GeoTech.pdf

35%

FINAL SUBMISSION

DESIGN ANALYSIS

FOR

HAGUE BASIN’S STONE SEAWALL &

CONCRETE SEAWALL

CROWINSHIELD / CRESSY PIER REHABILITATION

UNITED STATES MERCHANT MARINE ACADEMY

FEBRUARY 2009

WHITMAN, REQUARDT AND ASSOCIATES, LLP

ARCHITECTS, ENGINEERS AND PLANNERS

BALTIMORE, MARYLAND

HAGUE BASIN’S STONE SEAWALL AND CONRETE SEAWALL PAGE 1

CROWNINSHIELD AND CRESSY PIER REHABILITATION 35% FINAL SUBMISSION

U.S. MERCHANT MARINE ACADEMY FEBRUARY 2009

KINGS POINT, NEW YORK

HAGUE BASIN’S STONE SEAWALL AND CONCRETE SEAWALL

CROWNINSHEILD / CRESSY PIER REHABILITATION

UNITED STATES MERCHANT MARINE ACADEMY

35% FINAL SUBMISSION

TABLE OF CONTENTS

BASIS OF DESIGN PAGE

- Introduction 1

- Civil 1

- Geotechnical 4

- Architectural 7

- Structural 34

- Electrical / Communications 39

- Mechanical Building Systems 41

APPENDICES

A. Geotechnical Report B. Asbestos and Lead Paint Inspection Report C. Building Code Review D. Space Program Data Sheets E. Antiterrorism/Force Protection F. LEED Project Check List

OUTLINE SPECIFICATIONS

BASIS OF DESIGN

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CROWNINSHIELD AND CRESSY PIER REHABILITATION

U.S. MERCHANT MARINE ACADEMY 35% FINAL SUBMISSION

KINGS POINT, NEW YORK FEBRUARY 2009

Hague Basin’s Stone Seawall and Concrete Seawall

Crowninshield/Cressy Pier Rehabilitation United States Merchant Marine Academy

Kings Point, New York

Basis of Design

I. INTRODUCTION

Crowninshield and Cressy Piers at the United States Merchant Marine Academy (USMMA) in Kings Point, NY were built in the 1940s and have deteriorated over the years. Whitman, Requardt and Associates, LLP (WR&A) developed the design for the replacement of Crowninshield and Cressy Piers as requested by USMMA and Naval Facility Engineering Command (NAVFAC).

The new Crowninshield Pier will be similar in size and location as the existing one. The proposed new building on Crowninshield Pier will include a classroom, electrical/mechanical room, and restrooms on the first floor, additional storage space on the second floor and a replacement watch tower on the third floor. Fire protection upgrades will be provided for the new Crowninshield Pier. The new pier will be constructed with precast prestressed concrete piles, cast-in-place concrete pile cap, and precast solid planks to form the pier deck. The new building on Crowninshield Pier will be a mixture of structural steel, reinforced concrete, CMU, and precast-prestressed concrete planks construction.

The new Cressy pier will be expanded by 260% of the existing pier size, approximately 38,700 square foot. The west face of the new pier will be located approximately 30 feet outboard from the existing pier. The north end of the pier will be extended to the existing concrete seawall. The south and west end of the new pier will be 50 feet and 35 feet away from Prosser Boat House respectively. The construction of the new Cressy Pier will be similar to the new Crowninshield Pier.

II. CIVIL

A. Existing Site Condition

The existing Crowninshield and Cressy Piers are bound on the west by the Long Island Sound, Little Neck Bay to the south, on the north by Hague Basin and the United States Merchant Marine Academy (USMMA) to the east. The existing timber piers, including the deck and piles, are approximately 65 years old. The existing piers are served by electrical service and small waterlines for hose connections.

The mean low water level is elevation 0.00; the elevation of the existing lower wooden deck portion of the Crowninshield Pier from mean low water is 10.5’ and the existing

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upper wooden deck elevation is 14.0’ above mean low water. The elevation of the existing Cressy Pier wooden deck is also 14.0’ above mean low water. A portion of Crowninshield Pier is located in a coastal flood area with velocity hazard (wave action).

The 100-year flood elevation is equal to 20.5 feet from mean low water level thus, well over the existing pier deck elevations.

B. Proposed Site Condition

The new Crowninshield Pier will be of the same length and shape of the existing pier, but the deck will be elevated to 14.5 feet over the entire length, which is above the height requirements set by UFC 4-152-01, Design: Piers and Wharfs. The eastern pier section will be an enclosed 2-story structure as described in Section IV, Architecture. The western pier end will mimic the existing pier with boat slips. The existing weather station is to be replaced as part of the construction. The new Crowninshield Pier requires water, sewer and gas service connections to the new classroom building. These connections will also require utility work to be done on the upland area.

The new Cressy Pier will be constructed on the site of the existing pier but will extend approximately 35’ to the south of the existing Prosser Boat House and abut the existing seawall and will widen approximately 30 feet into Hague Basin. The deck elevation will also be 14.5 feet over the entire pier. A waterline connection will be installed in Cressy Pier for future expansion.

Raising the pier deck elevations will require modifications to the upland area. The concrete/asphalt roadway shall be re-graded to create an allowable slope up to the pier deck. Portions of the existing upland wall along the existing roadway will be removed as part of the re-grading.

C. Demolition

The construction of the new pier and its associated site appurtenances requires the removal of the existing Crowninshield and Cressy Piers. The NOAA weather station located on the south edge of Crowninshield Pier shall be salvaged and replaced once construction of the new pier deck is complete. The contractor shall coordinate with both the USMMA and NOAA for requirements of a temporary weather station. Upland demolition will occur with the installation of utility services in both asphalt pavement and grass areas.

The existing Crowninshield Pier has been inspected for asbestos and lead paint. The inspection report was prepared by McCabe Environmental Services, L.L.C. The report concluded that asbestos-containing materials have been positively identified at various locations on the existing Crowninshield Pier. The report recommended all work impacting or possibly disturbing buildings materials confirmed asbestos-containing should be performed by a licensed asbestos abatement contractor in accordance with

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applicable Federal, State and Local rules and regulations. The abatement project shall be files with agencies having jurisdiction, such as the New York State Department of Labor and United States Environmental Protection Agency. Lead-based paint has been identified at various locations throughout Crowninshield Pier. It should also be assumed that all painted items remaining on Cressy Pier should be treated as containing lead-based paints. All activities disturbing lead-based paint must be performed according to United States Environmental Protection Agency Federal Regulations.

D. Control Datums

The vertical controls are based on mean low water. The horizontal survey controls are based on the New York State Plane Coordinate system.

E. Utilities

The utility installation design will include water, sanitary and natural gas for Crowninshield Pier and water for Cressy Pier. Since the new pier deck will be concrete, the utility lines will be located in a utility trench and will be supported via cradles. The utility trench will have removable concrete covers which will enable access to the trench when maintenance is required. Also, a wall will be constructed in the trench to isolate the sanitary line from the potable water line.

Potable Water / Fire Protection

Both new piers will require water service and Crowninshield Pier will require a fire protection system. In order to achieve the required pressure for the new fire protection system, an underground storage tank and fire pump will be installed. A 4” waterline will be connected to the existing water system and extended to feed the underground tank and new building. The 4” line will provide both fire protection and potable water to the building and will be split soon after entering the building into a 2” fire service and a 3” domestic water service. The 2” fire line will feed the underground storage tank, which will provide water to the underground fire pump as needed.

Underground utility location methods must be utilized by the contractor to find the exact location of the existing water line. The existing water line will require a pressure test to verify that the required pressure will be available. If the pressure is not available, further investigation of the existing water system will need to be conducted to ascertain what modifications to the existing water system will be required.

This water service line will be cement lined, ductile iron, special thickness class 52 with rubber gaskets, flanged joints including valves, fittings, and restrained joints where required. Approximately 275 feet of heat-traced 4 inch piping will be required to construct the new water service / fire protection line that will service the building.

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Sanitary Sewer

A new heat-traced and insulated 4-inch sanitary sewer line will connect Crowninshield Pier to the existing 4-inch gravity sewer line that flows to the new pump station north of the outdoor pool. While a gravity sewer system would be the preferred method of service for the new pier, the possibility exists that a small pump would be necessary to provide sanitary service to the existing pump station.

Underground utility location methods must be utilized by the contractor to find the exact location of the existing sanitary sewer gravity system. A total of approximately 300 feet of heat-traced and insulated sanitary sewer piping will be required.

New sanitary sewer piping will be ductile iron pressure sewer pipe; cement lined with rubber gaskets, flanged joints.

Natural Gas

A new 2-inch natural gas line will connect Crowninshield Pier to the existing gas line that serves the Prosser Boat House. The capacity of the existing gas service must be verified to ensure that service can be provided to both buildings. It is assumed that the gas utility company will provide the required gas meter for the building.

Underground utility location methods must be utilized by the contractor to find the exact location of the existing natural gas line. A total of approximately 200 feet of natural gas piping will be required.

New natural gas piping will be black iron, schedule 40 with rubber gaskets, flanged joints.

F. Erosion and Sediment Control

Temporary erosion and sediment controls will be provided along the limits of surface disturbance, entrances to stormwater drainage inlets, and construction entrances as applicable. Temporary sediment tanks will be provided for all temporary construction dewatering discharges. All measures will be in accordance with the State of New York standard procedures for erosion and sediment control, where appropriate.

III. GEOTECHNICAL

A. Geologic Setting

The U.S. Merchant Marine Academy is located on Manhasset Neck, which is a peninsula that extends from Long Island into Long Island Sound. The sediments on Long Island owe their origin to the advance and retreat of glaciers through the region. Manhasset Neck is underlain by glacial deposits consisting of gravel, sand, silt, and clay. The

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uppermost glacial deposits are of Pleistocene age. Underneath the Pleistocene deposits are coastal plain deposits of Late Cretaceous age. The glacial deposits rest upon crystalline-metamorphic bedrock of early Paleozoic age.

The geologic materials which were encountered in the project borings may be interpreted based on the glacial history of the area. The borings first penetrated a layer of soft alluvial silts and clays or sandy glacial till of Pleistocene age, which was approximately 10 to 20 feet thick. Underneath this sand layer is a layer of silty clay, which may have a Pleistocene-age glacial lake origin. Regional USGS data indicates that the underlying Cretaceous deposits may have been removed by glaciers in the vicinity of the Merchant Marine Academy. Therefore, the project borings, which were approximately 100 feet deep, may have terminated in Pleistocene age deposits. Although not encountered in any of the exploratory borings, the top of the bedrock beneath is estimated to be between elevation 150 and 200 feet below sea level.

B. Discussion of Borings

A subsurface investigation was completed in October of 2007 by New Hampshire Boring Inc., of Brockton, MA, where 12 borings were drilled using a barge mounted drill rig.

This subsurface investigation was conducted to identify the subsurface conditions in the vicinity of Cressy and Crowninshield Piers along with characterizing the material which will be dredged for a proposed channel and extension of Mallory Pier as part of a joint project. Refer to the Hague Basin Rehabilitation Feasibility Study Geotechnical Report for a boring location plan an more detailed discussion on the various aspects of the subsurface investigation.

Borings D-7 through D-10 were drilled along the alignment of the proposed Cressy Pier expansion; Boring D-8 and D-9 were drilled inside the basin while Borings D-7 and D-10 were drilled outside the basin. Boring D-11 was drilled outboard of the hip in the Crowninshield Pier. The mudline tapers down from the shore to approximately EL -2 ft at the proposed face of the Cressy Pier. The mudline drops gradually to EL -15 ft at the end of the Crowninshield Pier.

Most Borings drilled along the shoreline (proposed face of Cressy Pier) encountered dense sand and gravel at the mudline. The thickness of this layer varied significantly from 15 feet thick (south of the basin) to 35 feet (underneath the Crowninshield Pier).

Cobbles and boulders were observed on the shore. Observations taken during the drilling operation indicate cobbles are present throughout this sand and gravel layer. Boring D- 10 drilled a few hundred feet offshore encountered 15 feet of this sand layer. Stiff glacial silty clay/ clayey silt was encountered below these sands which extend to between EL -20 ft and -40 ft. It appears as though the area below the Crowninshield Pier was previously eroded out by glacial movements and refilled with sand. Only the upper few feet of clays appears to be weathered. Samples taken a few feet into this material resisted over 40 bpf.

The natural moisture content of this clay layer is at or below its plastic limit indicating

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this clay layer is heavily overconsolidated. This glacial material transitions into a less plastic clayey silt around EL -75 ft. Blow counts in excess of 100 bpf were measured.

Inspection of samples revealed the presences of hard lignite (a decomposed wood, coal like material) layers from this level to the end of the borings.

Boring D-8 was drilled a few feet out from the proposed face of the Cressy Pier on the inside of the basin. This boring did not encounter the dense sands that the other borings did. In place of these sands, very loose black oily silt was penetrated by the sampling rods alone. The material extended to approximately EL -12 ft before stiffer clay material was encountered. It appears that this area was previously dredged and has filled with recent sediment. The limits of the recent maintenance dredging appear to be well beyond (60 feet) the location of Boring D-8 however could have been dredged during the original construction of the basin.

C. Pile Foundations

The recommended pile type is a precast, prestressed, concrete pile which would be driven in place. This type of pile can be readily designed to resist the damaging effects of the saltwater environment including sulfate attack and degradating effects of marine life.

The concrete piles enable bents or caps to be poured above the splash line without the need for some form of encasement extending below the water surface. Driven piles can be readily installed in a marine environment; alignment templates can be erected for accurate installation. The proposed pile type is an 18-inch square precast, prestressed concrete pile. Preliminary pile loads are 135 tons for plumb compression piles, 110 tons for battered compression piles, and 20 tons for tension loading on the battered piles.

Piles at Cressy Pier are expected to be driven into very hard clays, but are not expected to reach the silty strata containing lignite layers. The estimate pile tip elevation is -60 feet to achieve an ultimate capacity of 270 tons (FS=2). The existing soil in the vicinity of Cressy Pier are in a relatively dense condition and are not anticipated to consolidate over time therefore down-drag forces are not anticipated. Piles driven near shore (at Cressy Pier) should be fitted with protective tips due to the presence of cobbles and boulders at shallow depths.

Piles installed for Crowninshield Pier are estimated to have a pile tip elevation varying between -60 and -90 ft.

Battered piles are estimated to have slightly shallower, but similar tip elevations as the plumb piles. Piles of these lengths are readily capable of resisting the estimated 20 tons of tensile loading.

All piles should be driven using a hammer suitable for the project based on a wave equation analysis. Particular attention should be given to the predicted tensile stresses as the various layers are penetrated. Piles should be driven to a resistance as determined

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from test piles subject to static and dynamic load tests. Due to the longitudinal extent of the project, it is recommended that one static load test be performed in accordance with ASTM D1143, using the Standard Loading Procedure for each pier; in addition to the static load test high strain dynamic testing (also referred to as Pile Driving Analyzer PDA testing) should be performed on 10% of the remaining piles. The PDA testing and CAPWAP (Case Pile Wave Analysis Program) analysis should be calibrated to the results of the static load test. The quick static load test procedures are not recommended because the majority of the capacities are developed in clay layers which have the potential to creep. Test piles should be driven first using the same equipment proposed for use in production piles for refining length estimates to be used when ordering production pile lengths.

IV. ARCHITECTURAL

A. Existing Conditions

1. Building

The existing building on the Crowninshield Pier is a one story heavy timber framed building constructed above the existing wood pier. The building is approximately 1,330 square feet and consists of three rooms: a Bosun’s Locker consisting of a small repair work room and a sail storage room, and a separate Fire Department pump and hose cart storage room. This building is constructed with a wood deck, wood clapboard siding, a wood roof truss system with wood roof decking and an asphalt shingle roof. A design for the building’s alteration was dated in 1944 and construction was probably accomplished the same year. The building has ivory or off-white vinyl siding and red painted wood doors (see Photo A-1). The roof shingles are light to medium brown in color. The roof has a hipped design on its eastern elevation where it faces the adjacent Cressy Pier and the shoreline.

PHOTO A-1:

East Elevation of Crowninshield Pier building.

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As the pier extends out from shore, the building proper terminates approximately 40 feet from the western edge of the Cressy Pier; however, the roofline continues for an additional 117 feet as a shed roof covering an open boat storage area (see Photos A-2 and A-3). The deck of the boat shed area is approximately 3 feet below the level of the floor of the building proper.

PHOTO A-2:

Covered boat storage shed

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The dock then makes a 45° northward turn into Hague Basin with the roofline continuing at the same level for another 102 feet where the shed terminates with a full wall from the roof to the dock level (see Photo A-4). This latter part of the roof covers a total of five boat slips that are used to cover 10 lifeboats (see Photo A-5).

The roof structure of this part of the pier also provides support for an enclosed 7’ by 7’ observation tower with a 14 foot square surrounding deck and railing and a walkway to the end of the pier at the peak of the roof (see Photos A-6, A-7, & A-8).

The tower was designed and probably constructed in 1949. These facilities are used as a watch shack and observation point for vessels entering Hague Basin.

PHOTO A-3:

Covered boat storage shed.

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PHOTO A-4:

North and West elevations of Crowninshield Pier

PHOTO A-5:

Lifeboat storage area.

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PHOTO A-6:

Watch tower and walkway on west end of pier.

PHOTO A-8:

South side access ladder to watch tower.

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There is a two rail galvanized handrail that runs the entire length of the south side of the Crowninshield pier, turns northward across the end of the pier and returns to the west end wall of the pier. This handrail has a vinyl-coated small link chain link guard rail in-fill for its entire length (see Photo A-9)

There is a small extension of the pier on the south side at the point of the turn in the pier. This extension supports a small wood framed and wood sided building containing a NOAA weather station (see Photo A-9). The aforementioned handrail/ guardrail runs around this small extension of the pier, enclosing the NOAA Building.

2. Seawall

An existing stone masonry faced concrete seawall extends southward from the Mallory Pier toward the Cressy and Crowninshield Piers. This seawall is located on the east side of Hague Basin and is approximately 13 feet high. The top of the seawall is approximately 8 feet above mean high water level and 15 feet above the low water level (see Photos A-10 and A-11).

PHOTO A-9:

Weather Station building on south side of Crowninshield Pier

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The seawall is constructed of large facing stones that get progressively larger at the base of the wall. The wall is battered back from its base toward the shore line approximately 14 inches at the high tide line where it corbels outward so that the coping stones at the top of the wall are plumb with its base course. The base of the wall is located approximately 2 feet above the low water level. This area and another 3 feet below to the bottom of the basin are protected by a rip rap of large stones (see Photo A-12). The wall is constructed with a foundation consisting of 12 inch diameter wood piles with 12” by 12” timber caps connecting the piles. Four inch thick timbers are laid on top of the caps to form a continuous deck approximately 12 feet wide. A 2 foot thick continuous reinforced concrete footing is laid on top of the wood deck with a concrete backing wall that is 6 feet wide at its base and 2-3 feet

PHOTO A-10:

Hague Basin seawall at high tide.

PHOTO A-11:

Seawall at low tide with rip rap visible

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wide at its top (see Figure A-1). This concrete wall is the back-up wall that is visible behind the missing stones described below.

The stones near the base of the seawall are more than a foot high, several feet long and at least 4 inches thick. The stones near the top of the wall are approximately 1 foot high by 1-2 feet long and more than 4 inches thick. The top and exposed back surface of the wall was covered by 1-2 inches of mortar years ago in an attempt to seal those surfaces. The seawall starts at the north end adjacent to the eastern end of the Mallory Pier and extends approximately 50 feet to the west. It then curves to the

PHOTO A-12:

Profile of seawall at southwest corner

FIGURE A-1:

Hague Basin seawall construction sketch

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south and runs straight for about 400 feet where it curves to the east and returns approximately 150 feet to the shoreline near the north end of the Cressy Pier. The seawall holds up a wide, nearly level lawn with large trees and the Eldridge swimming pool at the east edge of the lawn.

The seawall is currently in a deteriorated condition. General deteriorated conditions include the following:

1. The majority of the mortar joints below the mean high water level are missing or severely eroded. In addition, there is a considerable layer of sea scum on all stone surfaces below the mean high waterline, including the surfaces of the open joints where the mortar is missing (see Photo A-13).

Specific deteriorated conditions include the following (the locations of these specific conditions are indicated on Figure A-2):

FIGURE A-2

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2. One coping stone near the north end of the wall is loose and projecting outward several inches. There are diagonal cracks running downward below this stone through the rest of the wall. There is also a large stone next to a large discharge pipe that is projecting from the face of the wall (see Photo A-14).

PHOTO A-13:

Mortar joints with mortar visible

Virtually all mortar joints are either missing entirely or are severely eroded.

This is typical for the entire length of the wall.

Sea scum on stones below the mean high water line

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3. Approximately 75 feet south of #2 there is a small stone that is missing from the face of wall at the waterline (see Photo A-15).

PHOTO A-14:

Loose coping stone.

Diagonal Cracks in wall.

Loose stone next to large discharge pipe.

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4. Approximately 95 feet south of #3 there is a large stone located 2 courses below the mean high water line that has fallen out of the wall and is visible on the stone rip rap below and a smaller stone at the waterline that is missing (see Photo A-16).

PHOTO A-15:

Small stone missing at waterline.

PHOTO A-16:

Stone missing at waterline.

Large stone at base of wall has fallen onto the rip rap.

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5. Approximately 105 feet south of #4 there are two stones above the waterline that have fallen out of the wall and what appear to be stone anchors are projecting from the concrete back-up wall surface. In addition, several stones to the north of the missing stones are loose and ajar (see Photos A-17 & A-18).

6. Approximately 75 feet south of #5 there is a large stone two courses below the mean high water line that is missing and the end of the stone above is missing its top and lower corners (see Photo A-19).

PHOTO A-17:

Adjacent stones ajar

Two stones missing.

Stone anchors

Back-up wall visible

PHOTO A-18:

Back-up wall surface

Stone anchors

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7. Approximately 55 feet south of #6, at the southeast corner, there are multiple stones missing at the mean high waterline and the stones that remain above are tilted downward into the gap left by the missing stones (see Photo A-20). There also appears to be a large gap in the concrete backup wall at this location that could be an expansion joint.

8. Immediately adjacent to #7 on the southeast corner there are two additional sets of stones missing at the mean high waterline (see Photo A-21).

PHOTO A-19:

Stone with cracked and missing end.

Missing large stone.

PHOTO A-20:

Stones above the missing stones are askew and loose

Multiple large stones missing at and above the mean high waterline

Possible expansion joint in the back-up wall

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9. The mortar covering of the wall coping is in much deteriorated condition. The south coping is probably in the best condition as shown on Photo A-22. The west coping is cracked and spalling at numerous locations, has portions of the coping missing and is patched in several locations (see Photos A-23 to A-27). At the north end of the seawall the back side of the wall is cracked and displaced for approximately 100 feet, including the area that curves back to the Mallory Pier at the north end of the wall (see Photo A-28).

PHOTO A-21:

Additional stones missing at waterline at southeast corner

PHOTO A-22:

South coping of seawall viewed from lawn area

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PHOTO A-23:

Large crack in top and back of wall above area at southeast corner where there are numerous facing stones missing

PHOTO A-24:

Cracks and spalling of top covering of wall coping on west side of seawall.

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PHOTO A-25:

Cracked mortar topping on seawall coping

PHOTO A-26:

Mortar topping of seawall coping is missing

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B. Proposed Conditions

1. Buildings

a. Classroom Building

The proposed classroom building on the rehabilitated Crowininshield Pier will be two stories tall and will contain an enlarged Sail Loft/Bosun’s Locker on the second floor with the first floor containing a classroom, toilet rooms, a classroom storage room, a small storage/Janitor’s closet and a combined mechanical/ electrical room that will serve the entire building and provide services to the remainder of the pier Crowninshield Pier and to the Cressy Pier. Access to the second floor will be provided by a single stairway. Handicapped accessibility

PHOTO A-27:

Patch to mortar topping of seawall coping

Patch is deteriorating and some of it is missing

PHOTO A-28:

Back side of top of seawall is cracked horizontally and displaced horizontally and vertically for approximately 100 feet at the north end of the seawall.

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will be provided to the first floor by direct access. Handicapped access to the second floor will not be provided as it will be used by able bodied personnel only.

The proposed classroom building will be located on top of the new Crowninshield pier, described hereinafter in Section V: STRUCTURAL. The top surface of the new pier will be a concrete slab which will become the first floor for the new building. The building itself will be constructed to incorporate the requirements of UFC 4-010-01 the DoD Minimum Antiterrorism Standards for Buildings, where they do not impart additional cost, as their use is not required for this building.

The building construction will consist of reinforced concrete walls for the first floor. These walls will be designed to provide rigidity when the pier is flooded in periodic storms and high tides. The exterior surface of this wall will be covered by a cold applied waterproofing material, galvanized steel furring channels and a rain screen of horizontal factory finished beaded wood textured cement fiber siding. The inside face of this wall will be covered by a 2-inch thick layer of painted concrete masonry units (CMU’s) covering a layer of rigid extruded polystyrene foam insulation.

The exterior walls of the second floor will consist of load-bearing concrete masonry units faced with galvanized steel “Z” furring holding extruded polystyrene foam insulation which will be faced with 9/16-inch thick oriented strand board (OSB), a vapor barrier building wrap material and horizontal factory finished beaded wood textured cement fiber siding.

All interior walls will be constructed of 4, 6, or 8-inch concrete masonry units on the first floor. The second floor will consist of a single open space and a stair enclosure that will be separated to close off a circular stairway to the Watch Tower which will be located at the southwest corner of the building. The second floor slab will be constructed of precast concrete planks supported by the reinforced concrete first floor exterior walls. The roof of the proposed building will be constructed of precast concrete planks with cold-formed steel framing trusses attached to the top of the planks. The roof will be constructed of corrugated galvanized steel decking topped with a layer of treated plywood and fiberglass reinforced asphalt roof shingles. The roof will be insulated above the precast concrete planks with foil-faced fiberglass batts. The single egress stair from the second floor to the first floor will be of steel pan construction with concrete filled treads. The circular stair to the Watch Tower will be a 88-inch diameter steel stair with 22.5 degree steel checker plate treads.

Windows will consist of thermally improved double-hung aluminum frames with high performance organic coatings and insulating glass with low-e coatings on the exterior pane and laminated inner panes. The windows will be 3’-4” wide by 5’-

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0” high. Doors on the first floor of the building will be designed to resist flood water forces. All windows on the first floor and all louvers will be protected from the forces of flood waters by swinging flood gates.

b. Watch Tower

The existing watch tower will be replaced with a new galvanized steel framed structure located at the southwest corner of the Classroom Building. Access to the tower will be by a circular steel stair with galvanized steel checker plate treads and landing platforms. The stair and landings will be enclosed with steel studs that will be faced with painted medium density overlay (MDO) plywood panels.

The tower itself will be approximately four times the size of the existing tower, with a booth 15’-8” square and feet a steel grating walkway surrounding the booth that is 3’-6” wide on all sides.

The base of the tower will be enclosed by horizontal factory finished beaded wood textured cement fiber siding matching that used on the boat shed and classroom building and the boat shed. The bottom 2’-8” of the booth will have the same siding. The top 5’-0” of the booth will have the same aluminum double hung windows that will be used on the building below. There will be a single insulated hollow metal door with a half-lite of tinted insulating glass on the south side facing Long Island Sound.

The 3’-6” wide platform on all sides of the booth will have galvanized steel guard rails 3’-6” high. The roof above the tower will be of constructed of light gage steel framing, steel decking covered by plywood and fiberglass reinforced asphalt shingles in a hipped design. The wall and roof structures will be fabricated from welded structural steel tubes and light gage steel framing between the structural members. The booth will be insulated in the walls below the windows, below the booth to the top of the building roof, and above the ceiling of the booth. The interior of the booth will have smooth faced painted medium density overlay plywood wall panels and ceiling. The floor will be constructed of metal decking with light weight concrete fill.

It has been determined that the existing walkway from the existing Watch Tower to the west end of the boat shed roof was to provide access for changing the lamp of a floodlight mounted on the end of the boat shed. There will be no requirement for this walkway in the proposed design, thus the walkway has been eliminated from the project.

c. Boat Shed

The new boat shed will be constructed with reinforced concrete columns supporting galvanized structural steel beams and roof trusses. Galvanized steel

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roof decking will span between the trusses. The decking will be covered by a layer of treated plywood and fiberglass reinforced asphalt roof shingles. There will be a short wall below the roof line on the north/northeast elevations of the shed replicating the appearance of the existing shed. The roof of the new shed will extend over the pier to the south edge of the pier from the east end of the Classroom Building to just past the point where the shed angles toward the northwest. At that point it the shed roof will return to the boat shed approximately 10 feet and the remainder of the southwest elevation of the shed will have a 4-foot high wall below the roof line, matching the appearance of the northeast elevation of the shed. At the point where the shed angles to the northwest, there the horizontal siding will be extended to the top of the pier forming short walls on the southerly sides of the shed and covering the columns on the northerly sides of the shed. The west end of the pier will be terminated by a solid wall faced with the horizontal cement fiber siding on the exterior, with short return walls on the north and south sides. The siding will be supported by cold-formed steel framing members. The inside faces of these walls and those at the angle turn will all be faced with factory finished smooth faced cement fiber panels.

d. NOAA Weather Station

The NOAA Weather Station building will be reconstructed using a framework of light gage cold-formed steel studs. The exterior face of the studs will be covered with 9/16-inch thick OSB panels, a vapor barrier building wrap material and horizontal factory finished beaded wood textured cement fiber siding. The walls will be insulated with rigid extruded polystyrene foam insulation and the inside face of the walls will be finished with painted MDO plywood. The roof will be a gable design, to match the existing design, with light gage cold-formed steel trusses; steel roof deck covered by plywood, underlayment and fiberglass reinforced asphalt shingles. The roof will be insulated by foil-faced fiberglass batts supported by woven wire mesh attached to the bottom of the bottom chord of the roof trusses. The ceiling will be a 2’ x 2’ lay-in suspended acoustic tile ceiling. There will be one exterior galvanized, insulated hollow metal door. Each wall will be provided with one thermally improved aluminum double hung window that matches the windows used on the Classroom Building.

e. Exterior Design

There are four predominant color schemes evident on the USMMA campus: Ivory or off-white horizontal vinyl or vertical steel siding, light red or pink brick with white trim, white paint, and light pink stone or stucco. All of these color schemes are evident in proximity to the Crowninshield Pier.

Specific elements of the exterior design include:

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1) The proposed material and color for the exterior walls of the new classroom building is cement-fiber plank siding with an off-white or ivory color to match the color of the existing siding used on many of the buildings on the upper campus of the USMMA. The exposed faces of this siding will have an embossed wood grain and will have a beaded bottom edge.

2) The roof will have hipped construction to match the roof line of the eastern end of the existing building and a gabled end facing west due to the location of the Watch Tower at the southwest corner of the building. The roof above the building will overhang the building by 2-feet on all sided. The roof above the Watch Tower will overhang the faces of the booth by 3’-6” to completely cover the grating walkway below. The roof over the boat shed will be lowered to allow approximately 12 feet of clear space under the roof structure.

The boat shed roof will cover the entire pier, including an 11-foot wide walkway on the south face of the proposed classroom building. The roof covering the walkway will be an extension of the boat shed roof and will terminate at the eastern face of the classroom building to provide canopy type cover for the doors on the south side of the building. The door on the east face of the building’s second floor will not have a canopy cover to allow fork-lift access to load bulkier items directly into the Sail Loft/Bosun’s Locker.

The roof material will be asphalt shingles with a greenish color.

3) Roof trim, corner trim, window and door trim, gutters, and downspouts will be white.

4) Window and door frames will be white to match the colors used on the rest of the trim on the building. The windows will be thermal-break aluminum with a high performance coating. The windows will be double hung to allow them to be opened for natural cooling and ventilation. Glass in the windows will be insulating, low-e, tinted bronze, gray, or green to reduce glare in the classroom and the Watch Tower.

Since the level of the first floor of the proposed new classroom building will be six feet below the level of the 100-year flood design level, manual full-height swinging flood gates will be provided on the exterior of all first floor windows and louvers to be swung into place, sealed and dogged in place in the event of abnormal high tides or storm surges to protect the contents and equipment within the building.

5) Doors to the stair to the second floor and the corridor adjacent to the toilets will be steel flood rated doors. The door to the east side of the Sail Loft/Bosun’s Locker will be a double insulated, galvanized hollow metal door and frame. All other first floor interior doors and frames will be galvanized

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steel. The exterior doors and frames will be painted white. The pins on all exterior doors will be non-rising. All exterior doors on the first floor will be provided with exit devices. To prevent the possibility of a lock-in situation, the single and double flood rated doors will operate like normal entry/egress doors.

f. Interior finishes in the classroom building will be as follows:

1) Floors:

First Floor Mechanical/Electrical Room, Sail Loft/Bosun’s Locker:

Sealed Concrete.

Classroom, Classroom Storage Room, Closet/Janitor’s Closet, Stairs, & Corridor: Solid Vinyl Tile.

Toilet Rooms: Ceramic Tile.

Watch Tower & Second Floor Stair Enclosure: Sealed Concrete.

NOAA Weather Station: Sealed Concrete.

2) Bases:

First Floor Mechanical/Electrical Room & Sail Loft/Bosun’s Locker:

Painted CMU.

Classroom, Classroom Storage Room, Closet/Janitor’s Closet, Stairs &

Corridor: Gazed Concrete Masonry Units (GCMU).

Toilets: Ceramic Tile.

Watch Tower Stair & Second Floor Stair Enclosure: Painted CMU’s and Painted MDO plywood.

Watch Tower & NOAA Weather Station: Painted Wood Trim.

3) Walls:

First Floor Mechanical/Electrical Room & Sail Loft/Bosun’s Locker:

Painted CMU’s.

Classroom, Classroom Storage Room, Closet/Janitor’s Closet, Stairs &

Corridor: Painted CMU’s.

Toilet Rooms: Ceramic Tile.

Watch Tower Stair & Second Floor Stair Enclosure: Painted CMU’s and Painted MDO plywood.

Watch Tower & NOAA Weather Station: Painted MDO plywood.

4) Ceilings:

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First Floor Mechanical/Electrical Room, Sail Loft/Bosun’s Locker, First & Second Floor Stair Enclosures: Painted Exposed Structure.

Classroom, Classroom Storage Room, Storage Room/Janitor’s Closet, and Corridor: 2’ x 2’ Suspended Acoustic Tile.

Toilet Rooms: Painted Suspended Gypsum Board.

Watch Tower: 2’ x 2’ Suspended Acoustic Tile.

NOAA Weather Station: 2’ x 2’ Suspended Acoustic Tile.

g. Accessibility and Usefulness for the Disabled

This first floor of the Classroom Building will be accessible by the public in the form of instructors and students through the on-grade entrance doors to the toilet access corridor. Since this building will not be open to the general public it is recommended that no handicapped access be provided to the Sail Loft/Bosun’s Locker on the second floor. This area would normally be accessible to able-bodied personnel only.

Handicapped accessibility to the boat shed is provided by virtue of the same level pier surface. Access to the lower walkways between the lifeboat slips is not possible due to the narrow width of these walkways, and the difference in level between the walkways and the surface of the pier. These walkways are only accessible by ladder, and therefore, by able-bodied personnel.

The NOAA Weather Station is accessible to the handicapped because it is on the same level as the pier and the first floor of the Classroom Building, and the door width.

h. Gross Floor Area

The gross floor area of each floor of the proposed building is 2,034 square feet per floor, or 4,068 square feet total.

The floor area of the adjacent boat shed is 9,686 square feet, including the canopy covering the walkway on the south side of the building and the tower.

The gross floor area of the Watch Tower is 279 square feet.

The gross floor area of the NOAA Weather Station is 109 square feet.

i. Sustainable Design

The proposed building should have an energy efficient exterior envelope, including wall insulation, roof insulation, insulating low-e glass in windows, and thermal barrier frames for windows. The windows should also be

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operable to allow for free ventilation when conditions permit. The building’s interior should be low maintenance; thus, the interior finishes proposed are low maintenance durable materials. Acoustic ceiling materials should contain recycled materials and be capable of being recycled at the end of their useful life. Counter tops in the toilet rooms can be made of recycled materials in a solid polymer binder or they can be made of 100% recycled polyethylene.

The same material can be used for the toilet room stalls. Terrazzo floor and wall tile using crushed recycled glass can be used in the toilet rooms in lieu of ceramic tile. All interior paint shall be low VOC and shall contain no hazardous materials. The steel used for the roof trusses for both the Classroom Building, Watch tower, NOAA Weather Station, and the boat storage area and the “Z”-studs and furring channels used to fur the exterior siding and support the insulation should contain post-consumer recycled steel and pre-consumer recycled material.

A proposed Leadership in Energy and Environmental Design (LEED) Checklist for this building can be found in Appendix L. At this stage in design, we believe that 26 of the 69 possible LEED points could be attained for this building with little cost impact. Though LEED Certification is not planned for this facility, the fundamental principles of the LEED system will be considered during the design of the classroom building.

j. Thermal Design

The following U-Values shall be provided:

1) Exterior Walls:

Classroom Building-First Floor: 0.056 Classroom Building-Second Floor: 0.053 Watch Tower: 0.054 NOAA Building: 0.055

2) Roofs:

Classroom building: 0.026 NOAA Building: 0.026

k. Building Code Analysis

A complete Building Code Analysis is attached in Appendix C. The analysis is based on UFC 1-200-01, IBC 2006, and NFPA 101-2006.

l. Anti-Terrorism/Force Protection

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The proposed building is not required to conform the UFC-4-010-01, DoD Minimum Antiterrorism Standards for Buildings, Change 1, 22 January 2007, since this is a Department of Transportation facility. It has been recommended, though, that it is advisable to incorporate these standards to the extent that they can be incorporated into the proposed building without increasing building costs. An analysis of the proposed building is attached in Appendix.

m. Codes and Standards

1) UFC 1-200-01; 27 November 2007: General Building Requirements.

2) UFC 3-600-01; 26 Sept 2006: Fire Protection Engineering for Facilities.

3) UFC 4-010-01; 8 Oct 2003; Including Change 1; 22 Jan 2007: DoD

Minimum Antiterrorism Standards for Buildings.

4) IBC 2006: International Building Code.

5) NFPA 101-2006: Life Safety Code.

6) FED-STD-795; Uniform Federal Accessibility Standards (UFAS).

7) Americans with Disabilities Accessibility Guide (ADAAG).

2. Seawall

a. Repair Recommendations

Repairs to the seawall will have to be conducted in a sequential operation involving small sections at a time due to the rise and fall of the tides and the continual inundation of the work area by the waters of Long Island Sound. These operations will generally follow the following steps:

1) All mortar joints will have to be inspected and those that still appear to be intact but are deteriorated, which will be the majority of those still containing mortar, will have to be raked back to sound mortar material.

2) All stones should have their exposed surfaces cleaned of accumulated dirt, grime, and sea scum, including the surfaces of all open joints.

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3) Stones that are loose will have to be removed from the wall, have proper grout setting beds…