APPENDIX M 

Preliminary SWPPP, prepared by Badey & Watson, 

last dated March 9, 2019 

Soil Test Results, Badey & Watson, 

May 11 and 12, 2015

 

HUDSON HIGHLANDS RESERVE

Route 9

Town of Philipstown

Putnam County, New York

Preliminary Stormwater Pollution Prevention Plan

March 9, 2018

Applicant:

Horton Road, LLC.

516 East 89th Street

New York, NY 10128

Contact: Mr Ulises Liceaga

(212) 722-0170

Prepared by:

Badey and Watson

Surveying and Engineering, LLC.

3063 Route 9

Cold Spring, NY 10516

(845) 265-9217

Mr. Edward Vergano, P.E., NYPE #72965 ATT 4.01

 

HHR Preliminary SWPPP 2 March 9, 2018

TABLE OF CONTENTS

XI. Contents

I. PROJECT DESCRIPTION ...................................................................................................................... 3

II. SCOPE OF THE PRELIMINARY SWPPP REPORT .......................................................................... 4

III. METHODOLOGY FOR EVALUATING PRE AND POST DEVELOPMENT RUNOFF ......... 5

IV. NYSDEC STORMWATER MANAGEMENT GUIDELINES ........................................................... 5

V. PRELIMINARY ESTIMATE QUALITY AND QUANTITY VOLUME CALCULATIONS ........ 6

VI. POTENTIAL SOURCES OF POLLUTION ........................................................................................ 7

VII. EROSION AND SEDIMENT CONTROL .......................................................................................... 7

VIII. CONSTRUCTION SEQUENCING ..................................................................................................... 8

IX. FINAL STABILIZATION ..................................................................................................................... 10

X. GOOD HOUSEKEEPING BEST MANAGEMENT PRACTICES (BMP’S) DURING

CONSTRUCTION ............................................................................................................................... 11

XI. CONCLUSIONS ................................................................................................................................... 15

Appendices: 1. Boring Report 2. Calculation Sheets

 

HHR Preliminary SWPPP 3 March 9, 2018

This report is the Preliminary Stormwater Pollution Prevention Plan (SWPPP) for the Hudson

Highlands Reserve project located in the Town of Philipstown, Putnam County, New York.

I. PROJECT DESCRIPTION

The subject property consists of approximately 210 acres and is identified as Section 17, Block 1,

Lots 39, 48, 76.111, 76.112, 76.21, and 77.2. on the Putnam County tax maps for the Town of

Philipstown. The project site is currently located in the M, HC and RR Zones. A significant

portion of the property is also located in the Open Space Overlay Zone. The property contains

some existing improvements, including a residential building, an entrance road and parking areas.

However, the property is substantially undeveloped and consists of mostly wooded areas, some

open fields and a 5.8-acre pond.

The site is adjacent to U. S. Highway Route 9 to the northwest, East Mountain North Road to

the north, Horton Road to the south and East Mountain Road South to the southeast.

The applicant proposes to construct 25 single family residential homes, each containing

approximately 1 acre, in 4 isolated areas of the property and an equestrian center with stables

near the center of the property.

The intention of the applicant is to create an attractive conservation development characterized

by a streetscape design and landscaping that compliments the existing environment, look and feel

of the community.

According to the “Soil Survey of Putnam and Westchester Counties, New York” the soil types

at the subject property are:

Map

Name

Hydrologic

Symbol

Soil

Group

ChB B CHARLTON loam, 2-8% Slopes

ChC B CHARLTON loam, 8-15% Slopes

ChD B CHARLTON loam, 15-25% Slopes

ChE B CHARLTON loam, 25-35% Slopes

ClC B CHARLTON loam, 8-15% Slopes, very stony

ClE B CHARLTON loam 25-35% Slopes, very stony

CrC B CHARLTON-CHATFIELD complex, rolling, very rocky

CsD B CHATFIELD-CHARLTON complex, hilly, very rocky

CtC B/C/D CHATFIELD-HOLLIS-ROCK outcrop complex, rolling

CuD B/C/D CHATFIELD-HOLLIS-ROCK outcrop complex, hilly

Ff B/D FLUVAQUENTS-UDIFLUVENTS complex, frequently flooded

HnC A HINCKLEY gravelly loamy sand, 8-15% Slopes

HHR Preliminary SWPPP 4 March 9, 2018

HrF C/D HOLLIS-ROCK outcrop complex, very steep

LeB C LEICESTER loam, 2-8% Slopes, very stony

RhA B RIVERHEAD loam, 0-3% Slopes

RhB B RIVERHEAD loam, 3-8% Slopes

RhC B RIVERHEAD loam, 8-15% Slopes

RhE B RIVERHEAD loam, 25-50% Slopes

SuB B SUTTON loam, 3-8% Slopes W – WATER

To corroborate the information in the Soil Survey, a series of test pits were performed at this

site to evaluate the subsurface soil, rock, and groundwater conditions for the proposed

development.

Eight soil borings were conducted by Boyd Artesian Well Company, Inc.. of Carmel, NY in April

2007 for a soil mine that had been proposed by the previous owner. Soil depths ranged from 25

to 83 feet. The depths of individual borings terminated when either bedrock or large boulders

were encountered. The locations of the individual borings are plotted on the map attached to

this report. The boring report is located in Appendix 1 of this report.

II. SCOPE OF THE PRELIMINARY SWPPP REPORT

The purpose of the preliminary SWPPP is to examine the potential impacts that the proposed

development may have on the local watershed and to set forth measures deemed necessary to

mitigate impacts. This study will contain an analysis of the existing drainage conditions within the

site's watershed and will describe the proposed drainage conditions after development of the

project.

The site is within the Hudson River drainage basin. The majority of the site discharges to Ulmar

Pond which in turn discharges to Clove Creek. The other portions of the site either discharge

directly to Clove Creek or to existing infrastructure in Route 9 that ultimately discharges to

Clove Creek. Clove Creek runs north west and meets Fishkill Creek before discharging to the

Hudson River.

A fully developed Stormwater Pollution Prevention Plan (SWPPP) will be submitted to the Town

of Philipstown for review and approval. The SWPPP will detail water quality and quantity controls

in accordance with the requirements of the NYSDEC SPDES General Permit No. GP-0-15-002

for Stormwater Discharges from Construction Activity. The Stormwater Pollution Prevention

Plan will include stormwater management practices from the "New York State Stormwater

Management Design Manual" dated January 2015.

HHR Preliminary SWPPP 5 March 9, 2018

III. METHODOLOGY FOR EVALUATING PRE AND POST DEVELOPMENT

RUNOFF

The “HydroCAD Stormwater Modeling System”, which is based on the widely accepted TR-20

method of storm water modeling developed by the USDA Soil Conservation Service, will be used

to evaluate the 1 ,10, and 100-year, 24-hour storm events. The TR-20 methodology considers a

multitude of characteristics from watershed areas including soil types, soil permeability, vegetative

cover, time of concentration, topography, rainfall intensity, and ponding areas, etc.

Hydrographs will be developed for each of the 10 hydrologically distinct areas and will be referred

to in the drainage evaluation as “subcatchments”.

Hydrology studies will likely reveal an increased peak rate of runoff in all studied storm events in

the post development condition for some of the subcatchments. However, the hydrology studies

will demonstrate that the surface and subsurface post construction stormwater practices located

at appropriate locations throughout the site will provide sufficient detention to keep the post

development peak runoff for the studied storm events to less than predevelopment (i.e. existing)

peak rate of runoff to the pond, Horton and Albany Post Roads and Clove Creek. Furthermore,

post construction treatment practices will be designed to infiltrate the Water Quality Volume

and Runoff Reduction Volume. This will preserve the quality of water entering the pond and off-

site areas and facilities after construction.

The hydrology studies will be based on a Type III rainfall distribution which is representative of

rainfall events that occur in the region. The soils types on the site are predominately Class B.

According to the latest available data from the Northeast Regional Climate Center

(http://precip.eas.cornell.edu/), the cumulative 24-hour rainfall amount for the 1, 10, and 100-year

storm events for this region is 2.63, 4.74, and 8.41 inches, respectively.

IV. NYSDEC STORMWATER MANAGEMENT GUIDELINES

The guidelines for designing the most effective stormwater management practices (SMPs) for new

and redeveloped sites are provided in the “New York State Stormwater Management Design Manual’,

dated January 2015. NYSDEC establishes therein what it terms Water Quality, Channel

Protection, Overbank Flood and Extreme Storm requirements.

A. Water Quality Volume Requirements

The Water Quality Volume is designed to improve water quality sizing to capture and treat

90% of the average annual stormwater runoff volume. The 90% rainfall event for the site

in Putnam County is 1.43 inches.

B. Stream Channel Protection Volume Requirements

Stream Channel Protection Volume Requirements are designed to protect off-site stream

channels from erosion. In New York State this goal is accomplished by providing 24-hour

extended detention of the 1-year, 24-hour storm event.

HHR Preliminary SWPPP 6 March 9, 2018

C. Overbank Flood Control Criteria

The primary purpose of the overbank flood control sizing criterion is to prevent an increase

in the frequency and magnitude of out-of-bank flooding generated by development to off-

site water courses. Overbank control requires storage to attenuate the post development

10-year, 24-hour peak discharge rate to predevelopment rates.

D. Extreme Flood Control Criteria

The intent of extreme flood criteria is to prevent the increased risk of flood damage on and

off-site from large storm events and to protect the physical integrity of Stormwater

Management Practices. 100-Year Control requires storage to attenuate the post

development 100-year, 24-hour peak discharge rate to predevelopment rates.

V. PRELIMINARY ESTIMATE QUALITY AND QUANTITY VOLUME

CALCULATIONS

Water Quality Volume

WQv = 1.57 ac-ft

Minimum Runoff Reduction Volume

RRv = 0.37 ac-ft (min.)

Water Quality Volume(WQv) and Runoff Reduction Volumes (RRv) are based on whole site

drainage catchment calculations.

Water Quantity Calculations

Retention = 1.3 ac-ft

The calculation for retention is preliminary and based solely on comparison of total runoff for

the 100-year storm in the pre and post condition with general attributes for cover

characteristics. This calculation does not take times of concentration into consideration or the

need to attenuate peak flow.

Calculation sheets are included as Appendix 2 to this report.

PRELIMINARY POST STOMRWATER PRACTICES

25 RAIN GARDENS – Each house site will have a 220-sf ft raingarden to capture and infiltrate

roof runoff. This provides 0.15 ac-ft of WQv and RRv.

6 Bioretention areas, A thru F will provide 1.42 ac-ft of WQV and 1.42 RRv

The final design may revise location and size of the practices.

HHR Preliminary SWPPP 7 March 9, 2018

The total preliminary post construction stormwater practices shown on the plan will

provide1.57 ac-ft of treatment and retention. This volume meets the preliminary calculated

WQV, RRv and retention requirements.

Conservation of Natural Areas have not been taken into consideration in the above calculations

but will be included in the Full SWPPP. It is expected that consideration of the conservation of

natural areas will lessen the requirements of the final SWPPP over those determined by this

preliminary SWPPP.

ADDITIONAL PRACTICES THAT WILL BE EMPLOYED

• Riparian Buffers

• Soil Restoration

• Velocity Dissipaters

• Stone Check Dams

• Dry Swales

• Deep Sump Catch Basins

ADDITIONAL PRACTICES THAT MAY BE EMPLOYED

• Cisterns

• Level Spreaders

VI. POTENTIAL SOURCES OF POLLUTION

Potentials sources of sediment to stormwater runoff include:

• clearing and grubbing operations,

• grading and site excavation operations,

• vehicle tracking,

• topsoil stripping and stockpiling, and

• landscaping operations

Potential pollutants and sources, other than sediment, to stormwater runoff include:

• Staging area including fueling activities, minor equipment maintenance, sanitary facilities,

and hazardous waste storage

• Materials storage in staging area including general building materials, solvents, adhesives,

paving materials, paints, aggregates, trash

• Construction activity including paving, curb/gutter installation, concrete

pouring/mortar/stucco, building construction

• Concrete washout areas

• Cleaning trucks and equipment on site

VII. EROSION AND SEDIMENT CONTROL

Development of the proposed project could potentially result in erosion and the transport of

sediment during construction. Erosion and sediment controls for the project will be designed to

HHR Preliminary SWPPP 8 March 9, 2018

meet or exceed the criteria of the New York State Department of Environmental Conservation

SPDES General Permit No. GP-0-15-002 for Stormwater Discharges from Construction Activity.

An Erosion and Sediment Control Management Program will be established for the proposed

development, beginning at the start of construction and continuing throughout its course, as

outlined in the "New York State Standards and Specifications for Erosion and Sediment Control," dated

November 2016. A continuing maintenance program will be implemented for erosion and

sediment control after construction. The Applicant will have a qualified professional conduct an

assessment of the site prior to the commencement of construction and certify that the

appropriate erosion and sediment controls, as shown on the drawing entitled "Erosion &

Sediment Control Plan", have been adequately installed prior to construction. In addition, the

Operator shall have a qualified professional conduct an inspection at least once every seven

calendar days.

VIII. CONSTRUCTION SEQUENCING

DISTURBANCE OF GREATER THAN 5 ACRES

Based on an initial evaluation of the cut and fill, the possibility that relief from the 5-acre limit of

disturbance, normally required by the NYSDEC stormwater regulations, cannot be discounted.

Should this prove to be the case, the rational for requesting relief and required procedures during

construction will be included in the Final SWPPP. During development of the Final SWPPP a

construction sequence similar to that shown on the preliminary plan will be developed. It will be

based on many factors, including the need to fell trees during the winter months and the need to

relocate soil from one end of the site to the other. When the applicant requests relief from the

5 acre disturbance limitation, justifications will be provided in the SWPPP to the satisfaction of

the Town of Philipstown Stormwater Officer and the NYSDEC. In accordance with NYDEC

requirements, stormwater compliance inspections will be conducted twice a week whenever

more than 5 acres of open soil disturbance exists on site.

PRE-CONSTRUCTION MEETING

A pre-construction meeting shall take place prior to construction. At a minimum, the

contractor, qualified inspection professional and Town Engineer shall attend.

SEQUENCE OF CONSTRUCTION

A site-specific Sequence of Construction will be developed with the Full SWPPP. The following

describes a Typical Sequence of Construction which shall be followed for each phase of

construction of the Project.

1. Install stabilized construction entrances and all silt fences and erosion control

measures.

2. Grub all areas to be constructed.

HHR Preliminary SWPPP 9 March 9, 2018

3. Surround all bioretention and raingarden areas with orange construction fence to

avoid compaction.

4. Construct any temporary sediment basins and stabilize the areas disturbed for the

construction of the temporary sediment basins.

5. Install silt fencing around the temporary topsoil stockpile location(s).

6. Proceed with rough grading of the area under active construction, including

construction of temporary diversion swales and stone check dams as required to

convey stormwater runoff to the temporary sediment basins. Exposed areas shall be

stabilized within 14 days.

7. Install the storm drainage system consisting of catch basins, manholes and

underground storm pipes from the Stormwater Management Areas throughout the

site along with the sediment and erosion control devices associated with the storm

drainage system (i.e. inlet protection, stone check dams, etc., as will be shown on the

Plans).

8. Install any underground utilities (sewer, electric, telephone, etc.), as required.

9. Begin building and roadway construction including foundations, curb, subbase and base

pavement sections.

10. Finish grading, redistribute topsoil and establish vegetation and/or landscaping.

The foregoing sequence will be repeated for each phase of construction.

When all phases are complete the following items will be conducted to close out the site

1. Complete any final grading, topsoil and establish vegetation and/or landscaping.

2. Clean pavements and storm drain system of all accumulated sediment in conjunction

with the removal of all temporary sediment and erosion control devices.

3. Complete construction throughout the site and stabilize the exposed areas.

4. Issue Notice of Termination (NOT)

Temporary Control Measures

Throughout the project, temporary control measures will be implemented to control on-site

erosion and sediment transfer. Interceptor swales will be used to direct stormwater runoff to

temporary sediment traps for settlement.

Descriptions of the temporary sediment and erosion controls that will be used during the

development of the site including silt fence, stabilized construction entrances, seeding, mulching,

inlet protection and stone check dams are as follows:

1. Silt Fence is constructed using a geotextile fabric. The fence will be at least 18 inches

tall. The fences will not be placed in areas which receive concentrated flows such as

ditches, swales and channels. Also, the filter fabric material will not be placed across the

entrance to pipes, culverts, spillway structures, sediment traps or basins.

HHR Preliminary SWPPP 10 March 9, 2018

2. Stabilized Construction Entrances consisting of 2-4 inch stone. The entrances will be a

minimum of 50 feet in length by 12 feet in width by 6 inches in depth.

3. Seeding will be used to create a vegetative surface to stabilize disturbed earth until at

least 70% of the disturbed area has a perennial vegetative cover. Grass lining will also

be used to line temporary channels and the surrounding disturbed areas.

4. Mulching is used as an anchor for seeding and disturbed areas to reduce soil loss due to

storm events. All disturbed areas that receive seeding will be mulched with straw at a

rate of 3 tons per acre such that the mulch forms a continuous blanket. Mulch must be

placed on all exposed areas within 48 hours of seeding

5. Inlet Protection will be provided for all stormwater inlets structures with the use of curb

gutter inlet protection, stone & block inlet protection or filter fabric inlet protection, which will

keep silt, sediment and construction debris out of the storm system.

6. Stone Check Dams will be installed within temporary and permanent swales in the

active construction area.

7. Temporary Swales will be installed to intercept sediment laden water and divert it to a

sediment trapping device.

8. Temporary Sediment Traps will be installed to intercept sediment laden runoff and to

trap and retain the sediment. The sediment traps will be sized to provide a sediment

storage volume of 3,600 cubic feet per acre draining to the basin.

Temporary sediment & erosion control measures will be maintained throughout construction.

This maintenance will include, but not be limited to the following tasks:

1. For dust control purposes, all exposed graded areas will be moistened with water at

least twice a day in those areas where soil is exposed and will not be planted with a

temporary cover due to construction operations or the season (December through

March).

2. Inspection of erosion and sediment control measures will be performed at the end of

each construction day and immediately following each rainfall event. All required repairs

shall be performed immediately.

3. Sediment deposits will be removed when they cover 1/3 of the height of the silt fence.

All such sediment will be properly disposed of in fill areas on the site. All fill areas will

be contained by installing silt fence on the downhill side.

4. During rough grading, areas that will not be disturbed for fourteen or more days will be

stabilized with the temporary seed mixture, as defined on the plans.

5. Following final grading, disturbed areas will be stabilized with a permanent surface

treatment (i.e. sod, grass, pavement or sidewalk).

IX. FINAL STABILIZATION

PERMANENT SEEDING:

HHR Preliminary SWPPP 11 March 9, 2018

Permanent seeding will be applied immediately after the final design grades are achieved at the

site but no later than 14 days after construction activities have permanently ceased. After the

entire site is stabilized, any sediment that has accumulated will be removed and hauled off site to

an appropriate receiving facility. Construction debris, trash, and temporary BMP’s (best

management practices) will also be removed. Any areas disturbed during removal will be seeded

immediately.

Seedbed Preparation:

a. Topsoil will be spread over final graded areas at a minimum depth of four inches.

b. The seedbed will be free of rocks, woody debris and other objectionable material.

c. Mulch will be applied to the seedbed as specified.

d. Topsoil will be loosened by raking, tilling or other suitable methods.

The Final SWPPP will detail additional specifications relating to seeding, hydroseeding, mulching

and sodding

INSTALLATION SCHEDULE

Portions of the site where construction activities have permanently ceased will be stabilized, as

soon as possible, but not later than 14 days after construction ceases.

MAINTENANCE AND INSPECTION

All seeded areas will be inspected weekly during construction activities for failure until a dense

cover of vegetation has been established. If failure is noticed on the seeded area, the area will be

re-seeded and mulched immediately. After construction is complete at the site, permanent

stabilization measures will be monitored until final stabilization is reached.

A “Notice of Termination” (NOT) will be submitted after all clean-up at the site is complete and

after all seeding and mulching operations are complete and all plants are installed.

X. GOOD HOUSEKEEPING BEST MANAGEMENT PRACTICES (BMP’S)

DURING CONSTRUCTION

MATERIAL HANDLING AND WASTE MANAGEMENT:

Waste Materials: All waste materials will be collected and disposed of into metal waste

dumpsters in the staging area. Dumpsters will have a secure tight lid, be placed away from storm

water drains and structures, and will meet all federal, state, county, and local regulations. Only

trash and construction debris will be placed in the dumpsters. Construction materials will not be

buried on site. All personnel will be instructed regarding the correct disposal of trash and

construction debris. Notices that state these practices will be posted in the office trailer and the

individual who manages day-to-day site operations will be responsible for seeing that these

practices are followed.

HHR Preliminary SWPPP 12 March 9, 2018

Installation Schedule: Trash dumpsters will be installed when the staging area has been established.

Maintenance and Inspection: The dumpsters will be inspected weekly and immediately after storm

events. The dumpsters will be removed from site when full and all materials will be recycled if

appropriate or disposed of at an appropriate facility, .

Hazardous Waste Materials: All hazardous waste materials including oil filters, petroleum

products, paint, and equipment maintenance fluids will be stored in structurally sound and sealed

shipping containers, within the staging area. Hazardous waste materials will be stored in

appropriate and clearly marked containers and segregated from other non-waste materials.

Secondary containment will be provided for all waste materials in the hazardous materials storage

area and will consist of commercially available spill pallets. Additionally, all hazardous waste

materials will be disposed of in accordance with federal, state, county, and local regulations.

Hazardous waste materials will not be disposed of into the on-site dumpsters. All personnel will

be instructed, regarding proper procedures for hazardous waste disposal. Notices that state

these procedures will be posted in the office trailer and the individual that manages day-to-day

site operations will be responsible for seeing that these procedures are followed.

Installation Schedule: Shipping containers used to store hazardous waste materials will be installed

once the staging area has been installed.

Maintenance and Inspection: The hazardous waste materials area will be inspected weekly and after

storm events. The storage area will be kept clean, well-organized and equipped with ample

cleanup supplies as appropriate for the materials being stored. Material safety datasheets, material

inventory, and emergency contact numbers will be maintained in the office trailer.

Sanitary Waste: Two portable toilets, located in the staging area, will be provided at the site

throughout the construction phase. The toilets will be anchored as approved by the stormwater

inspector and located away from concentrated drainage flow paths and will have collection pans

underneath as secondary containment.

Installation schedule: The portable toilets will be set up at the site when the staging area is

complete.

Maintenance and Inspection: Sanitary waste will be collected as necessary for the use and shall be

inspected weekly for evidence of leaking holding tanks.

Recycling: Wood pallets, cardboard boxes, and other recyclable construction scraps will be

disposed of in a dumpster designated for recycling. The dumpster will have a secure watertight

lid, be placed away from stormwater conveyances and drains and meet all local and state solid-

waste management regulations. Only solid recyclable construction scraps from the site will be

deposited in the dumpster. All personnel will be instructed, regarding the correct procedure for

disposal of recyclable construction scraps. Notices that state these procedures will be posted in

HHR Preliminary SWPPP 13 March 9, 2018

the office trailer, and the individual that manages day-to-day site operations will be responsible

for seeing that these procedures are followed.

Installation Schedule: Designated recycling dumpsters will be installed once the staging area has

been established.

Maintenance and Inspection: The recycling dumpster will be inspected weekly. The recycling

dumpster will be emptied when full and taken to an approved recycling center by the contractor.

If recyclable construction wastes are exceeding the dumpster’s capacity, the dumpsters will be

emptied more frequently.

ESTABLISH PROPER BUILDING MATERIAL STAGING AREAS:

Staging Area:

Construction equipment and maintenance materials will be stored at the staging area. Straw

Bales shall be installed around the perimeter of the area. A watertight shipping container will be

used to store hand tools, small parts, and other construction materials. Non-hazardous building

materials such as packaging material (wood, plastic, and glass), and construction scrap material

(brick, wood, steel, metal scraps, and pipe cuttings) will be stored in a separate covered storage

facility adjacent to the shipping container. All hazardous-waste materials such as oil filters,

petroleum products, paint, and equipment maintenance fluids will be stored in structurally sound

and sealed containers under cover within the staging area.

Very large items, such as framing materials and stockpiled lumber, will be stored in the open in

the staging area. Such materials will be elevated on wood blocks to minimize contact with runoff.

Installation Schedule: The staging area will be installed immediately and before any grading occurs

or before any infrastructure is constructed at the site, whichever is to occur first.

Maintenance and Inspection: The storage area will be inspected weekly. The storage area will be

kept clean, well-organized, and equipped with ample cleanup supplies as appropriate for the

materials being stored. Perimeter controls, containment structures, covers, and liners will be

repaired or replaced as needed to maintain proper function.

Concrete Washout

A designated temporary, above-grade concrete washout area will be constructed as will be

detailed on the final site map. The temporary concrete washout area will be constructed as

shown on the Erosion Control Plan, with a recommended minimum length and minimum width

of 10 feet, but with sufficient quantity and volume to contain all liquid and concrete waste

generated by washout operations. The washout area will be lined with plastic sheeting at least

10 mils thick and free of holes or tears. Signs will be posted marking the location of the washout

area to ensure that concrete equipment operators use the proper facility.

HHR Preliminary SWPPP 14 March 9, 2018

Concrete pours will not be conducted during or before an anticipated storm event. Concrete

mixer trucks and chutes will be washed in the designated area or concrete wastes will be properly

disposed of off-site. When the temporary washout area is no longer needed for the construction

project, the hardened concrete and materials used to construct the area will be removed and

disposed of according to the maintenance section below, and the area will be stabilized.

Installation Schedule: The washout area will be constructed before concrete pours occur at the

site.

Maintenance and Inspection: The washout areas will be inspected weekly and after each day of use

to ensure that all concrete washing is being discharged into the washout area, no leaks or tears

are present, and to identify when concrete wastes need to be removed. The washout areas will

be cleaned out once the area is filled to 75 percent of its holding capacity. Once the area’s

holding capacity has been reached, the concrete wastes will be allowed to harden; the concrete

will be broken up, removed, and taken to an appropriate facility for disposal. The plastic sheeting

will be replaced if tears occur during removal of concrete wastes from the washout area.

ESTABLISH PROPER EQUIPMENT/VEHICLE FUELING AND MAINTENANCE PRACTICES:

Vehicle/Equipment Fueling and Maintenance

BMP Description: Several types of vehicles and equipment will be used on-site throughout the

project, including graders, scrapers, excavators, loaders, paving equipment, rollers, trucks and

trailers, backhoes, and forklifts. All major equipment/vehicle fueling and maintenance will be

performed off-site. A small, 20-gallon pickup bed fuel tank will be kept on-site in the staging area.

When vehicle fueling must occur on-site, the fueling activity will occur in the staging area. Only

minor equipment maintenance will occur on-site. All equipment fluids generated from

maintenance activities will be disposed of into designated drums stored on spill pallets in

accordance with applicable laws. Absorbent, spill-cleanup materials and spill kits will be available

at the staging area. Drip pans will be placed under all equipment receiving maintenance and under

all vehicles and equipment parked overnight.

Installation Schedule: BMPs implemented for equipment and vehicle maintenance and fueling

activities will begin at the start of the project.

Maintenance and Inspection: Inspect equipment/vehicle storage areas and fuel tank weekly.

Vehicles and equipment will be inspected on each day of use. Leaks are to be repaired

immediately, or the problem vehicle(s) or equipment is to be removed from the project site. An

ample supply of spill-cleanup materials is to be kept on-site. Spills are to be cleaned up

immediately and materials are to be disposed of properly.

Equipment/Vehicle Washing:

All equipment and vehicle washing will be performed off-site.

HHR Preliminary SWPPP 15 March 9, 2018

Spill Prevention and Control Plan:

1. Employee Training: All employees will be trained during twice monthly meetings.

2. Vehicle Maintenance: Vehicles and equipment will be maintained off-site. All Vehicles and

equipment including subcontractor vehicles will be checked for leaking oil and fluids.

Vehicles leaking fluid will not be allowed on-site. Drip pans will be placed under all vehicles

and equipment that are parked overnight.

3. Hazardous Material Storage: Hazardous materials will be stored in accordance with state,

federal and municipal regulations.

4. Spill Kits: Spill kits will be stored within the staging area and concrete washout areas.

5. Spills: All spills will be cleaned up immediately upon discovery. Spent absorbent materials

and rags will be hauled off-site immediately after the spill is cleaned up for appropriate

disposal. Spills large enough to discharge to surface water will be reported to the

NYSDEC at the NYS Spill Hotline 1-800-457-7362.

6. Material safety data sheets: a material inventory, and emergency contact information will

be maintained at the on-site project trailer.

7. Installation Schedule: The spill prevention and control procedures will be implemented

prior to commencement of construction.

8. Maintenance and Inspection: All personnel will be instructed, during twice monthly

meetings, regarding the correct procedures for spill prevention and control. Notices that

state these practices will be posted in the office trailer, and the individual that manages

day-to-day site operations will be responsible for seeing that these procedures are

followed.

XI. CONCLUSIONS

Ultimately the SWPPP will be designed and implemented to ensure there is no increase in peak

runoff rates during the 1, 10 and 100-year storm events in the post development state when

compared to the pre-development state of the site. Water quality measures including catch

basins with sumps, bioretention areas, rain gardens, riparian buffers, dry swales, stone check

dams, soil restoration and velocity dissipaters, coupled with a comprehensive Erosion and

Sediment Control Program will protect the water quality of the downstream receiving waters.

 

APPENDIX 1

BORING REPORT

 

 

APPENDIX 11

CALCULATIONS

 

Runoff Reduction Techiques/Standard 

SMPs

Total 

Contributing 

Area 

Total 

Contributing 

Impervious 

Area

WQv 

Reduced 

(RRv)

WQv Treated

(acres) (acres) cf cf

Conservation of Natural Areas  RR‐1 142.00 0.00

Sheetflow to Riparian Buffers/Filter 

StripsRR‐2 0.00 0.00

Tree Planting/Tree Pit RR‐3 0.00 0.00

Disconnection of Rooftop Runoff RR‐4 0.00

Vegetated Swale RR‐5 0.00 0.00 0

Rain Garden RR‐6 1.38 1.38 6793

Stormwater Planter RR‐7 0.00 0.00 0

Rain Barrel/Cistern RR‐8 0.00 0.00 0

Porous Pavement RR‐9 0.00 0.00 0

Green Roof (Intensive & Extensive) RR‐10 0.00 0.00 0

Infiltration Trench I‐1 0.00 0.00 0 0

Infiltration Basin I‐2 0.00 0.00 0 0

Dry Well I‐3 0.00 0.00 0 0

Underground Infiltration System I‐4

Bioretention & Infiltration Bioretention F‐5 102.62 7.56 61966 0

Dry swale O‐1 0.00 0.00 0 0

Micropool Extended Detention (P‐1) P‐1

Wet Pond (P‐2) P‐2

Wet Extended Detention (P‐3) P‐3

Multiple Pond system (P‐4) P‐4

Pocket Pond (p‐5) P‐5

Surface Sand filter (F‐1) F‐1

Underground Sand filter (F‐2) F‐2

Perimeter Sand Filter (F‐3) F‐3

Organic Filter (F‐4 F‐4

Shallow Wetland (W‐1) W‐1

Extended Detention Wetland (W‐2 W‐2

Pond/Wetland System (W‐3) W‐3

Pocket Wetland (W‐4) W‐4

Wet Swale (O‐2) O‐2

→ 142.00 0.00 36855

→ 1.38 1.38 6793

→ 102.62 7.56 61966 0

→ 0.00 0.00 0

→ 246.00 8.94 105,614 0Impervious Cover √ okay

Total Area  √ okay

Totals by Volume Reduction

Totals by Standard SMP w/RRV

Totals by Standard SMP

Totals ( Area + Volume + all SMPs)

Runoff Reduction Volume and Treated volumes

Standard SMPs 

w/RRv Capacity

Standard SMPs  

Area/Volume Reduction

Totals by Area Reduction

February 15, 2018 HHR Preliminary Calc Badey Watson

Version 1.8

Last Updated: 11/09/2015

Total Water Quality Volume Calculation

WQv(acre‐feet) = [(P)(Rv)(A)] /12

No

Design  1

P= 1.43 inch

Catchme

nt 

Number

Total Area

(Acres)

Impervious Area

(Acres)

Percent 

Impervious

%

RvWQv

(ft 3 )Description

1 102.62 7.56 7% 0.12 61,966 Bioretention

2 1.38 1.38 100% 0.95 6,793 Rain Garden

3 142.00 0.00 0% 0.05 36,855Conservation of 

Natural Areas

4

5

6

7

8

9

10Subtotal 

(1 30)246.00 8.94 4% 0.08 105,614 Subtotal 1

Total 246.00 8.94 4% 0.08 105,614 Initial WQv

Total 

Contributing 

Area

Contributing 

Impervious Area

(Acre) (Acre)

142.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

142.00 0.00

Total Area

(Acres)

Impervious Area

(Acres)

Percent 

Impervious

%

Runoff 

Coefficient

Rv

WQv

(ft 3 )

246.00 8.94 4% 0.08 105,614

‐142.00 0.00

104.00 8.94 9% 0.13 68,759

0.00

104.00 8.94 9% 0.13 68,759

36,855

Identify Runoff Reduction Techniques By Area

Breakdown of Subcatchments

Is this project subject to Chapter 10 of the NYS Design Manual (i.e. WQv is equal to post‐

development 1 year runoff 

"<<Initial WQv"

Recalculate WQv after application of Area Reduction Techniques

Riparian Buffersmaximum contributing length 75 feet to 

150 feet

Up to 100 sf directly connected impervious 

area may be subtracted per treeTree Planting

Filter Strips

Total

Manually enter P, Total Area and Impervious Cover.

NotesTechnique

minimum 10,000 sfConservation of Natural 

WQv reduced by Area 

Reduction techniques

Adjusted WQv after 

Area Reduction and 

Rooftop Disconnect

Subtract Area

Disconnection of 

WQv adjusted after 

Area Reductions

February 15, 2015 HHR Preliminary Calc Badey Watson

Minimum RRv

Soil Group Acres S

A 0.00 55%

B 90.00 40%

C 13.00 30%

D 13.00 20%

Total Area 116

S = 0.37

Impervious = 8.94 acre

Precipitation 1.43 in

Rv  0.95

Minimum RRv 16,152 ft3

0.37 af

Enter the Soils Data for the site

Calculate the Minimum RRv

Rain Garden Worksheet

Design Point: 1

Catchment 

Number

Total Area

(Acres)

Impervious 

Area

(Acres)

Percent 

Impervious

%

RvWQv

(ft 3 )

Precipitation

(in)Description

2 1.38 1.38 1.00 0.95 6792.50 1.43 Rain Garden

0.00 100% 0.95 6,793

B

Yes

1.40 in/hour

25

220

ARG 5,500 sf

DSM 1.50 ft

DDL 0.50 ft

DP 0.50 ft

nSM 0.40

nDL 0.40

VSM 3,300 ft3

VDL 1,100 ft3

2,750 ft3

7,150 ft3

100%

6,793 ft 3

OK

WQv ≤ VSM + VDL + (DP x ARG)

VSM = ARG x DSM x nSM

VDL (optional) = ARG x DDL x nDL

Enter Site Data For Drainage Area to be Treated by Practice

Soil Information

Percent Reduction

Runoff Reduction

Rain Garden Parameters

1 to 1.50

≥ 0.50 ft

≤ 0.50

≥20%, enter as a decimal

≥ 40%, enter as a decimal

Determine Runoff Reduction

Enter Rain Garden Surface 

area

Enter Impervious Area 

Reduced by Disconnection of 

Rooftops

<<WQv after adjusting for 

Disconnected Rooftops

Design as a Bioretention practice

Enter ponding depth above 

surface

WQv ≤ VSM + VDL + (DP x ARG) √

Okay

Soil Group

Using Underdrains

Infiltration Rate

Enter number of Rain Gardens

Enter area of each Rain Garden

Total Volume Provided

Enter porosity of Soil Media

Enter porosity of Drainage 

Layer

Volume Provided In Soil 

Media

Volume Provided in Drainage 

Layer

Volume Provided In Ponding 

Area

Enter depth of Soil Media

Enter depth of drainage layer

February 15, 2018 HHR Preliminary Calc Badey Watson

Bioretention Worksheet

Af

WQv

df

hf

tf 

Design Point: 1

Catchment 

Number

Total Area

(Acres)

Impervious 

Area

(Acres)

Percent 

Impervious

%

RvWQv

(ft 3 )

Precipitation

(in)Description

1 102.62 7.56 0.07 0.12 61966.16 1.43 Bioretention

0.00 7% 0.12 61,966

0 ft 3

B

6.00 in/hour

No

Units Notes

  ft3

df ft 2.5‐4 ft

k ft/day

hf ft 6 inches max.

tf days

Af ft2

400 ft

200 ft

80000 ft2

80160 ft3

No

64,128

61,966 ft3

0 ft3

Water Quality Volume (ft3)

Depth of the Soil Medium (feet)

The hydraulic conductivity [ft/day],  can be varied 

depending on the properties of the soil media. Some 

reported conductivity values are:  Sand  ‐ 3.5 ft/day 

(City of Austin 1988); Peat  ‐ 2.0 ft/day (Galli 1990); 

Leaf Compost  ‐ 8.7 ft/day (Claytor and Schueler, 

1996); Bioretention Soil  (0.5 ft/day  (Claytor & 

Average height of water above the planter bed

Volume Through the Filter Media (days)

k 

Enter Impervious Area Reduced 

by Disconnection of Rooftops

<<WQv after adjusting for 

Disconnected Rooftops

Design as an infiltration bioretention practice

Soil Infiltration Rate

Using Underdrains?

Soil Group

Design as an infiltration bioretention practice

Soil Information

RRv

RRv applied

Volume Treated

Enter Site Data For Drainage Area to be Treated by Practice

Calculate the Minimum Filter Area

Enter the portion of the WQv that is not reduced for all practices 

routed to this practice.

WQv

Enter Filter Time

61,966

2.5

0.5

0.5

Required Filter Area

Af=WQv*(df)/[k*(hf+df)(tf)]

This is the portion of the WQv that is not reduced in 

the practice.

This is 40% of the storage provided or WQv 

whichever is less.

Determine Runoff Reduction

Required Surface Area (ft2)

Filter Width

Filter Length

61842

Value

Enter Average Height of Ponding

Enter Hydraulic Conductivity

Enter Depth of Soil Media

Filter Area

Determine Actual Bio‐Retention Area

1.67

Actual Volume Provided

Is the Bioretention contributing flow to 

another practice?Select Practice

February 15, 2018 HHR Preliminary Calc Badey atson

Conservation of Natural Areas

Design Point: 1

Catchment 

Number

Total Area

(Acres)

Impervious 

Area

(Acres)

Percent 

Impervious

%

RvWQv

(ft 3 )

Precipitation

(in)Description

3 142.00 0.00 0.00 0.05 36855.39 1.43Conservation of 

Natural Areas

Yes  

Yes

Yes

Yes

No  

Yes

No  

Yes

142.00

0.00Subtract Acres from Total Impervious Area

Acres from Total Area

Are All Criteria in Section 5.3.1 Met?

Area Reduction Adjustments

Subtract

Enter Site Data For Drainage Area to be Treated by Practice

 

Design Elements

Is Sheet Flow to Riparian Buffer or another area based practice already 

being Used for this area?

Does the easement specify how the natural area vegetation will be 

managed and boundaries will be marked?

Does the conservation area receive runoff from other contributing areas?

Does Conservation Area drain to a Design Point?

Is Contiguous Area ≥ 10,000 ft2?

Will limits of disturbance be clearly shown on all construction drawings 

and marked in field/project development site with structural barriers?

Is  the Conservation area located in an acceptable conservation easement 

instrument that ensures perpetual protection of proposed area?

February 15, 2018 HHR Preliminary Calc Badey Watson

370

3

6

0

380

310

300

290

3

5

0

3

4

0

3

3

0

320

2

7

0

280

3

2

0

3

3

0

3

4

0

420

320

4

6

0

4

5

0

440

430

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\/

\

/

\

/

\/

\/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

AREA : 6

217,219 SQ FT

4.99 ACRES

AREA : 5

210,538 SQ FT

4.83 ACRES

AREA : 8

92,222 SQ FT

2.12 ACRES

AREA : 1

210,051 SQ FT

4.82 ACRES

AREA : 7

46,402 SQ FT

1.07 ACRES

\/

\/

\/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\/

\/

\/

\

/

\

/

\

/

\

/

\/

\/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\/

\/

\/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\

/

\/

\

/

\

/

\

/

\

/

\/

\/

\/

\/

\/

\/

\/

\/

\/

\

/

\

/

\/

\/

\/

\/

\

/

\/

\/

\

/

\

/

\

/

\

/

\

/

\

/

\/

\

/

\

/

\

/

\

/

\/

\/

\/

\/

\/

\/

\

/

\

/

\

/

\/

\/

\/

\/

\/

\/

\

/

\/

\/

AREA : 3

172,469 SQ FT

3.96 ACRES

AREA : 4

205,754 SQ FT

4.72 ACRES

AREA : 2

148,481 SQ FT

3.41 ACRES

BIORETENTION AREA (TYP)

RAIN GARDEN (TYP)

BIORETENTION AREA (TYP)

RIPARIAN BUFFER

DRY SWALES WITH

STONE CHECK

DAMS (TYP)

CONSERVED LAND

\/

ALTERATION OF THIS DOCUMENT, IN ANY WAY, BY ANYPERSON NOT UNDER THE DIRECTION OF A LICENSEDPROFESSIONAL ENGINEER OR LAND SURVEYOR, AS

APPROPRIATE, IS A VIOLATION OF THE EDUCATION LAWOF THE STATE OF NEW YORK

PRELIMINARY

 

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 82411

3 9282(28")

3 10303(6/11/15)

45

n/a n/an/a12

2345

n/a n/an/a13

2345

n/a n/an/a14

2345

8:30

9:00

9:30

n/a

n/a

n/a

8:54

9:28

10:00

n/a

n/a

n/a

21

21

21

n/a

n/a

n/a

24

24

24

n/a

n/a

n/a

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

1 2 3 4 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ \/ \/ \/0.5'

Light Brown Brown Sandy Light Brown Light Brown 1.0'

Loam Loam Loam Loam 1.5'

| \/ | |2.0'

| Dark Brown | |2.5'

| Loam | \/3.0'

| | \/ Dark Brown3.5'

Loam | | Dark Brown4.0'

| || Loam 4.5'

| | | |5.0'

| | | |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ___\/______\/___7.5'

___\/___ |8.0'

___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 51615

3 7212(25")

3 7223(6/10/15)

45

3 41116

3 4132(27")

3 515:523(6/10/15)

45

2.5 123017

2 15302(27")

2 15303(6/11/15)

45

3 2718

3 382(26")

3 3103(6/10/15)

45

11:56

12:08

12:32

9:54

10:06

1021

10:25

10:57

11:30

11:40

11:48

11:57

12:06

12:29

12:54

10:05

10:19

10:36

10:55

11:27

12:00

11:47

11:56

12:07

19

19

19

21

21

21

21

21

21

18

18

18

22

22

22

24

24

24

23.5

23

23

21

21

21

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

5 6 7 8 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ \/ \/ \/0.5'

Sandy Loam Light Brown Sandy Loam Sandy Loam 1.0'

w/ Gravel Loam w/ Gravel w/ Gravel 1.5'

| | | |2.0'

| | \/ |2.5'

| | Compact |3.0'

| | Brown Loam |3.5'

\/\/ \/ | 4.0'

Compact CompactSandy Loam |4.5'

w/ Gravel Brown Loam ___\/___ Brown Loam 5.0'

| | | | 5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ||7.5'

| | ___\/______\/___8.0'

___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 1319

3 142(25")

3 143(6/11/15)

45

3 1030110

2.25 13302(25")

2.25 13303(6/11/15)

45

3 927111

3 10302(24")

2.75 11303(6/11/15)

45

3 413112

3 5162(24")

3 6193(6/12/15)

45

1:33

1:37

1:42

1:20

1:52

2:24

2:10

2:38

3:11

8:29

8:43

9:00

1:36

1:41

1:46

1:50

2:22

2:54

2:37

3:08

3:41

8:42

8:59

9:19

19

19

19

20

20

20

18

18

18

18

18

18

22

22

22

23

22.25

22.25

21

21

20.75

21

21

21

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

9 10 11 12 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ \/ \/ \/0.5'

Brown Sandy Sandy Loam Compact Brown Sandy 1.0'

Loam w/ Gravel Brown Loam Loam 1.5'

| | | |2.0'

| | | |2.5'

| | | |3.0'

| | \/ |3.5'

|| | Compact4.0'

| \/\/ Brown Loam 4.5'

Compact | | Gravelly 5.0'

Brown Loam | | Sandy Loam 5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ||7.5'

___\/___ | ||8.0'

___\/___ ___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 515113

3 7212(26")

3 8253(6/12/15)

45

3 825114

3 9282(26")

2.75 11303(6/12/15)

45

3 618115

3 6182(29")

3 6193(6/12/15)

45

3 310116

3 5162(24")

3 6193(6/12/15)

45

11:49

12:07

12:30

8:50

9:19

9:48

9:58

10:21

10:42

10:45

10:57

11:16

12:04

12:28

12:55

9:15

9:47

10:18

10:16

10:39

10:01

10:55

11:13

11:00

20

20

20

20

20

20

24

24

24

18

18

18

23

23

23

23

23

22.75

27

27

27

21

21

21

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

13 14 15 16 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ \/ \/ \/0.5'

Brown Sandy Brown Sandy Brown Sandy Brown Sandy 1.0'

Loam Loam Loam Loam 1.5'

| | | |2.0'

| | | |2.5'

| | | |3.0'

| | | \/3.5'

Brown Sandy | \/ |4.0'

Fine Sand Loam w/ Gravel \/ |4.5'

Brown Sandy | | |5.0'

Loam w/ Gravel | | |5.5'

|| | |6.0'

| || \/6.5'

| | Coarse Sand |7.0'

| & Gravel ||7.5'

___\/___ | ||8.0'

___\/___ ___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 514117

3 5162(28")

3 6183(6/12/15)

45

n/a n/an/a118

2345

3 618119

3 8242(24")

3 9273(6/16/15)

45

3 411120

3 5162(27")

3 7203(6/16/15)

45

2:06

2:21

2:38

n/a

8:01

8:22

8:48

8:14

8:26

8:43

2:20

2:37

2:56

n/a

8:19

8:46

9:15

8:25

8:42

9:03

22

22

22

n/a

17

17

17

20

20

20

25

25

25

n/a

20

20

20

23

23

23

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

17 18 19 20 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ | \/ \/0.5'

Brown Sandy Brown Sandy \/ Brown Sandy 1.0'

Loam Loam Brown Loam Loam 1.5'

| w/ Course Sand | |2.0'

| | | |2.5'

| | \/ \/3.0'

| | Brown Sandy Coarse Sand3.5'

w/ Gravel | | Loam w/ Gravel 4.0'

| |\/ |4.5'

Brown Loam | | |5.0'

w/ Course Sand | | |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ||7.5'

___\/___ ___\/___ ___\/______\/___8.0'

8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 .62121

3 132(24")

3 143(6/16/15)

45

3 516122

3 6182(25")

3 7213(6/16/15)

45

3 26123

3 3102(26")

3 4123(6/9/15)

45

3 617124

3 7222(26")

3 8253(6/9/15)

45

9:05

9:08

9:12

9:35

9:52

10:11

1:11

1:18

1:29

1:35

1:54

2:18

9:07

9:11

9:16

9:51

10:10

10:32

1:17

1:28

1:41

1:52

2:16

2:43

18

18

18

22

22

22

22

22

22

21

21

21

21

21

21

25

25

25

25

25

25

24

24

24

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

21 22 23 24 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil G.I.

\/ \/ \/0.5'

Brown Sandy Brown Sandy Brown Sandy 1.0'

Loam Loam Loam 1.5'

| | \/2.0'

Did | \/ Brown Sandy 2.5'

not \/ Run-of-Bank Loam w/ Gravel 3.0'

log. Coarse Sand Gravel |3.5'

|w/ Gravel |4.0'

| ||4.5'

| | |5.0'

| | |5.5'

|| |6.0'

| ||6.5'

| | |7.0'

| | |7.5'

| | ___\/___8.0'

| ___\/___8.5'

___\/___9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 12125

3 252(24")

3 273(6/9/15)

45

3 618126

3 7202(24")

3 7203(6/9/15)

45

3 13127

3 272(25")

3 383(6/9/15)

45

3 .62128

3 132(24")

3 143(6/9/15)

45

1:02

1:05

1:11

8:04

8:24

8:45

12:29

12:43

12:51

11:53

11:56

12:00

1:04

1:10

1:18

8:22

8:44

9:05

12:03

12:50

12:59

11:55

11:59

12:04

18

18

18

19

19

19

19

19

19

19

19

19

21

21

21

22

22

22

22

22

22

22

22

22

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

25 26 27 28 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ | \/ \/0.5'

CompactRed-brown \/ Brown Sandy 1.0'

Brown Loam Sandy Loam Red-brown Loam 1.5'

| Sandy Loam \/ |2.0'

\/ | Brown Sandy |2.5'

Medium Sand | Loam w/ Gravel |3.0'

w/ Gravel \/ | \/3.5'

Brown Sandy | Medium Sand |4.0'

w/ Gravel Loam w/ Gravel | |4.5'

| | | |5.0'

| | | |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| ___\/___ ||7.5'

___\/___ ___\/______\/___8.0'

8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 618129

3 8232(24")

3 9273(6/9/15)

45

n/a n/an/a130

2345

n/a n/an/a131

2345

n/a n/an/a132

2345

11:32

9:52

10:18

n/a

n/a

n/a

9:50

10:15

10:45

n/a

n/a

n/a

18

18

18

n/a

n/a

n/a

21

21

21

n/a

n/a

n/a

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

29 30 31 32 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

| | | |0.5'

\/\/ \/ \/1.0'

Light Brown Dark Brown Light Brown Light Brown 1.5'

Loam Loam Loam Loam 2.0'

| | w/ Cobble w/ Cobble 2.5'

| | | |3.0'

| \/ | \/3.5'

Run-of-Bank\/ Medium Sand \/4.0'

| Gravel Brown Sandy Medium Sand4.5'

Loam w/ Gravel | | \/5.0'

| | | Medium Sand5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

___\/___ | ___\/___7.5'

___\/______\/___8.0'

8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

n/a n/an/a133

2345

n/a n/an/a134

2345

n/a n/an/a135

2345

3 25136

3 272(25")

3 4 123(6/1/15)

3 61743 7205

n/a

n/a

n/a

10:33

10:40

10:49

11:03

11:22

n/a

n/a

n/a

10:38

10:47

11:01

11:20

11:44

n/a

n/a

n/a

19

19

19

19

19

n/a

n/a

n/a

22

22

22

22

22

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

33 34 35 36 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

| | | |0.5'

\/ (10")\/ \/ \/1.0'

Light Brown Light Brown Light Brown Light Brown 1.5'

Loam Loam Loam Loam 2.0'

w/ Cobble w/ Cobble | \/2.5'

| | | Run-of-Bank3.0'

\/ | | Gravel 3.5'

|Medium Sand \/ |4.0'

Medium Sand || |4.5'

| | \/ |5.0'

| | Fine Sand |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

___\/___ | |___\/___7.5'

| |8.0'

___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 25137

3 272(26")

3 383(6/1/15)

3 3843 3953 515138

3 6172(29")

3 6193(6/2/15)

45

3 39139

3 5152(25")

3 5163(6/2/15)

3 61945

3 25140

3 252(27")

3 273(6/1/15)

3 2543 385

10:47

10:55

11:06

11:16

11:25

2:07

2:23

2:42

2:18

2:29

2:45

3:01

12:32

12:39

12:49

12:57

1:04

10:52

10:02

11:14

11:24

11:34

2:22

2:40

3:03

2:27

2:44

3:01

3:20

12:37

12:44

12:56

1:02

1:12

20

20

20

20

20

21

21

21

19

19

19

19

20

20

20

20

20

23

23

23

23

23

24

24

24

22

22

22

22

23

23

23

23

23

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

37 38 39 40 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ (9") | | \/ (8")0.5'

Light Brown Light Brown \/ \/ (10")1.0'

Loam Loam Compact Light Brown 1.5'

\/ (20") Brown Loam Loam |2.0'

Run-of-Bank w/ Cobble | \/2.5'

Gravel | \/ Run-of-Bank3.0'

| | Run-of-Bank Gravel 3.5'

|| | Gravel 4.0'

| || |4.5'

| | | |5.0'

| | | |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| ___\/___ ___\/___|7.5'

||8.0'

___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 27141

3 4122(25")

3 5153(6/1/15)

3 51643 61753 618142

3 7202(28")

3 8233(6/2/15)

45

3 617143

3 7202(28")

3 7223(6/2/15)

45

3 26144

3 272(26")

3 393(6/1/15)

3 41143 395

12:47

1:00

1:14

1:30

1:49

3:31

3:51

4:12

3:17

3:35

4:00

2:49

2:58

3:05

3:17

3:29

12:54

1:12

1:29

1:46

2:04

3:49

4:11

4:35

3:34

3:55

4:22

2:55

3:04

3:14

3:28

3:38

21

21

21

21

21

20

20

20

22

22

22

18

18

18

18

18

24

24

24

24

24

23

23

23

25

25

25

21

21

21

21

21

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

41 42 43 44 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ (8") \/ \/ (10") \/0.5'

Lt Brown Loam Light Brown Light Brown Light Brown 1.0'

w/ Cobble Loam Loam Loam 1.5'

| | w/ Cobble \/2.0'

| \/ | Run-of-Bank2.5'

| Run-of-Bank | Gravel 3.0'

| Gravel | |3.5'

|| | |4.0'

| || |4.5'

\/ | | |5.0'

Run-of-Bank | | |5.5'

|Gravel | |6.0'

| || \/6.5'

| | R.O.B. Gravel |7.0'

| ___\/___ ||7.5'

| ___\/______\/___8.0'

___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 39145

3 4122(30")

3 4133(6/2/15)

3 41345

3 .31146

3 .622(24")

3 133(6/2/15)

45

n/a n/an/a147

2345

n/a n/an/a148

2345

8:40

8:52

9:06

9:22

9:02

9:05

9:11

n/a

n/a

8:49

9:04

9:19

9:35

9:03

9:07

9:14

n/a

n/a

23

23

23

23

18

18

18

n/a

n/a

26

26

26

26

21

21

21

n/a

n/a

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

45 46 47 48 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

\/ | \/ \/0.5'

Light Brown Lt Brown Loam \/ (10") Lt Brown Loam 1.0'

Loam w/ Cobble Light Brown \/1.5'

\/ Loam Run-of-Bank |2.0'

Run-of-Bank | | |2.5'

Gravel | | |3.0'

| | | \/3.5'

Medium Sand| \/ |4.0'

Run-of-Bank || |4.5'

| Gravel | |5.0'

| | | |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ||7.5'

| ___\/___ |___\/___8.0'

___\/___ ___\/___8.5'

9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

n/a n/a n/a149

2(25")

3(6/2/15)

45

n/a n/an/a150

2345

n/a n/an/a151

2345

3 .62152

3 132(28")

3 133(6/2/15)

45

n/a

n/a

n/a

10:21

10:25

10:33

n/a

n/a

n/a

10:23

10:28

10:36

17

n/a

n/a

21

21

21

n/a

n/a

n/a

24

24

24

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

49 50 51 52 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil Topsoil G.I.

| \/ (4") | |0.5'

\/\/ Lt Brown Loam \/1.0'

Light Brown Light Brown \/ Light Brown 1.5'

Loam Run-of-Bank Loam Loam 2.0'

| Gravel | w/ Cobble 2.5'

| | | |3.0'

| | | \/3.5'

Medium Sand\/ | |4.0'

| w/ Cobble Medium Sand \/4.5'

w/ Cobble | Medium Sand |5.0'

| | w/ Cobble |5.5'

|| | |6.0'

| || |6.5'

| | | |7.0'

| | ||7.5'

___\/___ | ||8.0'

| ___\/___ |8.5'

___\/___ ___\/___9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516

PUTNAM COUNTY DEPARTMENT OF HEALTHDIVISION OF ENVIRONMENTAL HEALTH SERVICES

DESIGN DATA SHEET - SUBSURFACE SEWAGE TREATMENT SYSTEM

Horton Road, LLC 516 E 89th St, NYCOwner: Address:

Route 9 & Horton Road 176.21 17Located at (street): TM # Section: Block Lot

Town of Philipstown Hudson RiverMunicipality: Watershed:

SOIL PERCOLATION TEST DATA

Witnessed by:

Date of Pre-soaking: Date of Percolation Test:

Notes:1. Tests to be repeated at same depth until approximately equal percolation rates are

obtained at each percolation test hole. (i.e., < 1 min for 1-30 min/inch, < 2 min for 31-60 min/inch).All data to be submitted for review.

2. Depth measurements to be made from top of hole. Form DD-97, pg 1 of 2

Depth towater from

groundsurface(inches)

Start - Stop

TimeStart -Stop

Waterlevel dropin inches

PercolationRate

min/inch

ElapseTime(min.)

Run No.Hole No.

3 412153

3 7202(28")

3 7223(6/2/15)

3 72245

3 14154

3 252(25")

3 253(6/2/15)

45

3 13155

3 142(25")

3 253(6/2/15)

4512345

10:48

11:01

11:23

11:47

10:59

11:04

11:10

11:29

11:33

11:38

11:00

11:21

11:45

12:09

11:03

11:09

11:15

11:32

11:37

11:43

22

22

22

22

19

19

19

20

20

20

25

25

25

25

22

22

22

23

23

23

Sub

TEST PIT DATADESCRIPTION OF SOILS ENCOUNTERED IN TEST HOLES

53 54 55 HOLE # HOLE #DEPTH HOLE # HOLE # HOLE #

Topsoil Topsoil Topsoil G.I.

| | |0.5'

\/ \/ \/1.0'

Light Brown Light Brown Light Brown 1.5'

Loam Loam Loam 2.0'

w/ Cobble w/ Cobble w/ Cobble 2.5'

| | |3.0'

| | \/3.5'

\/ | Run-of-Bank4.0'

\/Run-of-Bank Gravel 4.5'

Gravel Run-of-Bank |5.0'

| Gravel |5.5'

| | |6.0'

|| |6.5'

| | |7.0'

| ||7.5'

| |___\/___8.0'

| ___\/___8.5'

___\/___9.0'

9.5'

10.0'

Not encountered. Indicate level at which groundwater is encountered

None observed. Indicate level at which mottling is observed

n/a Indicate level to which water level rises after being encountered

M. Budzinski-PCDH, JRS-B&W DateDeep hole observations made by:

John P. Delano, P.E. Design Professional Name:

Address:

Signature:

Design Professional = Seal

7/30/2015

Badey & Watson, Surveying and Engineering, P.C.

3063 Route 9 Cold Spring, NY 10516