Specifications.pdf

Constitution Island Education Center and Warner Home Renovation Project 100% Submission

United States Military Academy (USMA) West Point, New York

PREPARED BY

GOSHOW A/E TEAM

Goshow Architects Architectural EYP Engineering Structural, Mechanical, Electrical, Fire Protection, Fire Alarm MJ Engineering Civil, Landscaping

SENSITIVE BUT UNCLASSIFIED (SBU)

Property of the United States Government. For Official Use Only. Do not remove this notice. Properly destroy or return documents when no longer needed

CONSTITUTION ISLAND UPGRADES CONISL2

PROJECT TABLE OF CONTENTS Page 1

PROJECT TABLE OF CONTENTS

DIVISION 00 – CONTRACTING REQUIREMENTS

00 01 15 LIST OF DRAWINGS

00 01 20 GEOTECHNICAL REPORT

00 01 30 ARCHAEOLOGICAL REPORT

00 73 00.25 SPECIAL CONTRACT REQUIREMENTS

00 80 00.00 18 SPECIAL CONTRACT REQUIREMENTS

SIGNAGE REQUIREMENTS

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 12 00.00 18 DESIGN AND RECORD DRAWING REQUIREMENTS

01 32 01.00 18 PROJECT SCHEDULE

01 33 00.00 18 SUBMITTAL PROCEDURES

SHOP DRAWING SUBMITTAL FORM

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 02.00 18 QUALITY CONTROL SYSTEM (QCS)

01 45 04.00 18 CONTRACTOR QUALITY CONTROL

CQC REPORT FORM

01 45 20.00 18 TESTING FOR MECHANICAL AND ELECTRICAL SYSTEMS

01 45 30.00 18 CONTRACTOR WARRANTY MANAGEMENT

01 52 60.00 18 CONSTRUCTION INDOOR AIR QUALITY (IAQ) MANAGEMENT

01 57 20.00 10 ENVIRONMENTAL PROTECTION

01 74 19 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00.00 18 CLOSEOUT SUBMITTALS

01 78 23.00 18 OPERATION AND MAINTENANCE DATA

DIVISION 02 - EXISTING CONDITIONS

02 42 91 REMOVAL AND SALVAGE OF HISTORIC BUILDING MATERIALS

02 82 33.13 20 REMOVAL/CONTROL AND DISPOSAL OF PAINT WITH LEAD

DIVISION 03 - CONCRETE

03 30 00 CAST-IN-PLACE CONCRETE

DIVISION 04 - MASONRY

04 01 40 RESTORATION AND CLEANING OF MASONRY IN

HISTORIC STRUCTURES

04 20 00 MASONRY

DIVISION 05 - METALS

05 52 00 METAL RAILINGS

DIVISION 06 - WOOD, PLASTICS, AND COMPOSITES

06 10 00 ROUGH CARPENTRY

06 20 00 FINISH CARPENTRY

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 21 13 BOARD AND BLOCK INSULATION

07 21 16 MINERAL FIBER BLANKET INSULATION

PROJECT TABLE OF CONTENTS Page 2

07 27 10 BUILDING AIR BARRIER SYSTEM

07 60 00 FLASHING AND SHEET METAL

DIVISION 08 - OPENINGS

08 14 00 WOOD DOORS

08 51 23 STEEL WINDOWS

08 52 70 WOOD WINDOWS - REPAIR AND REHABILITATION

08 71 00 DOOR HARDWARE

DIVISION 09 - FINISHES

09 22 00 SUPPORTS FOR PLASTER AND GYPSUM BOARD

09 22 36 LATH

09 23 10 HISTORIC TREATMENT OF GYPSUM PLASTER

09 29 00 GYPSUM BOARD

09 64 29 WOOD STRIP FLOORING

09 72 00 WALL COVERINGS

09 90 00 PAINTS AND COATINGS

DIVISION 10 – SPECIALTIES

10 44 16 FIRE EXTINGUISHERS

DIVISION 23 - HEATING, VENTILATING, AND AIR CONDITIONING

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST

SYSTEMS

23 05 48 VIBRATION AND SEISMIC CONTROLS FOR HVAC PIPING AND

EQUIPMENT

23 05 93 TESTING, ADJUSTING, AND BALANCING FOR HVAC

23 07 00 THERMAL INSULATION FOR MECHANICAL SYSTEMS

23 09 53.00 20 SPACE TEMPERATURE CONTROL SYSTEMS

23 31 13 METAL DUCTS

23 81 00.00 20 UNITARY AIR CONDITIONING EQUIPMENT

23 82 46 ELECTRIC UNIT HEATERS

DIVISION 26 - ELECTRICAL

26 00 00.00 20 BASIC ELECTRICAL MATERIALS AND METHODS

26 05 00.00 40 COMMON WORK RESULTS FOR ELECTRICAL

26 05 13.00 40 MEDIUM-VOLTAGE CABLES

26 05 71.00 40 LOW VOLTAGE OVERCURRENT PROTECTIVE DEVICES

26 08 00 APPARATUS INSPECTION AND TESTING

26 12 19.20 SINGLE-PHASE PAD-MOUNTED TRANSFORMERS

26 24 16.00 40 PANELBOARDS

26 41 01.00 10 LIGHTNING PROTECTION SYSTEM

DIVISION 28 - ELECTRONIC SAFETY AND SECURITY

28 31 00.00 10 P22 MONACO SOLE SOURCE JUSTIFICATION_

28 31 00.00 10 P22 MONACO SOLE SOURCE JUSTIFICATION_

28 31 00.00 10 FIRE DETECTION AND ALARM SYSTEM, DIRECT CURRENT LOOP

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 05 19 GEOTEXTILE

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

PROJECT TABLE OF CONTENTS Page 3

31 32 11 SOIL SURFACE EROSION CONTROL

DIVISION 32 – EXTERIOR IMPROVEMENTS

32 05 33 LANDSCAPE ESTABLISHMENT

32 11 16 BASE COURSE FOR RIGID AND SUBBASES FOR PAVING

32 12 10 BITUMINOUS TACK AND PRIME COATS

32 12 16 HOT-MIX ASPHALT (HMA) FOR ROADS

32 17 24.00 10 PAVEMENT MARKINGS

32 92 19 SEEDING

32 92 23 SODDING

32 93 00 EXTERIOR PLANTS

32 96 00 TRANSPLANTING EXTERIOR PLANTS

DIVISION 33 – ULTILITIES

33 11 00 WATER DISTRIBUTION

33 20 00 WATER WELLS

33 40 00 STORM DRAINAGE UTILITIES

-- End of Project Table of Contents --

Constitution Island Upgrades CONISL2

DOCUMENT 00 01 15 Page 1

SECTION 00 01 15

LIST OF DRAWINGS

01/07

PART 1 GENERAL

1.1 SUMMARY

This section lists the drawings for the project pursuant to contract clause "DFARS 252.236-7001, Contract Drawings, Maps and Specifications."

1.2 CONTRACT DRAWINGS

Contract drawings are as follows:

DRAWING NO. TITLE

CONSTITUTION ISLAND EDUCATION CENTER PROJECT

GENERAL

G001 COVER SHEET

SITE / CIVIL ENGINEERING

C001 CIVIL LEGENDS, ABBREVIATIONS AND GENERAL NOTES

C101 GENERAL LOCATION PLAN

C102 EXISTING CONDITIONS AND REMOVALS PLAN

C103 SITE PLAN

C104 SITE PLAN

C105 GRADING, PLANTING & EROSION CONTROL PLAN

C106 GRADING, PLANTING & EROSION CONTROL PLAN

C201 UTILITY PROFILES

C501 CONSTRUCTION DETAILS

C502 CONSTRUCTION DETAILS

C503 CONSTRUCTION DETAILS

C504 CONSTRUCTION DETAILS

STRUCTURAL ENGINEERING

S011 DESIGN CRITERIA AND GENERAL NOTES

S111 FOUNDATION AND ROOF FRAMING PLANS

S311 FOUNDATION SECTIONS & DETAILS

S511 FRAMING SECTIONS & DETAILS

S512 FRAMING SECTIONS & DETAILS

S513 PHOTOGRAPHS OF EXISTING CONDITIONS

ARCHITECTURAL

A001 ABBREVIATIONS, SYMBOLS & LEGEND

AD111 EDUCATION CENTER REMOVALS PLAN

A111 EDUCATION CENTER FIRST FLOOR PLAN

A112 EDUCATION CENTER ROOF PLAN

A211 EDUCATION CENTER BUILDING ELEVATIONS

A212 EDUCATION CENTER BUILDING SECTIONS

A213 EDUCATION CENTER EXISTING PHOTOGRAPHS

A311 EDUCATION CENTER WALL SECTIONS AND DETAILS

A312 EDUCATION CENTER CHIMNEY & EXTERIOR DETAILS

A411 EDUCATION CENTER ROOF DETAILS

A811 EDUCATION CENTER REFLECTED CEILING PLAN AND DETAILS

A911 EDUCATION CENTER WINDOW SCHEDULE & DETAILS

DOCUMENT 00 01 15 Page 2

A912 EDUCATION CENTER DOOR SCHEDULE, DOOR AND LOUVER DETAILS

A915 FINISH SCHEDULES

MECHANICAL ENGINEERING

H001 HVAC LEGEND

H111 EDUCATION CENTER HVAC PLAN

H511 HVAC DETAILS, CONTROLS AND SCHEDULES

ELECTRICAL ENGINEERING

E001 ELECTRICAL LEGEND

ED002 ELECTRICAL SITE PLAN REMOVALS

E002 ELECTRICAL SITE PLAN

E100 EDUCATION CENTER FLOOR PLAN

E104 EDUCATION CENTER ROOF PLAN – LIGHTNING PROTECTION

E121 CARRIAGE HOUSE REMOVALS AND NEW WORK PLAN

E401 ELECTRICAL RISER DIAGRAM

E501 ELECTRICAL SCHEDULES

E502 ELECTRICAL PANELS

E601 ELECTRICAL DETAILS

E602 ELECTRICAL DETAILS

E603 LIGHTNING PROTECTION DETAILS

FIRE ALARM ENGINEERING

FA011 SYMBOLS, NOTES AND ABBREVIATIONS

FA111 EDUCATION CENTER FLOOR PLAN

FA311 FIRE ALARM RISER DIAGRAM

CONSTITUTION ISLAND WARNER HOME RENOVATION PROJECT

GENERAL

G001 COVER SHEET

SITE / CIVIL ENGINEERING

C001 CIVIL LEGENDS, ABBREVIATIONS AND GENERAL NOTES

C101 GENERAL LOCATION PLAN

C102 EXISTING CONDITIONS AND REMOVALS PLAN

C103 SITE PLAN

C104 SITE PLAN

C105 GRADING, PLANTING & EROSION CONTROL PLAN

C106 GRADING, PLANTING & EROSION CONTROL PLAN

C501 CONSTRUCTION DETAILS

C502 CONSTRUCTION DETAILS

C503 CONSTRUCTION DETAILS

C504 CONSTRUCTION DETAILS

STRUCTURAL ENGINEERING

S001 DESIGN CRITERIA AND GENERAL NOTES

S002 ABBREVIATIONS AND SYMBOLS

S100 FOUNDATION PLAN

S101 FIRST FLOOR FRAMING PLAN

S102 SECOND FLOOR FRAMING PLAN

S103 ATTIC LEVEL FRAMING PLAN

S104 ROOF FRAMING PLAN

S301 FOUNDATION SECTIONS & DETAILS

S501 FRAMING SECTIONS & DETAILS

S502 WARNER HOUSE FRAMING SECTIONS & DETAILS

ARCHITECTURAL

A001 ABBREVIATIONS, SYMBOLS & LEGEND

AD101 WARNER HOME FIRST FLOOR SELECTIVE REMOVALS PLAN

DOCUMENT 00 01 15 Page 3

AD102 WARNER HOME SECOND FLOOR SELECTIVE REMOVALS PLAN

AD103 WARNER HOME ATTIC SELECTIVE REMOVALS PLAN

AD104 WARNER HOME ROOF SELECTIVE REMOVALS PLAN

A101 WARNER HOME FIRST FLOOR PLAN

A102 WARNER HOME SECOND FLOOR PLAN

A103 WARNER HOME ATTIC FLOOR PLAN

A104 WARNER HOME ROOF PLAN

A201 WARNER HOME BUILDING ELEVATIONS

A202 WARNER HOME BUILDING ELEVATIONS

A203 WARNER HOME BUILDING SECTIONS

A204 WARNER HOME BUILDING SECTIONS

A301 WARNER HOME WALL SECTIONS AND DETAILS

A302 WARNER HOME CHIMNEY AND EXTERIOR DETAILS

A401 WARNER HOME TYPICAL ROOF DETAILS

A402 WARNER HOME TYPICAL ROOF DETAILS

A801 WARNER HOME FIRST FLOOR REFLECTED CEILING PLAN

A802 WARNER HOME SECOND FLOOR REFLECTED CEILING PLAN

A901 WARNER HOME DOOR SCHEDULE AND DETAILS

A902 WINDOW SCHEDULE, SHUTTERS SCHEDULE, AND DETAILS

A903 WARNER HOME SHUTTER DETAILS

MECHANICAL ENGINEERING

H001 HVAC LEGEND

H101 WARNER HOME FIRST FLOOR PLAN

H102 WARNER HOME SECOND FLOOR PLAN

H103 WARNER HOME ATTIC PLAN

H501 HVAC DETAILS, CONTROLS AND SCHEDULES

ELECTRICAL ENGINEERING

E001 ELECTRICAL LEGEND

E002 ELECTRICAL SITE PLAN

ED002 ELECTRICAL SITE PLAN REMOVALS

ED101 WARNER HOME REMOVALS FIRST FLOOR

ED102 WARNER HOME REMOVALS SECOND FLOOR

E100 WARNER HOME CRAWL SPACE FLOOR PLAN

E101 WARNER HOME FIRST FLOOR PLAN

E102 WARNER HOME SECOND FLOOR PLAN

E103 WARNER HOME ATTIC FLOOR PLAN

E104 WARNER HOME ROOF PLAN LIGHTNING PROTECTION

E401 ELECTRICAL RISER DIAGRAM

E501 ELECTRICAL SCHEDULES

E502 ELECTRICAL PANELS

E601 LIGHTNING PROTECTION DETAILS

FIRE ALARM ENGINEERING

FA100 WARNER HOME CRAWL SPACE PLAN

FA101 WARNER HOME FIRST FLOOR PLAN

FA102 WARNER HOME SECOND FLOOR PLAN

FA103 WARNER HOME ATTIC SPACE PLAN

FIRE PROTECTION ENGINEERING

FP100 WARNER HOME CRAWL SPACE PLAN

FP101 WARNER HOME FIRST FLOOR PLAN

FP102 WARNER HOME SECOND FLOOR PLAN

FP103 WARNER HOME ATTIC FLOOR PLAN

CONSTITUTION ISLAND RENOVATION PROJECT FUTURE CONSTRUCTION (CLIN ITEMS)

GENERAL

DOCUMENT 00 01 15 Page 4

G001 COVER SHEET

SITE / CIVIL ENGINEERING

C001 CIVIL LEGENDS, ABBREVIATIONS AND GENERAL NOTES

C101 GENERAL LOCATION PLAN

C102 EXISTING CONDITIONS AND REMOVALS PLAN

C103 SITE PLAN

C104 SITE PLAN

C105 GRADING PLANTING & EROSION CONTROL PLAN

C106 GRADING PLANTING & EROSION CONTROL PLAN

C501 CONSTRUCTION DETAILS

C502 CONSTRUCTION DETAILS

C503 CONSTRUCTION DETAILS

C504 CONSTRUCTION DETAILS

STRUCTURAL ENGINEERING

S105 FIRST FLOOR PLAN SHOWING ALL CLINS

S106 SECOND FLOOR PLAN SHOWING ALL CLINS

S302 FOUNDATION SECTIONS & DETAILS

S503 FRAMING SECTIONS & DETAILS

ARCHITECTURAL

A001 ABBREVIATIONS, SYMBOLS & LEGEND

AD101 WARNER HOME FIRST FLOOR SELECTIVE REMOVALS PLAN

AD102 WARNER HOME SECOND FLOOR SELECTIVE REMOVALS PLAN

AD103 WARNER HOME ATTIC SELECTIVE REMOVALS PLAN

AD104 WARNER HOME ROOF SELECTIVE REMOVALS PLAN

A101 WARNER HOME FIRST FLOOR PLAN

A102 WARNER HOME SECOND FLOOR PLAN

A103 WARNER HOME ATTIC FLOOR PLAN

A104 WARNER HOME ROOF PLAN

A121 1840’s CARRIAGE HOUSE PLANS AND PHOTOGRAPHS

A201 WARNER HOME BUILDING ELEVATIONS

A202 WARNER HOME BUILDING ELEVATIONS

A203 WARNER HOME BUILDING SECTIONS

A204 WARNER HOME BUILDING SECTIONS

A221 1840’s CARRIAGE HOUSE ELEVATIONS, SECTIONS, AND DETAILS

A301 WARNER HOME WALL SECTIONS AND DETAILS

A302 WARNER HOME CHIMNEY AND EXTERIOR DETAILS

A421 CARRIAGE HOUSE ROOF DETAILS

A501 WARNER HOME STAIR PLANS, SECTIONS, AND DETAILS

A601 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A602 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A603 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A604 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A605 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A606 WARNER HOME INTERIOR ELEVATIONS AND DETAILS

A801 WARNER HOME FIRST FLOOR REFLECTED CEILING PLAN

A802 WARNER HOME SECOND FLOOR REFLECTED CEILING PLAN

A901 WARNER HOME DOOR SCHEDULE AND DETAILS

A902 WARNER HOME DOOR IMAGES

A905 FINISH SCHEDULES

ELECTRICAL ENGINEERING

E101 CARRIAGE HOUSE REMOVALS AND NEW WORK PLAN

E602 ELECTRICAL DETAILS

-- End of Document –

GEOTECHNICAL EVALUATION

CONSTITUTION ISLAND UPGRADES

PUTNAM COUNTY, NEW YORK

Dente File No. FDE-10-066

Prepared For:

EYP ARCHITECTURE & ENGINEERING

412 Broadway, P.O. Box 617

Albany, New York 12201

Prepared By:

DENTE ENGINEERING, P.C.

Watervliet, New York

June 18, 2010

TABLE OF CONTENTS

I. INTRODUCTION

II. SITE AND PROJECT DESCRIPTION

III. SITE INVESTIGATIONS

IV. CONCLUSIONS & RECOMMENDATIONS

A. General B. Seismic Design Considerations C. Site Excavations and Earthwork D. Foundations E. Floor Slabs F. Retaining Walls G. Construction Monitoring

V. CLOSURE

APPENDICES

APPENDIX A Site Location Map

APPENDIX B Subsurface Investigation Plan

APPENDIX C Subsurface Logs and Key www.dente-engineering.com

ALBANY AREA BUFFALO AREA

594 Broadway PO Box 482

Watervliet, NY 12189 Orchard Park, NY 14127

Voice 518-266-0310 Voice 716-649-9474

Fax 518-266-9238 Fax 716-648-3521

GEOTECHNICAL EVALUATION

CONSTITUTION ISLAND UPGRADES

PUTNAM COUNTY, NEW YORK

I. INTRODUCTION

This report presents the results of a geotechnical evaluation completed by Dente Engineering, P.C. for the proposed upgrades to Constitution Island in Putnam County, New York. The evaluation was completed in general accord with Dente proposal No.

PFDE-10-09 and authorized by EYP Architecture & Engineering, P.C. of Albany, New York. The scope of services for the evaluation consisted of the following items:

! Field location and completion of four test borings.

! Logging by a Geotechnical Engineer of the soil and rock samples recovered from the borings.

! Preparation of this report which summarizes the results of the site explorations and presents recommendations to assist in planning for the geotechnical related aspects of the project.

This report and the recommendations contained within it were developed for specific application to the site and construction planned, as we currently understand it.

Corrections in our understanding, changes in the structure locations, their grades, loads, etc. should be brought to our attention so that we may evaluate their effect upon the recommendations offered in this report.

It should be understood that this report was prepared, in part, on the basis of a limited number of test borings performed for the field exploration. The borings were advanced at discrete locations and the overburden soils and bedrock sampled at specific depths.

Conditions are only known at the locations and through the depths investigated.

Conditions at other locations and depths may be different, and these differences may impact upon the conclusions reached and the recommendations offered.

A sheet entitled "Important Information about your Geotechnical Engineering Report" prepared by the Association of Engineering Firms Practicing in the Geosciences is presented following the title page of this report. This sheet should never be separated from this report and be carefully reviewed as it sets the only context within which this report should be used.

This report was prepared for informational purposes only and should not be considered part of the contract documents. It should be made available to interested parties in its entirety only. Should the data contained in this report not be adequate for the contractor’s purposes, the contractor may make their own investigations, tests and analyses for use in bid preparation.

The recommendations offered in this report concerning the control of surface and subsurface waters, moisture or vapor membranes address only conventional Geotechnical Engineering aspects and are not to be construed as recommendations for controlling or providing an environment that would prohibit or control infestations of the structure or its surroundings with mold or other biological agents.

II. SITE AND PROJECT DESCRIPTION

The project site is located along the south end of Constitution Island in Putnam County, New York as shown on a portion of the USGS topographic map for the area presented in Appendix A. This map is presented to assist the reader in locating the site and reviewing the overall topography of the area in which it exists.

It is our understanding that the project will entail construction of a pre-engineered single story storage building measuring about 40 feet by 40 feet in plan dimensions, a 3 car/bay single story garage, additions to and reconstruction of a greenhouse, and a small addition in the area of the existing Warner House.

The general project area consists of sloping lawns, wooded and brushed areas, existing buildings, parking lots and site roads. Rock outcrops are present in several locations.

III. SITE INVESTIGATIONS

The subsurface conditions at the site were investigated through the completion of four test borings at the approximate locations shown on the Subsurface Investigation Plan in Appendix B. The ground surface elevations the for test borings were estimated based on our interpolation between contour intervals shown on the Site Plan provided to us.

The boring surface elevations were not surveyed.

The borings were completed using a standard rotary drill rig equipped with hollow stem augers. As the augers were advanced, the overburden soils were sampled and their relative density determined using split-spoon sampling techniques in general accord with ASTM D1586 procedures. The sampling was conducted on a nearly continuous basis to the depth where refusal was encountered. In boring B-1, rock coring was performed in accord with ASTM D2113 procedures to investigate the source of refusal.

The rock core and representative portions of the recovered soil samples were transported to our office for visual classification by a Geotechnical Engineer. Individual subsurface logs that were prepared based upon the visual classifications are presented in Appendix C together with a key that explains the terms used in their preparation.

The individual subsurface logs should be reviewed for a description of the conditions encountered at the specific test boring locations. It should be understood that conditions are only known at the depths and locations sampled. Conditions at other depths and locations may be different.

In general, the borings disclosed about 5 to 6 feet of fill material and/or native soil overlying bedrock. The conditions disclosed at each of the proposed construction areas are summarized as follows:

Warner House Addition Boring B-1 was located near the east side of the Warner House. It revealed about 5.7 feet of relatively loose soil comprised of fine to coarse sand with trace to near equal proportions of gravel. Bedrock was cored at this location and it was found to consist of granitic gneiss that was very hard, sound, and thin bedded to thick bedded. No groundwater or wet soil samples were encountered at this site.

Greenhouse Reconstruction Boring B-2 was located along the north side of the greenhouse remains. Here, the upper 2 feet of soil consisted of relatively firm sand, gravel, and cobbles. Beneath this was loose, fine to medium sand with little silt. Sample spoon refusal was encountered at the presumed bedrock surface 4.9 feet below grade. No groundwater or wet soil samples were encountered at this site.

New Garage Site Boring B-3 was located along the side of an existing paved parking lot in the general area of the proposed garage. The boring disclosed fill materials comprised of relatively firm crushed stone with trace grading with depth to some fine to coarse sand. What appeared to be native soil comprised of fine to coarse sand with some gravel was found about 4 feet below grade. Sample spoon refusal was encountered at the presumed bedrock surface 4.8 feet below grade.

Groundwater was measured 4.0 feet below grade at completion of drilling at this location.

All of the recovered fill and soil samples were wet, and this was possibly due to surface infiltration from recent heavy rains.

New Storage Building Site Boring B-4 was located near the proposed storage building site in a wooded area outside the limits of the Subsurface Investigation Plan. The soils at this site consisted of fine to coarse sand and gravel with some grading with depth to trace amounts of silt. The upper 2 feet of soil was relatively loose, and the underlying soils were firm to very compact.

Sample spoon refusal was encountered at the presumed bedrock surface 6.4 feet below grade. No groundwater or wet soil samples were encountered at this site.

IV. CONCLUSIONS & RECOMMENDATIONS

A. GENERAL

In general the site was found to be mantled with 5 to 6 feet of granular native soils and/or fill material overlying granitic gneiss bedrock. It should be understood that the bedrock surface may vary in an unpredictable manner between the discrete boring locations and, noting that rock outcrops are visible in some areas of the site, the rock surface may be found at elevations higher or lower than was found in the borings. Groundwater may be found seasonally perched above the bedrock surface in localized areas, while in other areas and times no groundwater may be present.

Conventional spread foundations and slab-on-grade construction may be planned for this site provided that the presence of bedrock is accounted for appropriately in design. The rock is very hard and relatively sound, and its excavation would likely require blasting and/or the use of chemical demolition agents.

Depending upon the planned foundation elevations and variability of the rock surface, it is possible that new building foundations may be seated on native soil, bedrock, or a combination of soil and rock. If it is specified that all foundations bear on rock, they may be proportioned for a relatively high bearing pressure and experience negligible settlement. If soil or a combination soil/rock bearing is allowed, a reduced design bearing pressure must be used and it must be accepted that the foundations may experience abrupt differential settlement near transitions from soil to rock bearing.

B. SEISMIC DESIGN CONSIDERATIONS

For seismic design purposes, we have evaluated the site conditions in accord with Sections 1615 and 1616 of the New York State Building Code. On this basis, we have determined that Seismic Site Class “B - Rock Profile” is applicable to this project.

Using the general building code procedures and applying the Site Class “B” designation, we obtained the following spectral response parameters from the USGS Earthquake Hazards website for the site latitude (41.402) and longitude (-73.952).

Short Period Spectral Response Acceleration: SS = 0.305 1-Second Period Spectral Response Acceleration: S1 = 0.068

Short Period Site Coefficient: Fa = 1.0 1-Second Period Site Coefficient:: Fv = 1.0

Short Period Design Spectral Response Parameter: SDS = 0.204 1-Second Period Design Spectral Response Parameter: SD1 = 0.046

Using the above design parameters, Building Code Tables 1616.3(1) and (2) define the project as Seismic Design Category “B” for Seismic Use Group I or II. For Seismic Use Group III, the Design Category would change to “C”.

C. SITE EXCAVATIONS & EARTHWORK

Building site preparation should commence with clearing and stripping of asphalt, topsoil, and surficial organic matter as applicable. Prior to placing fills or base course materials, the subgrade should be proof-rolled through the completion of at least two passes each in perpendicular directions using a steel drum roller with a static weight of at least ten tons. The roller should operate in its vibratory mode, unless directed otherwise by the Geotechnical Engineer observing the work. Soft areas which are identified by the proof-rolling should be investigated to ascertain the cause and stabilized accordingly.

Structural Fill consisting of imported and/or suitable on-site materials should be used as fill and backfill within the proposed building pad areas. The imported Structural Fill should meet the requirements stipulated for Type 2 or 4 material in Section 304-2.02 of the NYSDOT Standard Specifications, with the exception that recycled concrete, asphalt, bricks, glass and pyritic shale rock should not be allowed as components of the fill. On-site soil considered suitable for reuse should consist of well graded sand and gravel with no particles larger than 4 inches and less than 10 percent, by weight, of material finer than a No. 200 mesh sieve.

The Structural Fill should be placed in uniform loose layers no more than about one foot thick where heavy vibratory compaction equipment is used. Smaller lifts should be used where hand operated equipment is required for compaction. Each lift should be compacted to not less than 95 percent of the maximum dry density for the soil established by the Modified Proctor Compaction Test, ASTM D1557. In non-load bearing landscape areas, the compaction requirement may be reduced to 90 percent.

Temporary side slopes for the site excavations in the overburden soils should be made no steeper than one vertical on 1.5 horizontal as required by OSHA regulations for a Type C soil. The excavations should be observed by a competent individual to confirm the soil types and the sloping adjusted as needed to conform to the OSHA regulations.

All excavations should be completed so as not to undermine roads, utilities, and/or foundations of adjacent structures. In general, excavations should not encroach within a zone of influence defined by a line extending out and down from the existing structures at an inclination of one vertical on one and one-half (1½) horizontal. Excavations that encroach within this zone should be sheeted, shored and braced to support the soil and adjacent structure loads, or the structure should be underpinned to establish bearing at a deeper level.

D. FOUNDATIONS

As previously noted, it is possible that new building foundations may be seated on native soil, bedrock, or a combination of soil and rock. If it is specified that all foundations bear on rock, they may be proportioned for a relatively high bearing pressure and experience negligible settlement. If soil or a combination soil/rock bearing is allowed, a reduced design bearing pressure must be used, and when loaded these foundations may experience abrupt differential settlement near transitions from soil to rock bearing. It is expected that the total and differential settlements should be less than one-half inch.

The settlement should occur quickly as each load increment is applied. Long-term settlement should be negligible.

If it is specified that all foundations must bear on bedrock, the bearing rock bearing surface should be made relatively level, i.e., sloped less than 1V:10H, and cleaned of loose soil, rock, and mud. Lean concrete may be placed to level the bearing surfaces as required. Foundations bearing on sound bedrock may be seated above the normal 4 feet embedment depth required for frost protection.

Soil bearing surfaces should be thoroughly compacted using a mechanical tamper or similar methods to establish a more uniform bearing surface. If fill materials are encountered at the planned bearing elevation, they should be removed in their entirety and replaced with compacted Structural Fill. The fill removals should extend horizontally beyond each side of the foundation a distance which is at least equal to the depth of undercut below the final bearing elevation. All final bearing grades should be firm, stable and free of loose soil, mud, water and frost.

Foundations bearing entirely on bedrock may be proportioned for an allowable rock bearing pressure equal to 20,000 pounds per square foot. The rock bearing foundations should be at least 12 inches wide.

Foundations designed for soil or a combination soil/rock bearing should be proportioned for a reduced maximum net allowable soil bearing pressure equal to 3,000 pounds per square foot. They should have a minimum width of two feet even if this results in a bearing pressure which is less than the maximum allowable.

Foundations immediately adjoining existing structures should be seated at the same elevation as the existing foundations. Exterior foundations bearing on soil should be seated at least 4 feet below final adjoining grades for frost protection. As previously noted, foundations bearing on sound bedrock may be seated above the normal frost depth. Interior foundations may bear at a nominal 2 feet depth below the floor slab if allowed by local building codes.

E. FLOOR SLABS

New building floor slabs should be placed over a nominal 6 inch thick base composed of crushed stone (ASTM C33 Blend 57). If floor coverings are to be placed over the slabs, a vapor retarder (Stego Wrap 15 mil Class A or equivalent) should be placed above the stone base. The slabs may be designed in accord with the recommended procedures of the American Concrete Institute or Portland Cement Association using a Modulus of Subgrade Reaction equal to 200 pounds per cubic inch (pci) at the top of the stone base layer.

It should be understood that frost heave may occur beneath sidewalks or pavements, and the heave may be differential, particularly where sidewalks and pavements meet building doorways. If these conditions exist and are undesirable, a 16-inch thick base of crushed stone with underdrains should be placed beneath the sidewalks or pavements to limit heave to generally tolerable magnitudes for most winters.

F. RETAINING WALLS

Building or site walls that retain earth should be designed to resist lateral earth pressures together with any applicable surcharge loads. Active earth pressures may be assumed for walls that are free to deflect as the backfill is placed and surcharge loads applied.

At-rest earth pressures should be assumed for walls that are braced prior to backfilling or applying surcharge loads.

The following design parameters are provided to assist in determining the lateral wall loads, whichever apply. The listed design parameters include no factor of safety. They assume that the walls are backfilled with Structural Fill and drainage is provided for the backfill soils as detailed below.

Soils Angle of Internal Friction 30 degrees Coefficient of At-Rest Earth Pressure 0.50 Coefficient of Active Earth Pressure 0.33 Coefficient of Passive Earth Pressure 3.00 Total Unit Weight of Soil 120 pcf Coefficient of Sliding Friction 0.45 (soil) or 0.70 (rock)

A foundation drain should be installed to prevent water from becoming trapped in the backfill soils and creating hydrostatic pressures on the walls. The drain may consist of a nominal 4 inch diameter perforated PVC pipe embedded at the base of a minimum 12 inch wide column of clean crushed stone (ASTM C33 Blend 57). The stone should be wrapped in a filter fabric (Mirafi 140N or equivalent) to inhibit siltation. Backfill soils behind the crushed stone drainage layer should consist of Structural Fill. Building walls that retain earth should be damp-proofed as a minimum.

G. CONSTRUCTION MONITORING

The Geotechnical Engineer should be retained to monitor earthwork and bearing grade preparations for foundations and floor slabs. It should be understood that the actual subsurface conditions that exist across this site will only be known when the site is excavated. The presence of the Geotechnical Engineer during the earthwork and foundation construction phases will allow validation of the subsurface conditions assumed to exist for this study and the design recommended in this report.

We believe this construction sequence observation and testing should be provided by the Geotechnical Engineer of record as a consultant to the Owner, Architect or Construction Manager. We do not believe these services should be provided through the general or earthwork contractor.

V. CLOSURE

This report was prepared for specific application to the project site and construction planned based on a limited number of explorations at discrete locations. Dente Engineering should be retained during construction to validate that the actual site conditions are similar to those assumed for development of the recommendations contained in this report. Dente Engineering should also review plans and specifications related to foundations and earthwork prior to their release for bidding to confirm that the recommendations were properly interpreted and applied.

This report was prepared using methods and practices common to Geotechnical Engineering, no other warranties expressed or implied are made.

We appreciate the opportunity to be of service. Should questions arise or if we may be of any other service, please contact us at your convenience.

Yours Truly, Dente Engineering, P.C.

Edward C. Gravelle, P.E. Fred A. Dente, P.E.

Vice President President

Ed Gravelle

APPENDIX A

SITE LOCATION MAP

Constitution Island Upgrades Putnam County, New York

Copyright (C) 1997, Maptech, Inc.

Name: WEST POINT Date: 6/18/110 Scale: 1 inch equals 1000 feet

Location: 041° 24' 18.7" N 073° 57' 11.1" W Caption: Site Location Map

Constitution Island Upgrades Putnam County, New York

073° 58' 0.08"

073° 58' 0.08"

073° 57' 30.08"

073° 57' 30.08"

073° 57' 0.08"

073° 57' 0.08"

073° 56' 30.08"

073° 56' 30.08"

1°

5'

.0

8"

1°

5'

.0

8"

1°

4'

0.

1°

4'

0.

1°

4'

.0

8"

1°

4'

.0

8"

Ed Gravelle

SITE LOCATION

APPENDIX B

SUBSURFACE INVESTIGATION PLAN

D E N T E E N G I N E E R I N G, P. C.

594 Broadway - Watervliet, New York 12189

Voice 518-266-0310 Fax 518-266-9238

Scale: N.T.S. SUBSURFACE INVESTIGATION PLAN Constitution Island Upgrades

Putnam County, New York

Drawn By: -

Date: 06/18/2010 Drawing No. 1

Ed Gravelle

Ed Gravelle

Ed Gravelle

Ed Gravelle

BORING B-3

Ed Gravelle

BORING B-2

Ed Gravelle

BORING B-1

Ed Gravelle

BORING B-4 LOCATED OFF SHEET AT PROPOSED STORAGE BUILDING SITE

Ed Gravelle

Ed Gravelle

Ed Gravelle

N

APPENDIX C

SUBSURFACE LOGS AND KEY

INTERPRETATION OF SUBSURFACE LOGS

The Subsurface Logs present observations and the results of tests performed in the field by the Driller, Technicians, Geologists and Geotechnical Engineers as noted. Soil/Rock Classifications are made visually, unless otherwise noted, on a portion of the materials recovered through the sampling process and may not necessarily be representative of the materials between sampling intervals or locations.

The following defines some of the terms utilized in the preparation of the Subsurface Logs.

SOIL CLASSIFICATIONS

Soil Classifications are visual descriptions on the basis of the Unified Soil Classification ASTM D-2487 and USBR, 1973 with additional comments by weight of constituents by BUHRMASTER. The soil density or consistency is based on the penetration resistance determined by ASTM METHOD D1586. Soil Moisture of the recovered materials is described as DRY, MOIST, WET or SATURATED.

SIZE DESCRIPTION RELATIVE DENSITY/CONSISTENCY (basis ASTM D1586)

SOIL TYPE PARTICLE SIZE GRANULAR SOIL COHESIVE SOIL

BOULDER > 12 DENSITY BLOWS/FT. CONSISTENCY BLOWS/FT.

COBBLE 3" - 12" LOOSE < 10 VERY SOFT < 3

GRAVEL-COARSE 3" - 3/4" FIRM 11 - 30 SOFT 4 - 5

GRAVEL - FINE 3/4" - #4 COMPACT 31 - 50 MEDIUM 6 - 15

SAND - COARSE #4 - #10 VERY COMPACT 50 + STIFF 16 - 25

SAND - MEDIUM #10 - #40 HARD 25 +

SAND - FINE #40 - #200

SILT/NONPLASTIC < #200

CLAY/PLASTIC < #200

SOIL STRUCTURE RELATIVE PROPORTION OF SOIL TYPES

STRUCTURE DESCRIPTION DESCRIPTION % OF SAMPLE BY WEIGHT

LAYER 6" THICK OR GREATER AND 35 - 50

SEAM 6" THICK OR LESS SOME 20 - 35

PARTING LESS THAN 1/4" THICK LITTLE 10 - 20

VARVED UNIFORM HORIZONTAL

PARTINGS OR SEAMS

TRACE LESS THAN 10

Note that the classification of soils or soil like materials is subject to the limitations imposed by the size of the sampler, the size of the sample and its degree of disturbance and moisture.

ROCK CLASSIFICATIONS

Rock Classifications are visual descriptions on the basis of the Driller's, Technician's, Geologist's or Geotechnical Engineer's observations of the coring activity and the recovered samples applying the following classifications.

CLASSIFICATION TERM DESCRIPTION

VERY HARD NOT SCRATCHED BY KNIFE

HARD SCRATCHED WITH DIFFICULTY

MEDIUM HARD SCRATCHED EASILY

SOFT SCRATCHED WITH FINGERNAIL

VERY WEATHERED DISINTEGRATED WITH NUMEROUS SOIL SEAM

WEATHERED SLIGHT DISINTEGRATION, STAINING, NO SEAMS

SOUND NO EVIDENCE OF ABOVE

MASSIVE ROCK LAYER GREATER THAN 36" THICK

THICK BEDDED ROCK LAYER 12" - 36"

BEDDED ROCK LAYER 4" - 12"

THIN BEDDED ROCK LAYER 1" - 4"

LAMINATED ROCK LAYER LESS THAN 1"

FRACTURES NATURAL BREAKS AT SOME ANGLE TO BEDS

Core sample recovery is expressed as percent recovered of total sampled. The ROCK QUALITY DESIGNATION (RQD) is the total length of core sample pieces exceeding 4" length divided by the total core sample length for N size cored.

GENERAL

! Soil and Rock classifications are made visually on samples recovered. The presence of Gravel, Cobbles and Boulders will influence sample recovery classification density/consistency determination.

! Groundwater, if encountered, was measured and its depth recorded at the time and under the conditions as noted.

! Topsoil or pavements, if present, were measured and recorded at the time and under the conditions as noted.

! Stratification Lines are approximate boundaries between soil types. These transitions may be gradual or distinct and are approximated.

DENTE ENGINEERING, P.C. SUBSURFACE LOG B-1

PROJECT: Constitution Island Upgrades DATE START: 6/15/10 FINISH: 6/15/10

LOCATION: Putnam County, New York METHODS: 2-1/4" I.D. Hollow Stem Augers

CLIENT: EYP Architecture & Engineering with ASTM D1586 and D2113 Sampling

JOB NUMBER: FDE-10-066 SURFACE ELEVATION: ± 110.0'

DRILL TYPE: CME 55 ATV Mounted Rig CLASSIFICATION: E. Gravelle

SAMPLE BLOWS ON SAMPLER CLASSIFICATION / OBSERVATIONS

DEPTH # 6" 12" 18" 24" N ± 1" TOPSOIL

1 1 1 Brown Fine to Coarse SAND, Little to trace

2 3 3 Silt, trace fine gravel 2 3 3 Grades Little Gravel

2 2 5

5' 3 2 3 Grades and Gravel (MOIST, LOOSE)

7 50/.2' 10 Rock Fragments at ± 5.7'

Rock Core Run #1 5.7' to 10.7'

Recovery = 96%

RQD = 90%

Gray and White Granitic Gneiss, Very Hard, Sound, Thin Bedded to Thick Bedded, 3 low angle fractures between 5.7' and 9.7' depths

10' and 2 - 45 degree fractures between 9.7' and 10.7' depths.

Boring Ended at 10.7'

No measurable groundwater prior to adding

15' water to core bedrock. At completion of coring, the drilling water level was 1.2' below grade.

20'

25'

DENTE ENGINEERING, P.C. SUBSURFACE LOG B-2

LOCATION: Putnam County, New York METHODS: 2-1/4" I.D. Hollow Stem Augers

CLIENT: EYP Architecture & Engineering with ASTM D1586 Sampling

JOB NUMBER: FDE-10-066 SURFACE ELEVATION: ± 116.0'

DRILL TYPE: CME 55 ATV Mounted Rig CLASSIFICATION: E. Gravelle

SAMPLE BLOWS ON SAMPLER CLASSIFICATION / OBSERVATIONS

DEPTH # 6" 12" 18" 24" N ± 1" TOPSOIL

1 8 7 Brown Fine to Coarse SAND, GRAVEL, and

4 3 11 COBBLES, trace silt (MOIST, FIRM) 2 5 2 Brown Fine to Medium SAND, Little Silt

3 4 5 (MOIST, LOOSE)

5' 3 12 50/.4' REF Rock Fragments at ± 4.9' Depth

Boring Ended at 4.9' with Spoon Refusal

10' No measurable groundwater in augers at completion of drilling and sampling.

15'

DENTE ENGINEERING, P.C. SUBSURFACE LOG B-3

LOCATION: Putnam County, New York METHODS: 2-1/4" I.D. Hollow Stem Augers

CLIENT: EYP Architecture & Engineering with ASTM D1586 Sampling

JOB NUMBER: FDE-10-066 SURFACE ELEVATION: ± 134.5'

DRILL TYPE: CME 55 ATV Mounted Rig CLASSIFICATION: E. Gravelle

SAMPLE BLOWS ON SAMPLER CLASSIFICATION / OBSERVATIONS

DEPTH # 6" 12" 18" 24" N

1 7 15 FILL: Gray Crushed STONE 15 16 30

2 10 14 Grades Some Fine to Coarse Sand

15 9 29 (WET, FIRM)

5' 3 12 50/.3' REF Gray SAND, Some Gravel (WET)

Boring Ended at 4.8' with Spoon Refusal

Groundwater in augers at 4.0' below grade

10' at completion of drilling and sampling. The recovered samples were wet beginning at the ground surface, possibly due to surface infiltration from recent heavy rains.

15'

DENTE ENGINEERING, P.C. SUBSURFACE LOG B-4

LOCATION: Putnam County, New York METHODS: 2-1/4" I.D. Hollow Stem Augers

CLIENT: EYP Architecture & Engineering with ASTM D1586 Sampling

JOB NUMBER: FDE-10-066 SURFACE ELEVATION:

DRILL TYPE: CME 55 ATV Mounted Rig CLASSIFICATION: E. Gravelle

SAMPLE BLOWS ON SAMPLER CLASSIFICATION / OBSERVATIONS

DEPTH # 6" 12" 18" 24" N ± 1" TOPSOIL

1 2 2 Dark Brown Fine to Coarse SAND, Some

4 7 6 Gravel, Some Silt (MOIST, LOOSE) 2 5 6 Brown Fine to Coarse SAND and GRAVEL, 9 10 15 trace silt

5' 3 12 20 Similar

18 26 38 (MOIST, FIRM TO COMPACT)

4 50/.4' Rock Fragments at ± 6.4'

Boring Ended at 6.4' with Spoon Refusal

10' No measurable groundwater in augers at completion of drilling and sampling.

15'

LIMITED ARCHAEOLOGICAL INVESTIGATIONS AT

WARNER HOUSE

Constitution Island, Putnam County The U.S. Military Academy, West Point, New York

Submitted by:

Alexander Archaeological Consultants, Inc.

P.O. Box 62

Wildwood, Georgia 30757 706-820-4344; fax 706-820-4076

Submitted to:

United States Military Academy Directorate of Housing and Public Works

Building 667 Ruger Road West Point, New York 10996

845-938-3522; fax 845-938-2529

Contract Number

DAMD17-01-2-0015-0008

November 2004 i

MANAGEMENT SUMMARY

At the request of the United States Military Academy (USMA) at West Point, New York through its Directorate of Housing and Public Works (DHPW), Alexander Archaeological Consultants, Inc. (AAC) conducted limited archaeological testing at the Warner House on Constitution Island in Putnam County, New York. Prior to these investigations construction had begun for a dry well that is located approximately 17 ft.

southwest of the southeast corner of the Warner House. Systematic archaeological excavations were requested by the DHPW to investigate deposits encountered during monitored construction activities. During September 2003, AAC conducted limited investigations in the area where the dry well was constructed. All work was conducted under Contract Number DAMD17-01-2-0015, Delivery Order 008.

The purpose of the limited archaeological testing was to clean and record the profiles that were exposed from the previous construction activities. The limited archaeological investigations at the Warner House dry well confirmed the presence of prehistoric, late eighteenth century, and early nineteenth century cultural material at this location. The area impacted by the construction activities was encompassed by a 5 ft. x 6 ft. (1.5 m x

1.8 m) test unit. Concurrent with the initiation of archaeological excavations, AAC screened a sample of the spoil from the previous machine-aided excavations. Two soil strata were identified within the test unit. The upper strata consisted of the approximately 0.9 ft. (27 cm) thick topsoil and was removed as Zone A. The lower stratum was excavated in two 6 in. (15 cm) levels. The limited excavations of the dry well at the Warner House revealed a high-density of historic material and moderate density of prehistoric material. A large percentage of the historic material was ceramic, indicating eighteenth, nineteenth, and twentieth-century occupation at this location. It appears that most of these artifacts post-date the Revolutionary War period and were deposited during the Warner occupation. Prehistoric material indicate Late Archaic and Middle Woodland Period occupation in this area. The majority of the historic material was recovered from Zone A.

The prehistoric material in the upper 6 in. of Zone B may be in situ. The controlled excavations included only a small volume of soil and additional controlled excavations would be required to more fully assess the nature of these deposits.

Based on the results of these excavations, there does not appear to be any potential adverse effects to the area where the dry well is located. However, additional archaeological investigations are recommended in order to record the Warner House and its archaeological boundary in the NY state site files. Even though intact archaeological deposits were only tentatively identified and no features were recognized within the location of the dry well, areas outside of the project area have a high potential to yield intact subsurface deposits and features that could contribute to the overall significance of the Constitution Island archaeological deposits regarding Revolutionary War activities and the Warner Family.

ii iii

FOREWORD AND ACKNOWLEDGMENTS

This report presents the results of the limited archaeological testing that was conducted at the Warner House that is located within the United States Military Academy (USMA) at West Point, New York. Alexander Archaeological Consultants, Inc. (AAC) conducted the investigations at the request of the Directorate of Housing and Public Works (DHPW), USMA, West Point, New York.

This project resulted from the combined efforts of many people working toward the goal of investigating the cultural resources present at this location. Lawrence Alexander served as Project Administrator. Richard Walling served as Principal Investigator and directed the field activities. Dana Linck served as Historical Archaeologist. Jennifer Massey and Mitch Sohn served as Assistant Field Directors. The field crew consisted of Heath Bailey, Michael Elble, Kristine Lilja-King, and Wade Carter. Laboratory analysis was managed by Jennifer Azzarello and Rebecca Johnson. Rebecca and Allison Leitch carried out the initial analysis of the recovered material. Max Schneider prepared the graphics for the report. The report was prepared by Richard Walling and Dana Linck. Report editing was conducted by Jennifer Azzarello, Julie Coco, and Mary Trudeau.

Angela Head dealt with the daily office logistics. Emily Williams handled various project logistics and project coordination.

Invaluable support contributing to the success of this project was provided by Douglas R. Cubbison Acting NEPA Coordinator, Architectural Historian, U.S. Military Academy, Directorate of Housing and Public Works. Roddy McLeod, Constitution Island Caretaker, freely and energetically provided information and insight based on his intimate knowledge of the area.

Lawrence S. Alexander Project Administrator Alexander Archaeological Consultants, Inc.

iv v

CONTENTS

MANAGEMENT SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i

FOREWORD AND ACKNOWLEDGMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . iii

FIGURES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . vi

TABLES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . vi

PROJECT BACKGROUND AND LITERATURE REVIEW

Setting and Geology Soils Climate Floral and Faunal Resources Previous Archaeological Research Brief Prehistoric Background Historic Background and Warner House History - Summary The First 25 Years – Barrack, Hospital, Home Wood Crag - The Warner Years: Home, Kitchen West Point and the Constitution Island Association – History and Education

FIELD AND LABORATORY METHODS

Field Methods Laboratory Methods Historic Material Classification Groups Prehistoric Material Classification Groups Curation

TESTING RESULTS

Spoil Collection Test Unit Recovery Historic Recovery Prehistoric Recovery Summary

ARTIFACT DESCRIPTIONS

Historic Artifacts: Kitchen Group Historic Artifacts: Architectural Group Historic Artifacts: Arms Group Historic Artifacts: Clothing Group Historic Artifacts: Tobacco Pipe Group Historic Artifacts: Activity Group Historic Artifacts: Miscellaneous Group Fauna Group Flora Group Prehistoric Artifacts: Ceramics Prehistoric Artifacts: Lithic Material vi

SUMMARY AND RECOMMENDATIONS

Summary Recommendations

ENDNOTES

APPENDIX A

FIGURES

Figure 1. Constitution Island Figure 2. Topographic Map Illustrating Project Area Figure 3. Aerial Photograph of the Warner House Figure 4. French Map from 1780 Figure 5. Watercolor by L’Enfant from 1780 Figure 6. Map of Putnam County, New York by R.F. O’Conner, 1854 Figure 7. Atlas of New York and Vicinity by Beers, Ellis and Soule, 1868 Figure 8. Warner House, View to the Northeast Figure 9. Warner House Lawn, View to the West-Southwest Figure 10. Warner House Sketch Map Figure 11. Excavation Unit, Plan View Figure 12. Test Unit, Level 1, View to the South. Prior to Hand Excavation. The trench is to the left. . 22 Figure 13. Test Unit, South Profile Figure 14. Test Unit, South Profile Figure 15. Stoneware, Salt Glazed Figure 16. Stoneware, Rockingham-like, Alkaline Glaze Figure 17. Coarse Redware: (a) Lead Glaze, (b) Unglazed Incised, (c) Alkaline Glaze Rouletted-Edge, (d)

Unglazed Figure 18. Coarse Redware, Slip Decorated Figure 19. Refined Redware, Jackfield Ware Figure 20. Refined Redware, Engine-Turned Figure 21. Pearlware: (a) Blue Shell-Edge, (b) Green Shell-Edge, (c) Blue Rim-Line, (d) Underglaze Blue

Hand-Painted, (e) Powdered Grounds, (f) Underglaze Polychrome Hand-Painted Figure 22. Metal: (a) Machine-Cut Nails, (b) Iron Buckle, (c) Wrought Nails Figure 23. Prehistoric Artifacts: (a) Linear Dentate Pottery, (b) Lamoka PP/K

TABLES

Table 1. Test Unit Recovery Table 2. Recovered Artifact Summary

CHAPTER I

PROJECT BACKGROUND AND LITERATURE REVIEW

At the request of the United States Military Academy (USMA), West Point, New York through its Directorate of Housing and Public Works (DHPW), Alexander Archaeological Consultants, Inc. (AAC) conducted limited Archaeological Testing of a dry well excavation at the Warner House on Constitution Island within USMA. The limited archaeological testing was requested by the DHPW to investigate deposits encountered during the construction of a dry well. AAC conducted the investigations during September 2003 under Contract Number DAMD17-01-2-0015, Delivery Order 0008.

The USMA at West Point was designated a National Historic Landmark (NHL) district in December 1960.

The academy has also been listed in the National Register of Historic Places (NRHP) and is significant in American history on a national level as the oldest permanently occupied military post in the country. The Warner House lies within the NHL district and is considered a contributing structure to USMA’s significance at national, state, and local levels (as specified on the NHL nomination). The USMA began construction of a dry well that is approximately 17 ft. (5.2 m) southwest of the southeast corner of the Warner House. The construction activities were monitored and halted by the DHPW, due to a large amount of historic cultural material noted during the excavations. Systematic archaeological excavations were requested by the DHPW to investigate the deposits encountered during monitored construction activities. The USMA must comply with Sections 106 and 110 of the National Historic Preservation Act (NHPA). This cultural resource study satisfies the requirements of AR 200-4, Sections 106 and 110 of the NHPA and the installation’s Integrated Cultural Resource Management Plan (ICRMP).

Proposed Work

The Scope of Work (SOW) for this project specified the completion of three tasks: (1) limited archival research; (2) limited archaeological testing of the impact area; and (3) a report detailing the findings of the field research.