-lot rural residential subdivision of a vacant 144-acre parent parcel,
and ultimate construction of 14 new single family homes, with driveways and associated utilities.
Lot sizes range from 2.4 acres to 67 acres.
The project site is adjacent to the Hudson River in the area known
accessed from Big Boom Road in the Town of Queensbury, Warren County, New York. The
site contains approximately 3,900 feet of frontage on the Hudson River.
2.0 EXISTING SITE CONDITIONS
Presently, the project site is vacant,
area of approximately 75 acres is entirely vacant and has been utilized only for timber
production in the recent past. There are numerous earthen paths and drive areas which have
generally served for timber harvesting purposes, and the area is entirely wooded. There is an
area of ACOE wetlands in the central eastern portion of this area which are being avoided in the
project design. been the site
of previous timber harvesting. The area is bisected by a canal and contains significant
ductile iron water main which conveys water from the Town of Queensbury to the Town of
Moreau, located immediately across the Hudson River. The water line is located within a non-
exclusive easement granted to the Town of Queensbury from the property owners.
Thirteen of the proposed fourteen building lots will be created in the area of the parcel with the
lower area containing only one proposed parcel, at 66.7 acres. Site slopes are generally slight
to moderate, 0-10% over the upper and lower areas of the property with a steep embankment,
greater the 25% separating the two areas.
The existing site drainage patterns over the upper area are generally west to east across the
several hundred feet to the Hudson River. There are two distinct drainage channels that develop
toward the eastern portion of the area which have been modelled as design points 1, 2 and 3.
These three design points encompass the entire upper area and 13 of the 14 proposed building
lots. As the lower area consisting of 66.7 acres is to remain largely undeveloped, the
stormwater runoff model includes the site of the proposed residence and surrounding area,
approximately 5.2 acres.
Site soils in the upper area are mapped as primarily Oakville, HSG A, which are deep, well
drained soils with relatively high permeability. There is a small portion in the northeast corner of
the upper area mapped as Middlebury, HSG B. Field conducted test pits and infiltration and
percolation tests indicate a larger portion of HSG B soils than mapped and design is reflective of
the actual soils encountered. Soils in the lower area, near the proposed building site, are
mapped as Middlebury, HSG B. Soils in remaining portions of the lower area are mapped as
Middlebury, HSG B, Agawam, HSG B, and Fluvaquents (frequently flooded) A copy of the
USDA soils map is included in the appendix of this report. Soil test pits, percolation tests and
infiltration tests are indicated on the plans.
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Drainage design points
The site is broken into four drainage design points:
1L Easterly runoff to Hudson River from Subcatchment 1
2L Easterly runoff to Hudson River from Subcatchment 2 running thru Subcatchment 1
3L Easterly runoff to Hudson River from Subcatchment 3
4L Westerly runoff to Hudson River via canal from Lot 14 building area
Existing Conditions Calculated Stormwater Runoff from the Site 1L
(To river via north channel 14.28 acres)
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.07 CFS 0.057 acre-feet
25-year design storm (4.4") 0.36 CFS 0.207 acre-feet
100-year design storm (6.1") 3.68 CFS 0.773 acre-feet
Existing Conditions Calculated Stormwater Runoff from the Site 2L (Big Boom
Road West Central 24.023 Acres)
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.0 CFS 0.0 acre-feet
25-year design storm (4.4") 0.10 CFS 0.077 acre-feet
100-year design storm (6.1") 1.42 CFS 0.638 acre-feet
Existing Conditions Calculated Stormwater Runoff from the Site 3L (To River via
East Channel 18.52 acres )
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.29 CFS 0.186 acre-feet
25-year design storm (4.4") 1.61 CFS 0.471 acre-feet
100-year design storm (6.1") 9.42 CFS 1.403 acre-feet
Existing Conditions Calculated Stormwater Runoff from the Site 4L (Lot 14
Site area 5.24 acres )
1-year design storm (2.2") 0.09 CFS 0.044 acre-feet
10-year design storm (3.6") 1.99 CFS 0.251 acre-feet
25-year design storm (4.4") 3.94 CFS 0.422 acre-feet
100-year design storm (6.1") 9.20 CFS 0.868 acre-feet
Total Site Runoff - Existing Conditions (Sum of 4 Links)
1-year design storm (2.2") 0.09 CFS 0.044 acre-feet
10-year design storm (3.6") 2.35 CFS 0.494 acre-feet
25-year design storm (4.4") 6.01 CFS 1.177 acre-feet
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100-year design storm (6.1") 23.72 CFS 3.68 acre-feet
3.0 PROPOSED DEVELOPMENT
Proposed Conditions Summary
Total Project Site Area: 145 Acres
Buildings Coverage: 43,000 SF
Driveways: 135,000 SF
Total Impervious: 178,000 SF
4.0 PROPOSED STORMWATER MANAGEMENT
NYSDEC SPDES requirements for stormwater discharges from construction activities in
accordance with GP-0-015-02 must be applied to the project. Specifically, for single-family
residential subdivisions that disturb over 5 acres, a Stormwater Pollution Prevention Plan
including post-construction stormwater management practices must be developed and
implemented.
Stormwater management practices are applied in the form of a series of vegetated pretreatment
forebay areas and small, vegetated infiltration basins are utilized for each driveway and house
site area. An infiltration rate of 20 inches per hour is utilized in the infiltration basins.
Runoff calculations have been prepared utilizing SCS TR-20 methodology and HydroCAD
analysis software for the 1-year, 10-year, 25-year, and 100-year Type-II simulated rainfall
distributions. Criteria utilized in the analysis are summarized as follows:
Design Storm Events
1-year 24-hr Type-II distribution 2.2"
10-year 24-hr Type-II distribution 3.6"
25-year 24-hr Type-II distribution 4.4"
100-year 24-hr Type-II distribution 6.1"
Proposed Conditions Calculated Stormwater Runoff from the Site 1L (To river via
north channel 14.28 acres)
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.07 CFS 0.052 acre-feet
25-year design storm (4.4") 0.33 CFS 0.190 acre-feet
100-year design storm (6.1") 3.57 CFS .736 acre-feet
3
Proposed Conditions Calculated Stormwater Runoff from the Site 2L (Big Boom
Road West Central 24.023 Acres)
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.0 CFS 0.0 acre-feet
25-year design storm (4.4") 0.09 CFS 0.066 acre-feet
100-year design storm (6.1") 1.28 CFS 0.551 acre-feet
Proposed Conditions Calculated Stormwater Runoff from the Site 3L (To Rier via
East Channel 18.52 Acres)
1-year design storm (2.2") 0.0 CFS 0.0 acre-feet
10-year design storm (3.6") 0.28 CFS 0.179 acre-feet
25-year design storm (4.4") 1.55 CFS .462 acre-feet
100-year design storm (6.1") 9.96 CFS 1.401 acre-feet
Proposed Conditions Calculated Stormwater Runoff from the Site 4L (Lot 14 Site
Area = 5.24 Acres)
1-year design storm (2.2") 0.09 CFS .041 acre-feet
10-year design storm (3.6") 1.87 CFS .236 acre-feet
25-year design storm (4.4") 3.70 CFS 0.396 acre-feet
100-year design storm (6.1") 8.63 CFS .814 acre-feet
Total Site Runoff - Proposed Conditions (Sum of 4 Links)
1-year design storm (2.20") 0.09 CFS .041 acre-feet
10-year design storm (3.80") 2.22 CFS 0.467 acre-feet
25-year design storm (4.40") 5.67 CFS 1.114 acre-feet
100-year design storm (5.40") 23.44 CFS 3.502 acre-feet
The developed site has been modeled as a series of subcatchments (drainage areas) and
ponds, as shown on the HydroCAD drainage diagram. Full results of stormwater runoff
computations are attached to this report.
5.0 NYSDEC REQUIREMENTS
5.1 Water Quality Volume
The water quality volume (WQv) as required by NYSDEC is designed to capture and pre-treat
the 90% rainfall event and is calculated as a function of the impervious areas of the drainage
4
subcatchments for the project site. The portions of the site which will remain as vacant
forestland are not considered in the WQv calculations. Water quality volumes are provided in
the shallow vegetated infiltration basins located along driveways and around house sites.
Subcatchment WQv Required Provided Location
1382 CF 1DP Lot 1 Drive
1D Lot 1 Drive 356 CF
1HP Lot 1 House
747 CF
1H Lot 1 House Area 500 CF
Area
684 CF 2DP Lot 2 Drive
2D Lot 2 Drive 570 CF
2HP Lot 2 House
1041 CF
2H Lot 2 House Area 500 CF
Area
1558 CF 3DP Lot 3 Drive
3D Lot 3 Drive 998 CF
3HP Lot 3 House
562 CF
3H Lot 3 House Area
500 CF
Area
4P Lot 4 Pond
4D - Lot 4 Drive
855 CF
3800 CF 4P Lot 4 Pond
4H Lot 4 House Area
500 CF
1049 CF 5DP Lot 5 Drive
5D Lot 5 Drive
855 CF
5HP Lot 5 House
1721 CF
5H Lot 5 House Area
500 CF
Area
1288 CF 6DP Lot 6 Drive
6D Lot 6 Drive 855 CF
6HP Lot 6 House
1721 CF
6H Lot 6 House Area 501 CF
Area
1825 CF 7DP Lot 7 Drive
7D Lot 7 Drive 579 CF
7HP Lot 7 House
1245 CF
7H Lot 7 House Area
501 CF
Area
725 CF 8DP - Lot 8 Drive
8D Lot 8 Drive
475 CF
8HP Lot 8 House
1475 CF
8H Lot 8 House
686 CF
Area
9DS Lot 9/10 Shared
9DP Lot 9/10 Shared
1594 CF
998 CF
Drive
Drive
9HP Lot 9 House
1271 CF
9HS Lot 9 House Area 1022 CF
Area
10HS - Lot 10 House
10HP Lot 10 House
2138 CF
1165 CF
Area
Area
5
11S Lot 11 House &
2430 CF 11P Lot 11
1308 CF
Drive
12S Lot 12 House &
1995 CF 12P Lot 12
1074 CF
Drive
13S Lot 13 House &
1759 CF 13P Lot 13
1074 CF
Drive
1185 CF 14P Lot 14
14S Lot 14 House Area
876 CF
Total WQv required: 17,248 CF Total WQv provided: 33,195 CF
5.2 Runoff Reduction Volume
Runoff Reduction Volume (RRv) as required by NYSDEC prescribes the design goal to reduce
the Water Quality Volume through the allowable standard and green infrastructure practices.
The minimum RRv requirement is calculated as a function of the 90% rainfall event, the soil
Hydrological Classification and impervious cover.
RRv = P x 0.95 x S x (Ai/12) = 1.2" x 0.95 x 0.47 (A&B-soils) x (4.08 ac/12)
Minimum RRv required: 7935 CF
5.3 Planning for Green Infrastructure
NYSDEC requires that Planning Practices for Preservation of Natural Features and
Conservation be considered and evaluated for the project layout and stormwater management
practices. Specifically these six practices are evaluated as follows:
1. Preservation of Undisturbed Areas
Much of the downgradient areas surrounding the building sites will be preserved as
native forest space in order to maintain the rural character of the project
2. Preservation of Buffers
Buffers are maintained between structures and river and canal shore areas.
3. Reduction of Clearing and Grading
The proposed house sites have been carefully designed to fit with the existing
topography and features in order to maintain privacy and while minimizing required
clearing and grading.
4. Locating Development in Less Sensitive Areas
The proposed development will be constructed over the flatter portions of the site, while
the natural steep slopes, wetlands, and sensitive areas are avoided.
5. Open Space Design
6
The proposed development proposes the locations of the house sites to be constructed
over the appropriate areas portions of the site, with significant portions of the site being
preserved as open, forested space.
6. Soil Restoration
Vegetated areas which are compacted through earthwork processes around the houses
will undergo soil restoration treatments to restore the long-term infiltration over these
areas.
5.4 Green Infrastructure Techniques for RRv
NYSDEC requires that each of the 11 Green Infrastructure practices be evaluated for feasibility
for the project.
1. Conservation of Natural Areas
As stated above, much of the site will be preserved in its natural, forested state.
2. Sheet Flow to Riparian Buffers or Filter Strips
areas remain undisturbed.
3. Vegetated Swale
Roadside vegetated swales will be constructed, which will receive runoff from the
roadway and the surrounding house sites, however RRv credits are taken in the
infiltration basins.
4. Tree Planting / Tree Pit
RRv credit is taken in the lot specific rain gardens and any lot specific plantings would
have minimal effect upon RRv, therefore this practice is not considered in the
calculations.
5. Disconnection of Rooftop Runoff
Runoff from the roof areas will sheet flow over the surrounding yard area and into the
respective rain gardens. As RRv credit cannot be taken in multiple practices for the
same areas, the disconnection is not considered in the RRv calculations.
6. Stream Daylighting
There are no proposed stream or water body crossings or obstructions on the project
site and the stream west of the project area will not be disturbed.
7. Rain Gardens
Rain gardens (shallow vegetated infiltration basins) are proposed for the lots are sized
for 100% of the contributing Water Quality Volume.
8. Green Roofs
Due to cost and maintenance, vegetated roofs are not feasible for these residential
buildings.
9. Stormwater Planters
7
Stormwater planters might be feasible for the roof areas, however RRv credit is already
taken in the rain gardens.
10. Rain Barrels and Cisterns
Rain Barrels and cisterns are not feasible for the roof areas, as the storage volume for
even the water quality rain event is quite large, thus incurring significant cost and
maintenance.
11. Porous Pavement
Runoff from the roadway and individual driveways is managed in the infiltration basin
due to the excellent soil conditions.
5.5 Runoff Reduction Volume Totals
Total WQv Required: 17,248 CF
Minimum RRv Required: 7935 CF
RRv Practices:
Infiltration: 17,248 CF (62-ac contributory, 4.1-ac impervious)
Total RRv Provided: 17248 CF (100%+ of WQv)
As the infiltration facilities are sized to contain and infiltrate in excess of the water quality
volume, without reaching the outlet elevation, then 100% of the WQv is also infiltrated, thus
satisfying the RRv goals.
5.6 Channel Protection Volume
Channel protection volume (Cpv) as required by NYSDEC requires the extended detention of
the post-developed 1-year, 24-hour storm.
As the infiltration facilities manage the larger storm events with no outflow, the 1-year design
Channel Protection Volume design goals are met.
5.7 Overbank Flood Control
Overbank flood control as required by NYSDEC requires that the peak developed discharge
rate from the 10-year, 24-hour storm not exceed the pre-development rate.
Existing 10-year peak storm discharge: 2.35 CFS (Total Site)
Developed 10-year peak storm discharge: 2.22 CFS (Total Site)
The 10-year storm calculations show that the overbank flood control requirement is met.
5.8 Extreme Storm Control
8
Extreme storm control as required by NYSDEC requires that the peak developed discharge rate
from the 100-year, 24-hour storm not exceed the pre-development rate.
Existing 100-year peak storm discharge: 23.72 CFS (Total Site)
Developed 100-year peak storm discharge: 23.44 CFS (Total Site)
The 100-year storm calculations show that the overbank flood control requirement is met.
6.0 TOWN OF QUEENSBURY REQUIREMENTS
The Town of Queensbury requires that the peak developed discharge rate from the 25-year, 24-
hour storm not exceed the pre-development rate.
Existing 25-year peak storm discharge: 6.01 CFS
Developed 25-year peak storm discharge: 5.67 CFS
The 25-year storm calculations show that the Town of Queensbury requirement is met.
7.0 ENDANGERED SPECIES
In accordance with Part I.D.4 of GP-015-0-002, NYSDEC EAF mapper, question E2.o indicates
that there are no endangered or threatened species or identified habitat known to exist on
subject site. This letter is included in the appendix of this report.
8.0 ARCHAEOLOGICAL RESOURCES & HISTORIC PLACES
In accordance with Part III.A.8 of GP-015-0-002, an inquiry to NYSOPRHP was made for a
determination upon historic and cultural resources and a Phase I study was requested by
NYSOPRHP, which was undertaken. The Phase I study has been completed and report has
been forwarded to NYSOPRHP.
9.0 CONSTRUCTION PHASE EROSION PRACTICES
Practices to be implemented during construction for erosion and sediment control include silt
fencing and temporary sediment basins in various portions of the total disturbed area. Silt
fencing will be placed across slopes (on the contour) in all areas downgrade of disturbed areas.
Temporary sediment traps will be utilized in areas where construction phase runoff
concentrates.
10.0 TEMPORARY EROSION & SEDIMENT CONTROL MEASURES
Erosion and sediment control measures will be incorporated into the construction of the project.
These practices will comply with the New York State Department of Environmental
blue book). Separate erosion and sediment controls will be installed for each phase of
construction. The following temporary erosion and sediment control devices are to be utilized:
1. Sediment Control Fence
9
Silt Fence shall be used to control erosion from sheet flow on slopes not to exceed 1 on
3. Concentrated flows shall not be directed toward the silt fence. The silt fence must be
installed parallel to the contour lines to eliminate drainage along the fence.
2. Temporary Sediment Basin
Basins will be excavated below each house site and seeded with ryegrass to accept
stormwater runoff from the construction site allowing sediment to settle out. Sediment
traps shall be constructed in the location and be of the size and type specified to collect
sediment laden stormwater.
3. Temporary Seeding
Land that is stripped of vegetation will be seeded and planted as soon as possible. Any
area that will remain cleared but not under construction for five days or longer will be
seeded with a ryegrass mixture and mulched to stabilize soil until construction resumes.
4. Temporary Diversion Swales
Temporary diversion swales shall be constructed either to divert clean stormwater runoff
from newly-graded areas or to direct sediment laden runoff to a sediment trapping
device.
5. Dust Control
Measures for dust control during construction shall be implemented as needed. Daily
water sprays will be used during dry conditions. In addition to water sprays, temporary
mulching, temporary seeding and covering stockpiles with tarps shall be implemented
when necessary.
6. Erosion Control Blanket
Fabricated straw or biodegradable mesh blankets shall be utilized to protect and
temporarily stabilize slopes of 1:3 or greater and shall be applied to graded, topsoiled,
and seeded slopes. Blankets will be attached with staples or stakes in accordance with
Blankets on cut slopes and vegetated ditchlines will
be maintained in place permanently and allowed to biodegrade.
11.0 CONTROL OF LITTER, CONSTRUCTION DEBRIS &
CONSTRUCTION CHEMICALS
During the course of construction, the site shall be kept clear of debris and litter which could be
transported by water or wind. This material shall be picked up daily and shall be stored in waste
debris containers where it will be securely held.
All petroleum products or other waste contaminants which are water soluble, or could be
dispersed and transported by stormwater, shall be stored in covered containers and shall be
regularly removed from the site and properly and legally disposed of. All petroleum or other
hazardous materials shall be stored and handled in conformance with NYSDEC spill prevention
and containment requirements.
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12.0 SEQUENCE OF CONSTRUCTION
Prior to the start of construction, the contractor shall install the sediment control fence along the
low side of each area to be disturbed in order to contain runoff from the construction site.
Temporary sediment basins are to be constructed as shown on the plans and shall collect
stormwater runoff from all areas of proposed road and utility construction. The temporary
sediment basins shall be a minimum of 3600 CF per acre of disturbance. Basins shall allow
collected water to filter into the existing soil; if necessary, sediment will be cleaned out of the
basins to maintain their infiltrative capability.
Following the completion of all planting and the establishment of all grass areas, any collected
sediment and sediment control fencing shall be removed. Any debris from the perimeter of the
site shall be removed and dispose of all waste material shall be disposed of in a legal manner.
13.0 MAINTENANCE OF TEMPORARY EROSION & SEDIMENT
CONTROL DEVICES
The sediment basins shall be inspected at least weekly and after every rain event by the
contractor. When 50% of the volume of the trap is full, the contractor shall remove collected
sediment and dispose of properly.
The contractor shall inspect the sediment control fence weekly and after every rain event and
remove trapped sediment and maintain the devices such that they are in good working order.
14.0 OPERATION & MAINTENANCE PLAN
For devices serving common shared driveways, t
responsible to provide the maintenance in the settling/pretreatment basin and infiltration basin,
ditchlines and culverts. Maintenance includes trimming of vegetation in the ditchlines, basins
and sediment removal in the ditches, culverts and pond. Trimming should be performed as
needed throughout the spring, summer and fall, typically monthly or semi-monthly. Sediment
removal and inspection of the stormwater infrastructure should be performed annually.
Each respective lot owner is to provide the maintenance needed in order to ensure continuous
and effective operation of the stormwater control practices on the respective lots. Maintenance
includes vegetation trimming and sediment removal in the rain gardens. Mowing and trimming
should be performed as needed throughout the spring, summer and fall, typically weekly or
semi-weekly. Sediment removal and inspection of the rain gardens should be performed
annually or as needed due to surrounding and contributing site conditions. If long-term
infiltration capacity becomes reduced, the organic topsoil is to be excavated and new soil
installed.
A common area maintenance agreement will be prepared and reviewed by the town and will be
signed by each respective lot owner at the time of the deed conveyance and will be filed in the
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15.0 PERMANENT EROSION CONTROL
All pervious areas shall be graded, topsoil installed and seeded or planted as soon as practical,
but in no case shall finish graded soils be exposed for more than five days. Seed beds shall be
mulched with straw and plant beds shall be mulched with pine bark mulch. Seeded areas on
slopes over 1:3 shall be stabilized with erosion control blankets as specified on the plans.
16.0 INSPECTION REQUIREMENTS
In accordance with Part IV of GP-0-15-002, the owner or operator of each construction activity
shall have a trained contractor inspect the erosion and sediment control practices within the
active work area on a daily basis to ensure that proper maintenance and functionality is realized
for the practices. If soil disturbances upon the site have been temporarily suspended and
proper stabilization methods have been implemented, the trained contractor may suspend
inspections until site work is restarted.
In addition, a qualified inspector (Licensed Professional Engineer, CPESC or Registered
Landscape Architect; or someone working under their direct supervision who has received four
hours of DEC endorsed training) shall conduct site inspections at least once every (7) calendar
days. If soil disturbances upon the site have been temporarily suspended and proper
stabilization methods have been implemented, the qualified inspector shall conduct site
inspections at least once every (30) calendar days. If soil disturbances have been shut down
for 2-years with partial project completion and proper stabilization methods have been
implemented, a Notice of Termination can be filed with DEC.
These site inspections shall continue until the project is completed, final site stabilization is
achieved, and a Notice of Termination is filed with DEC.
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ATTACHMENTS
Site Soils Maps
Water Quality Volume Computations
Subcatchment Map Existing Model
HydroCAD Existing
Subcatchment Map Proposed Model
HydroCAD Proposed
HYDROCAD
Existing & Proposed Conditions: Type-II 24 hr Rainfall = 2.2-year), 3.6-year), 4.425-
year), 6.1-year)
USDA Soil Map
Warren County GIS Soil Map
Inputs
1.2P =1.2
100I = 100
0.09A =0.24
Calculated3,750SF TOTALCalculated10,500SF TOTAL
calc Rv =0.95Rv minimum = 0.2calc Rv =0.95Rv minimum = 0.2
app Rv =0.95app Rv =0.95
0.008Acre-feetWQv =0.023Acre-feet
356CFminimumWQv = 998CFminimum
SUBCATCHMENT 1H - LOT 1 HOUSE AREASUBCATCHMENT 4D - LOT 4 DRIVE
Inputs
1.2P =1.2
50I = 100
0.23A =0.21
Calculated10,000SF TOTALCalculated9,000SF TOTAL
calc Rv =0.50Rv minimum = 0.2calc Rv =0.95Rv minimum = 0.2
app Rv =0.50app Rv =0.95
0.011Acre-feetWQv =0.020Acre-feet
500CFminimumWQv = 855CFminimum
SUBCATCHMENT 2D - LOT 2 DRIVE SUBCATCHMENT 4H - LOT 4 HOUSE AREA
Inputs
1.2P =1.2
100I = 50
0.14A =0.23
Calculated6,000SF TOTALCalculated10,000SF TOTAL
calc Rv =0.95Rv minimum = 0.2calc Rv =0.50Rv minimum = 0.2
app Rv =0.95app Rv =0.50
0.013Acre-feetWQv =0.011Acre-feet
570CFminimumWQv = 500CFminimum
SUBCATCHMENT 2H - LOT 2 HOUSE AREASUBCATCHMENT 5D - LOT 5 DRIVE
Inputs
1.2P =1.2
50I = 100
0.23A =0.21
Calculated10,000SF TOTALCalculated9,000SF TOTAL
calc Rv =0.50Rv minimum = 0.2calc Rv =0.95Rv minimum = 0.2
app Rv =0.50app Rv =0.95
0.011Acre-feetWQv =0.020Acre-feet
500CFminimumWQv = 855CFminimum
SUBCATCHMENT 3H - LOT 3 HOUSESUBCATCHMENT 5H - LOT 5 HOUSE
Inputs
1.2P =1.2
50I = 50
0.23A =0.23
Calculated10,000SF TOTALCalculated10,000SF TOTAL
calc Rv =0.95Rv minimum = 0.2calc Rv =0.57Rv minimum = 0.2
app Rv =0.95app Rv =0.57
0.020Acre-feetWQv =0.016Acre-feet
855CFminimumWQv = 686CFminimum
SUBCATCHMENT 6H - LOT 6 HOUSESUBCATCHMENT 9D - LOT 9 & 10 DRIVE SHARED
Inputs
1.2P =1.2
50I = 100
0.23A =0.24
Calculated10,000SF TOTALCalculated10,500SF TOTAL
calc Rv =0.50Rv minimum = 0.2calc Rv =0.95Rv minimum = 0.2
app Rv =0.50app Rv =0.95
0.012Acre-feetWQv =0.023Acre-feet
501CFminimumWQv = 998CFminimum
SUBCATCHMENT 7D - LOT 7 DRIVESUBCATCHMENT 9H - LOT 9 HOUSE AREA
Inputs
1.2P =1.2
100I = 67.7
0.14A =0.36
Calculated6,000SF TOTALCalculated15,500SF TOTAL
calc Rv =0.95Rv minimum = 0.2calc Rv =0.66Rv minimum = 0.2
app Rv =0.95app Rv =0.66
0.013Acre-feetWQv =0.023Acre-feet
579CFminimumWQv = 1,022CFminimum
SUBCATCHMENT 7H - LOT 7 HOUSE AREASUBCATCHMENT 10H - LOT 10 HOUSE
Inputs
1.2P =1.2
50I = 70.6
0.23A =0.39
Calculated10,000SF TOTALCalculated17,000SF TOTAL
calc Rv =0.50Rv minimum = 0.2calc Rv =0.69Rv minimum = 0.2
app Rv =0.50app Rv =0.69
0.012Acre-feetWQv =0.027Acre-feet
501CFminimumWQv = 1,165CFminimum
SUBCATCHMENT 8D - LOT 8 DRIVESUBCATCHMENT 11S - LOT 11
Inputs
1.2P =1.2
100I = 73
0.11A =0.42
Calculated5,000SF TOTALCalculated18,500SF TOTAL
calc Rv =0.95Rv minimum = 0.2calc Rv =0.71Rv minimum = 0.2
app Rv =0.95app Rv =0.71
0.011Acre-feetWQv =0.030Acre-feet
475CFminimumWQv = 1,308CFminimum
Calculated16,000SF TOTALCalculated14,000SF TOTAL
calc Rv =0.67Rv minimum = 0.2calc Rv =0.63Rv minimum = 0.2
app Rv =0.67app Rv =0.63
0.025Acre-feetWQv =0.020Acre-feet
1,074CFminimumWQv = 876CFminimum
SUBCATCHMENT 13S - LOT 13
1.2
69
0.37
Calculated16,000SF TOTAL
calc Rv =0.67Rv minimum = 0.2
app Rv =0.67
0.025Acre-feet
1,074CFminimum