Gabreski_Airport_Geotechnical_Report_Final_2013-08-07.pdf

Geotechnical Report

NYANG – Gabreski Airport Fire Station Additions & Upgrade Westhampton Beach, New York

Submitted to:

Burns & McDonnell 9400 Ward Parkway Kansas City, Missouri 64114

Submitted by:

GEI Consultants, Inc., P.C.

110 Walt Whitman Road, Suite 204 Huntington Station, NY 11746 631.760.9300

Project No. 1325080

August 7, 2013

Peter M. Heynen, PE Avi Englard, EIT Senior Practice Leader Project Engineer

Geotechnical Environmental and

Water Resources Engineering

G E O T E C H N I C A L R E P O R T N Y A N G – G A B R E S K I A I R P O R T F I R E S T A T I O N A D D I T I O N S & U P G R A D E W E S T H A M P T O N B E A C H , N E W Y O R K A U G U S T 7 , 2 0 1 3 i

Table of Contents

1. Project Overview 1

1.1 Executive Summary 1

1.2 GEI Team 1

1.3 Scope of Services 1

1.4 Authorization 2

1.5 Project Vertical Datum 2

2. Project and Site Description 3

2.1 Site Description 3

2.2 Project Description 3

3. Subsurface Explorations and Conditions 4

3.1 Geologic Setting 4

3.2 Subsurface Explorations 4

3.3 Geotechnical Laboratory Testing 4

3.4 Subsurface Conditions 5

3.5 Groundwater Conditions 5

4. Recommendations 6

4.1 Foundation Design 6

4.2 Floor Slab Design 6

4.3 Seismic Design 7

4.4 Settlement 7

4.5 Lateral Earth Pressures 7

4.6 Pavement Design Criteria 8

5. Construction Considerations 9

5.1 Subgrade Preparation 9

5.2 Excavation and Dewatering 9

5.3 Freezing Conditions 10

5.4 Reuse of Onsite Soil 10

5.5 Backfilling and Compaction 10

5.6 Site Disturbance 11

5.7 Corrosion Potential 11

6. Future Services and Limitations 12

6.1 Future Engineering Services 12

6.2 Limitations 12

F I R E S T A T I O N A D D I T I O N S & U P G R A D E ii

Tables

Table 1: Requirements for Structural Fill Table 2: Requirements for Ordinary Fill Table 3: SPT N-Values vs. Depth – Field Table 4: SPT N-Values vs. Depth – Design

Figures

Figure 1: Site Location Plan Figure 2: GEI Exploration Location Plan Figure 3: At-Rest Lateral Earth Pressures Figure 4: Active Lateral Earth Pressures Figure 5: Passive Lateral Earth Pressures

Appendices

Appendix A: GEI Boring Logs Appendix B: GEI Laboratory Testing Results

H:\TECH\project\Burns & McDonnell\Gabreski Airport\Geotechnical Report\Gabreski Airport Geotech Report.docx

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

1. Project Overview

1.1 Executive Summary

GEI Consultants, Inc., P.C. (GEI) has been retained by Burns & McDonnell to provide geotechnical services for the design of the proposed additions to the Fire Station at the NYANG Gabreski Airport in Westhampton Beach, New York. This report presents the results of our subsurface explorations, and our recommendations for foundation design and construction.

As discussed in more detail below, we recommend founding the proposed building addition on conventional spread footings constructed on the existing native sand and gravel stratum. The recommended allowable bearing pressure for the Site to limit settlement to less than one inch is

1.5 tons per square foot (tsf). The floor slab can be designed as a slab-on-grade bearing on the sand and gravel stratum.

1.2 GEI Team

The following GEI personnel performed services for this report:

Peter M. Heynen, P.E. Senior Geotechnical Practice Leader Joseph G. Engels, P.E. In-house Consultant Avi Englard, E.I.T. Geotechnical Engineer

1.3 Scope of Services

GEI completed the following scope of work for this report. These services were performed to investigate the soil conditions below the proposed firehouse expansion.

Engaged a test boring contractor to drill test borings;

Evaluated soil samples recovered from the test borings and prepared test boring logs;

Engaged a geotechnical testing laboratory to perform laboratory analyses on soil samples from the test borings;

Evaluated the data obtained and prepared this Geotechnical Report.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

1.4 Authorization

Our work was performed in accordance with purchase order number 72007.1 dated May 10, 2013 from Burns and McDonnell.

1.5 Project Vertical Datum

Elevations in this report are in feet and are referenced to the North American Vertical Datum of

1988 (NAVD88).

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

2. Project and Site Description

2.1 Site Description

The Site, shown in Figure 1, is an existing active fire station facility at the New York Air National Guard Base at Gabreski Airport. The Fire Station provides emergency/fire/rescue operations for the general airfield at Gabreski Airport, the Suffolk County Civilian airport, and the surrounding communities. We understand that the existing building is supported by conventional shallow spread footings. Numerous underground utilities run adjacent to the building in the location of the proposed addition, including electric, communications, stormwater, and water.

2.2 Project Description

We understand that the existing facility is inadequately sized, inefficiently configured to support operations of the 4 PAA HC-130 and 5 HH-60 aircrafts, and needs additions and upgrades to the Fire Station. The new facility will add the deficient square footage to the existing Fire Station and consolidate functions to aid proper manning, storage, and use of the rescue vehicles and equipment. The addition to the Fire Station will be approximately 6,000 square feet (SF). We understand that the utilities in the footprint of the additions will be relocated.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

3. Subsurface Explorations and Conditions

3.1 Geologic Setting

The surficial geologic map1 describes the subsurface conditions within the project area as consisting of outwash sand and gravel, described as coarse to fine gravel with sand, proglacial fluvial deposition, well rounded and stratified with a variable thickness (2-20 meters).

3.2 Subsurface Explorations

On June 12, 2013, Tri-State Drilling Technologies, Inc. (Tri-State) of Garden City, New York, under subcontract to GEI, drilled three borings (B1 through B3) to investigate the soil conditions within the footprint of the proposed building additions. These explorations were observed by a GEI geotechnical engineer. The borings penetrated up to 31 feet below ground surface and were terminated in native sand and gravel deposits. Test boring logs are presented in Appendix A and the exploration locations are shown in Figure 2.

Borings were advanced using hollow stem augers. Standard Penetration Tests (SPTs) were performed and split-spoon soil samples were recovered generally at 5 foot intervals, with approximate continuous samples obtained in the upper 10 feet of each boring. A Geoprobe DH103 automatic hammer was used to drive the sampler and perform the SPTs. The SPT consists of dropping a hammer (140 lbs.) onto the drill rods from a height of 30 inches, driving the sampler a distance of two feet. Split-barrel samples were obtained during SPT tests to characterize soils and obtain a sample for laboratory testing. The driving record (blows/6-inches) was recorded, and the N-Value was taken as the blows over 6 to 18 inch length of the sample. N-Values recorded during the SPTs are provided in Table 3.

Depth to groundwater was measured in B2 during drilling; groundwater was not encountered in the other boreholes. The boreholes were backfilled with recoverable drill spoils. Borings B1 and B2 were finished at the surface with asphalt cold patch.

3.3 Geotechnical Laboratory Testing

TerraSense, LLC of Totowa, New Jersey, under subcontract to GEI, performed three sieve analyses in accordance with ASTM D422 on soil samples obtained from the test borings to confirm field classifications. Results of the laboratory tests are provided in Appendix B.

1 University of the State of New York, the State Education Department. Surficial Geologic Map of New York, Lower Hudson Sheet. Compiled and Edited by Donald H. Cadwell 1989.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

3.4 Subsurface Conditions

Two generalized soil layers were encountered in the borings:

Surface Bituminous Concrete/ Topsoil

Sand and gravel

Soil types encountered in the explorations are described below, in order of increasing depth. The subsurface conditions are known only at the boring locations and may differ between explorations.

Surface Bituminous Concrete/ Topsoil – Borings B1 and B3 were drilled in an existing parking area, with measured bituminous concrete thickness of approximately five inches. Boring B3 was drilled in a grass-covered area with a measured topsoil thickness of approximately three inches.

Sand and gravel – This stratum is present below the top course throughout the site and extends to a depth of at least 27 or 32 feet, where the borings were terminated. The soil is generally described as well graded to narrowly graded sand (SW to SP) with up to 25% fine to medium gravel and minimal fines. At a depth of 2 to 7 feet in boring B3, the sand is described as silty sand (SM), with approximately 13% silty fines content. Field SPT N-values ranged from 5 to 30 blows per foot (bpf) with an average of 13 bpf, indicating loose to medium dense soil.

3.5 Groundwater Conditions

Groundwater was only encountered in boring B2 and was measured during drilling at approximately 29 feet below grade (El. 13) on June 12, 2013 at approximately 1100. This generally corresponds with published data for the area2.

Groundwater levels will fluctuate with river level, season, precipitation, temperature, construction activity in the area, and other factors. Groundwater level measurements represent conditions at the times and locations when the measurements were made. Different groundwater conditions will occur at other times and locations.

2 United States Department of the Interior, US Geological Survey. Water-Table and Potentiometric-Surface Altitudes in the Upper Glacial, Magothy, and Lloyd Aquifers beneath Long Island, New York, March-April 2006.

By Jack Monti, Jr. and Ronald Busciolano, 2009.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

4. Recommendations

4.1 Foundation Design

SPT N-values that were recorded in the field were increased by 40% for the purposes of analysis because an automatic hammer was used to perform the SPTs. The corrected “design” N-Values are provided in Table 4.

We recommend that the new building addition be supported on spread footing foundations bearing on the compacted native sand and gravel stratum. Exterior footings and interior footings in unheated areas bearing on natural sand or prepared soil fill should bear at least 3½ feet below the finished grade for frost protection. Interior footings in heated areas bearing on natural sand or prepared soil fill should bear at least 18 inches below the bottom of the floor slab. The tops of all footings should be at least 6 inches below the bottom of the overlying floor slab. The elevation of abutting footings should match those of the existing building.

The maximum allowable bearing pressure to limit settlement to less than one inch should be 1.5 tons per square foot (tsf). This assumes the footings are at least three feet wide. If the footings are less than three feet, reduce the bearing pressure proportionally with the footing width. For example, if the footing is two feet wide, the reduced bearing pressure will be 2/3 x 1.5 = 1 tsf.

All footings should be at least two feet wide.

Lateral capacity of footings includes a soil lateral pressure and coefficient of friction as described in NYS State Building Code Table 1804.2. An allowable coefficient of friction of

0.45 at the base of the foundations may be used in the calculation of sliding resistance, assuming concrete cast directly against undisturbed native sands or approved Structural Fill.

4.2 Floor Slab Design

The floor of the new building addition may be designed as a slab-on-grade. The slab may be founded on the native sand and gravel stratum after subgrade preparation in accordance with Section 5.1. We recommend a minimum 8-inch-thick slab for the garage area. Appropriate temperature steel should be installed in the slab.

We recommend that control joints be incorporated between the slab-on-grade and the columns and perimeter walls of the proposed building. We recommend that a vapor retarder be installed beneath the floor slab in accordance with the dammproofing requirements of NYS Building Code Section 1807.2.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

4.3 Seismic Design

Based on the measured N-values, the site is classified as a Stiff Soil Profile, Site Class D, for seismic design purposes. For Site Class D and Structural Occupancy Category IV, the Seismic Design Category is C per Table 1613.5.6 of the 2010 NYS Building Code.

Based on the site geology and topography, the proposed building is not susceptible to damage from slope instability, lateral spreading, or surface rupture due to faulting.

We evaluated the potential for liquefaction based on the results of the subsurface investigation.

The soils in the top 29 feet are not susceptible to liquefaction because they are above the groundwater table. Below 29 feet, we do not have subsurface information. But we expect that the potential for building damage due to liquefaction is limited because the top 30 feet of dry soil provides a stable pad for mitigating the possible effects of liquefaction in the deeper soil.

4.4 Settlement

We estimate that total settlement will be less than 1 inch, and differential settlement will be less than ½ inch. All of the settlement is expected to occur during construction. The construction of the building addition may cause settlement of the existing building. Existing footings should be protected during excavation for new foundations. Soil cover should be maintained for the existing footings at all times.

4.5 Lateral Earth Pressures

Foundation walls for the building that are restrained from movement by an upper level floor should be designed for at-rest earth pressures shown in Figure 3. Unrestrained retaining walls may be designed for active earth pressures shown in Figure 4. Sliding of concrete walls and grade beams may be resisted by passive earth pressure in front of the concrete wall or grade beam using the passive earth pressures shown in Figure 5. The vertical surcharge from routine traffic, construction traffic, and storage of materials and the sliding coefficient of friction is provided in these figures. Lateral earth pressures assume that the walls are drained and do not include water pressure.

Granular backfill and drains should be provided to prevent buildup of hydrostatic pressures.

Retaining walls and exterior walls should be backfilled with Structural Fill within a minimum of 3 feet from the back of the wall. A typical wall drain and backfill detail is shown in Figure 3.

Dampproofing should be applied to the soil side of building walls against which soil is placed in accordance with NYS Building Code Section 1807.2.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

4.6 Pavement Design Criteria

Pavement thicknesses should be designed in accordance with the New York State Building Code and the New York State Department of Transportation (New York DOT) Standard Specifications.

We recommend the following minimum pavement sections for parking areas:

Layer Material Parking

Areas

Bituminous Wearing Course

NYSDOT

Type 7 or 7F Top 1.5 inches

Bituminous Binder Course

NYSDOT

Type 3 Binder 2.0 inches

Base Course Structural Fill 9.0 inches

These recommendations are not based on traffic information and are only estimates based on local experience.

The bituminous concrete binder course should be placed and compacted with the specified thicknesses described above in accordance with the New York DOT Standard Specifications.

A tack coat should be applied to the binder surface and the vertical face at the perimeter of the patch in accordance with New York DOT Standard Specifications prior to placement of bituminous concrete surface course with the specified thickness described above.

The bituminous concrete surface course with the specified thicknesses described above should be placed and compacted in accordance with the New York DOT Standard Specifications.

Based on gradation of the subgrade soils, the estimated California Bearing Ratio (CBR) is approximately 25, and the modulus of subgrade reaction (k) is approximately 290 psi/in based on Portland Cement Association (PCA, 1966) as presented in Huang (2004)3.

3 Huang, Y.H., Pavement Analysis and Design. 2nd Edition. Prentice Hall, 2004.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

5. Construction Considerations

5.1 Subgrade Preparation

Foundations for the building extension may bear directly on the sand and gravel stratum.

Topsoil, bituminous concrete, and any base or subbase soils beneath the bituminous concrete should be removed within all structure footprints. Any loose or disturbed soil should be removed from the bottom of the excavation, and the subgrade should be compacted with a vibratory compactor.

Compact footing subgrades with at least four passes of a heavy vibratory roller to at least 95% of Modified Proctor (ASTM D-1557) maximum dry density just prior to placing the reinforcement for the footing. Subgrades that become unstable (i.e. soft, yielding, etc.) under the action of compaction should be removed and replaced with compacted structural fill, or alternatively geotextile fabric (Mirafi 140N or equivalent) and crushed stone.

Concrete for footings may be placed directly on the compacted soil subgrade. Bearing surfaces should be free of standing water, frost, and loose soil before placement of reinforcing steel and concrete. Areas of the subgrade disturbed by traffic or surface water should be re-compacted.

For the concrete slab-on-grade, the subgrade should be proof-rolled with a 10-ton vibratory roller. Any soft zones should be overexcavated and replaced with compacted Structural Fill.

For the new paved areas, the prepared subgrade should be proof-rolled using a loaded rubber tire six wheeler having a minimum gross load of 60,000 pounds. Areas that experience rutting under the proof-roll should be improved by discing and aerating the subgrade a minimum of 12 inches in depth from design subgrade elevation and to within plus or minus two percent of optimum moisture content determined in accordance with ASTM D-1557.

5.2 Excavation and Dewatering

All excavations should be made in accordance with OSHA standards. Excavations adjacent to the existing building should not extend below the bottom of the existing footings without prior underpinning of the existing building foundations, if required. We anticipate that open cut excavations in conformance with OSHA safety requirements will be feasible for the majority of excavations for this project. Trench boxes would be feasible to provide for worker safety in open excavations.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Excavation is expected to be in soil, and conventional excavation with a backhoes and excavators appears feasible. Boulders or cobbles were not encountered in the explorations.

Groundwater was encountered at depths greater than the anticipated excavation depth during the explorations, and thus groundwater is not anticipated to be encountered during foundation excavations. However, site runoff may infiltrate the excavations. The soils at the foundation level are likely free draining, but if necessary, removal of runoff may be accomplished with filtered sumps and pumps. The site should be graded to direct runoff away from excavations.

Discharge of excavation dewatering fluids should comply with all applicable regulations.

5.3 Freezing Conditions

If construction is performed during freezing weather, special precautions will be required to prevent the subgrade from freezing. Freezing of the soil beneath foundations during construction may result in settlement when the soil thaws.

All subgrades should be free of frost before placement of concrete. Soils that have frozen should be removed and replaced with geotextile fabric and crushed stone or compacted Structural Fill. The footing and the soil adjacent to the footing should be protected from freezing until they are backfilled. Soil placed as fill should be free of frost, as should be the ground on which it is placed.

5.4 Reuse of Onsite Soil

The existing native sand and gravel stratum can potentially be reused as ordinary or structural fill, subject to the following conditions:

1) Sieve analyses are performed per ASTM D422 to ensure the gradation matches that in Table 1 or Table 2.

2) The soil is screened to remove any potential deleterious materials such as brick, concrete, wood, organics, etc.

3) The soil is placed and compacted in accordance with Section 5.6.

5.5 Backfilling and Compaction

Any fill placed within the building addition limits (including below footings or slabs-on-grade) should meet the gradation and compaction requirements for Structural Fill (Table 1). All other fill placed onsite, such as backfill above underground utilities, should meet the gradation and compaction requirements for Ordinary Fill (Table 2).

For spread footing backfill, a minimum of two density tests should be performed on each lift placed. For slab backfill, a minimum of one density test per lift should be performed for every

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

400 square feet of backfill placed. Compaction testing can be performed using the Sand Cone Method (ASTM D1556) or Nuclear Method (ASTM D6938).

For the subgrade preparation, fill placement, and in-place density testing, we recommend that a qualified Professional Engineer (geotechnical) in the State of New York with experience in subgrade preparation observe excavations, proofrolling, backfilling, and compaction activities.

5.6 Site Disturbance

The sand and gravel is not expected to be sensitive to disturbance from construction equipment.

However, project specifications should require the contractor to maintain stable site conditions at all times. Specific measures to stabilize equipment traffic areas could include compacted aggregate placed over a geotextile fabric (Mirafi 140N or equivalent), temporary drainage, or other appropriate measures.

5.7 Corrosion Potential

Conventional concrete, such as Type I/II, can be used for foundations and slabs. No corrosive potential is anticipated.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

6. Future Services and Limitations

6.1 Future Engineering Services

We recommend that GEI be engaged during final design to:

Review final design drawings and prepare an earthwork specification;

Provide consultation to the design team on geotechnical issues on an as needed basis.

We recommend that GEI be engaged during construction to:

Review contractor submittals related to geotechnical issues;

Provide construction monitoring to check that soil conditions exposed in excavations are in general conformance with our design assumptions;

Observe (and perform special inspections if necessary) for subgrade preparation, excavation, fill placement, and in-place density testing, as required.

The above items were not part of our current scope of services.

6.2 Limitations

This report was prepared for the exclusive use of Burns & McDonnell and its design team. Our recommendations are based on the project information provided to us at the time of this report and may require modification if there are any changes in the nature, design, or location of the proposed structure. We do not accept responsibility for designs based on our recommendations unless we are engaged to review the final plans and specifications to determine whether any changes in the project affect the validity of our recommendations and whether our recommendations have been properly implemented in the design.

The recommendations in this report are based in part on the data obtained from the subsurface explorations. The nature and extent of variations between explorations may not become evident until construction. If variations from the anticipated conditions are encountered, it may be necessary to revise the recommendations in this report. We, therefore, recommend that GEI be engaged to make site visits during construction to: a) check that the subsurface conditions exposed during construction are in general conformance with our design assumptions, and b) ascertain that, in general, the work is being performed in compliance with the contract documents.

Our professional services for this project have been performed in accordance with generally accepted engineering practices; no warranty, express or implied, is made.

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Tables

1 Requirements for Structural Fill 2 Requirements for Ordinary Fill 3 SPT N-Values vs. Depth – Field 4 SPT N-Values vs. Depth – Design

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Table 1: Requirements for Structural Fill

Structural Fill shall consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) shall be non-plastic. Structural Fill shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

3 inches 100

½ inch 50 – 100

No. 4 35 – 85

No. 16 20 – 65

No. 50 5 – 40

No. 200 (fines) 0 – 8

Structural Fill shall be compacted in maximum 12-inch-thick, loose lifts to at least 95 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction).

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Table 2- Requirements for Ordinary Fill

Ordinary Fill shall consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, and other deleterious materials. Soil finer than the No. 200 sieve (the “fines”) shall be nonplastic. Ordinary Fill shall meet the following gradation requirements:

Sieve Size Percent Passing by Weight

6 inches 100

3 inches 80 – 100

No. 4 20 – 100

No. 200 (fines) 0 - 15

Ordinary Fill shall be compacted in maximum 12-inch-thick, loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557 (Modified AASHTO Compaction).

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Table 3: SPT N-Values vs. Depth – Field

Depth (feet)

SPT N-Value B1 B2 B3

1 - - 13 2 10 17 - 3 - - 12 4 7 30 - 6 8 18 17 8 17 - 15 11 5 15 11 16 9 6 14 21 15 6 14 26 15 12 14 31 - 9 -

Notes:

1) N-Values are uncorrected for hammer type

2) N-Values are uncorrected for overburden

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Table 4: SPT N-Values vs. Depth – Design

Depth (feet)

SPT N-Value B1 B2 B3

1 - - 18 2 14 24 - 3 - - 17 4 10 42 - 6 11 25 24 8 24 - 21 11 7 21 15 16 13 8 20 21 21 8 20 26 21 17 20 31 - 13 -

Notes:

1) N-Values are corrected for hammer type

2) N-Values are uncorrected for overburden

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Figures

1 Site Location Plan 2 GEI Exploration Location Plan 3 At-Rest Lateral Earth Pressures 4 Active Lateral Earth Pressures 5 Passive Lateral Earth Pressures

Copyright:© 2013 National Geographic Society, i-cubed

J:\Projects\Burns and McDonnell\NYANG-Gabresk i Airport\Site Location.m xd

0 2,000 4,0001,000

SCALE, FEET

SITE LOCATION MAP

NYANG – GABRESKI AIRPORT FIRE STATION

ADDITIONS AND U PGRADE

WESTHAMPTON BEACH, NEW YORK

BU RNS AND MCDONNELL

KANSAS CITY, MISSOU RI June 2013 Figure 1Project 1325080

C o n s u l t a n t sC o n s u l t a n t s

SOU RCE:

U SGS TOPOGRAPHIC MAP, ACCESSED VIA

WWW.ARCGISONLINE.COM

SITE LOCATION

Figure 2June 2013

BORING LOCATION PLAN

NYANG - Gabreski Airport Fire Station

Additions & Upgrade

Westhampton Beach, New York

Burns & McDonnell

Kansas City, Missouri

Project 1325080

H:\TECH\project\Burns & McDonnell\Gabreski Airport\Geotechnical Report\Figures\Boring Location Plan

1. BASEMAP TAKEN FROM TOPOGRAPHIC MAP OF 106TH

RESCUE WING AIR NATIONAL GUARD FIRE STATION

PREPARED FOR BURNS & MCDONNELL LOCATED AT

WESTHAMPTON TOWN ON SOUTHHAMPTON SUFFOLKD

COUNTY, NEW YORK, DATED DECEMBER 10, 2012 BY

DANIEL P JEDLICKA PLS.

2. BORING LOCATIONS TAPED FROM EXISTING SITE

FEATURES.

NOTES:

BORING LOCATION

LEGEND:

B1

0 30 60

SCALE, FEET

10.8H, PSF

SEISMIC

PRESSURE

Q/2

ORDINARY

FILL

AT-REST

EARTH

PRESSURE

H

SURCHARGE

PRESSURE

(BEHIND WALL)

3' (MIN.)

STRUCTURAL

FILL

60H, PSF

12" MIN.

12" MIN.

CRUSHED STONE

PVC OR HDPE

PERFORATED

DRAINAGE PIPE (TYP.)

FLOOR SLAB

COMPACTED

STRUCTURAL FILL OR

CRUSHED STONE OVER

GEOTEXTILE FABRIC

6" MIN.

GEOTEXTILE FABRIC

Q = VERTICAL SURCHARGE (NOTE 3)

Figure 3June 2013

AT-REST

LATERAL EARTH PRESSURES

AND DRAINAGE DETAIL FOR

RESTRAINED WALLS

Project 1325080

H:\TECH\project\Burns & McDonnell\Gabreski Airport\Geotechnical Report\Figures\ Gabreski LATERAL PRESSURE and DETAILS.dwg \Jul 12, 2013

NYANG - Gabreski Airport Fire Station

Additions & Upgrade

Westhampton Beach, New York

Kansas City, Missouri

10.8H, PSF

SEISMIC

PRESSURE

Q/3

ORDINARY

FILL

35H, PSF

ACTIVE

EARTH

PRESSURE

H

SURCHARGE

PRESSURE

(BEHIND WALL)

3' (MIN.)

STRUCTURAL

FILL

12" MIN.

12" MIN.

CRUSHED STONE

PVC OR HDPE

PERFORATED

DRAINAGE PIPE (TYP.)

FLOOR SLAB

WALL FOUNDATION

COMPACTED

STRUCTURAL FILL

OR CRUSHED

STONE OVER

GEOTEXTILE FABRIC

Q = VERTICAL SURCHARGE (NOTE 3)

6" MIN.

GEOTEXTILE FABRIC

Figure 4June 2013

ACTIVE LATERAL EARTH

PRESSURES AND DRAINAGE

DETAIL FOR UNRESTRAINED

WALLS

H:\TECH\project\Burns & McDonnell\Gabreski Airport\Geotechnical Report\Figures\ Gabreski LATERAL PRESSURE and DETAILS.dwg \Jul 12, 2013

Project 1325080

NYANG - Gabreski Airport Fire Station

Additions & Upgrade

Westhampton Beach, New York

Hp

H

FINISH GRADE

GRADE BEAM OR

WALL FOOTING

Figure 5June 2013

PASSIVE LATERAL EARTH

PRESSURES FOR GRADE BEAM

OR WALL FOOTING

H:\TECH\project\Burns & McDonnell\Gabreski Airport\Geotechnical Report\Figures\ Gabreski LATERAL PRESSURE and DETAILS.dwg \Jul 12, 2013

Project 1325080

NYANG - Gabreski Airport Fire Station

Additions & Upgrade

Westhampton Beach, New York

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Appendix A

GEI Boring Logs

7-6-4-4

3-4-3-3

2-4-4-8

6-7-10-

4-2-3-5

6-4-5-8

S1

S2

S3

S4

S5

S6

24/15

24/14

24/17

24/16

24/17

24/13 to to to to to to

(0'-0.4'): ASPHALT.

S1 (1'-3'): NARROWLY GRADED SAND (SP); ~95% sand, fine to medium, tan, ~5% gravel, fine, damp.

S2 (3'-5'): WIDELY GRADED SAND (SW); ~90% sand, fine to coarse, tan to light brown, ~10% gravel, fine to medium, max. size 0.5".

S3 (5'-7'): NARROWLY GRADED SAND (SP); ~95% sand, fine to medium, tan to light brown, ~5% gravel, fine.

S4 (7'-9'): NARROWLY GRADED SAND (SP); ~90% sand, fine to medium, tan to light brown, ~10% gravel, fine to medium, max. size 0.5", damp.

S5 (10'-12'): NARROWLY GRADED SAND (SP); ~100% sand, fine to medium, tan. In the last 2" of sample, there is a lense of black sand which stained the inspector's hands.

S6 (15'-17'): NARROWLY GRADED SAND WITH GRAVEL (SP);

~75% sand, fine to medium, tan, ~25% gravel, fine, max. size 1.0".

EQUIPMENT: Geoprobe 7822 DT

CASING ID/OD: N/A / N/A

DRILLER: P. Recchia

TOTAL DEPTH (FT): 27.0

bpf = Blows per Foot U = Undistrubed Tube Sample C = Rock Core V = Field Vane Shear SC = Sonic Core OVM = Organic Vapor Meter

RQD = Rock Quality Designation

AUGER ID/OD: 3.25 in / N/A

LOGGED BY: Avi Englard

BORING METHOD: Hollow Stem Auger

DP = Direct Push Sample S = Split Spoon mpf = Minute per Foot WOH = Weight of Hammer

WOR = Weight of Rods

NA, NM = Not Applicable, Not Measured Fv = Field Vane Shear Strength Sv = Pocket Torvane Shear Strength Qv = Pocket Penetrometer Strength

OD = Outside Diameter Pen. = Penetration Length Rec. = Recovery Length

DATE START / END: 6/12/2013 - 6/12/2013

HAMMER WEIGHT (lbs): 140HAMMER TYPE: Automatic Hammer

CONTRACTOR: Tri-State Drilling Technologies

GENERAL NOTES: Ground surface elevation estimated from survey contours

ABBREVIATIONS: ID = Inside Diameter

HAMMER DROP (inch): 30

WATER LEVEL DEPTHS (ft): Groundwater Not Encountered.

Drilling Information

CORE INFO: N/A

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 1 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B1

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 41.7

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1 1/

8-7-8-8

10-8-7-

S7

S8

24/10

24/14 to to

S7 (20'-22'): NARROWLY GRADED SAND WITH GRAVEL (SP);

Similar to S6.

S8 (25'-27'): NARROWLY GRADED SAND WITH GRAVEL (SP);

~85% sand, fine to medium, light tan, ~15% gravel, fine.

End of Boring at 27 feet.

Backfilled with cuttings, patched at ground surface with blacktop.

upon completion.

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 2 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B1

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 41.7

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1

8-8-9-

12-14- 16-13

3-8-10-

9-8-7-8

4-3-3-6

S1

S2

S3

S4

S5

24/13

24/16

24/17

24/12

24/11 to to to to to

(0'-0.4'): ASPHALT.

S1 (1'-3'): WIDELY GRADED SAND (SW); ~100% sand, fine to coarse, tan, damp.

S2 (3'-5'): WIDELY GRADED SAND WITH GRAVEL (SW); ~85%

sand, fine to coarse, tan, ~15% gravel, fine, moist.

S3 (5'-7'): NARROWLY GRADED SAND (SP); ~90% sand, fine to medium, tan, ~10% gravel, fine to medium, max. size 0.5", damp.

S4 (10'-12'): NARROWLY GRADED SAND (SP); ~95% sand, fine to medium, ~5% gravel, fine, light gray. Lense of black, fine sand ~2.0" thick.

S5 (15'-17'): WIDELY GRADED SAND (SW); ~95% sand, fine to coarse, light tan, ~5% gravel, fine.

Rods stuck on auger.

EQUIPMENT: Geoprobe 7822 DT

CASING ID/OD: N/A / N/A

DRILLER: P. Recchia

TOTAL DEPTH (FT): 32.0

bpf = Blows per Foot U = Undistrubed Tube Sample C = Rock Core V = Field Vane Shear SC = Sonic Core OVM = Organic Vapor Meter

RQD = Rock Quality Designation

AUGER ID/OD: 3.25 in / N/A

LOGGED BY: Avi Englard

BORING METHOD: Hollow Stem Auger

DP = Direct Push Sample S = Split Spoon mpf = Minute per Foot WOH = Weight of Hammer

WOR = Weight of Rods

NA, NM = Not Applicable, Not Measured Fv = Field Vane Shear Strength Sv = Pocket Torvane Shear Strength Qv = Pocket Penetrometer Strength

OD = Outside Diameter Pen. = Penetration Length Rec. = Recovery Length

DATE START / END: 6/12/2013 - 6/12/2013

HAMMER WEIGHT (lbs): 140HAMMER TYPE: Automatic Hammer

CONTRACTOR: Tri-State Drilling Technologies

GENERAL NOTES: Ground surface elevation estimated from survey contours

ABBREVIATIONS: ID = Inside Diameter

HAMMER DROP (inch): 30

WATER LEVEL DEPTHS (ft): 29.00 6/12/2013 11:00 am

Drilling Information

CORE INFO: N/A

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 1 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B2

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 42.0

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1

6-3-3-5

5-5-7-

4-4-5-8

S6

S7

S8

24/12

24/14

24/8 to to to

S6 (20'-22'): WIDELY GRADED SAND WITH GRAVEL (SW); ~85%

sand, fine to coarse, tan, ~15% gravel, fine.

S7 (25'-27'): NARROWLY GRADED SAND (SP); ~100% sand, fine to medium, tan.

S8 (30'-32'): WIDELY GRADED SAND (SW); ~95% sand, fine to coarse, tan, ~5% gravel, fine, wet. Sheen and odor.

End of Boring at 32 feet.

Backfilled with cuttings, patched at ground surface with blacktop.

upon completion.

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 2 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B2

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 42.0

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1

3-6-7-6

7-6-6-4

6-8-9-8

7-7-8-7

4-5-6-7

4-7-7-

S1

S2

S3

S4

S5

S6

24/5

24/18

24/16

24/16

24/12

24/13 to to to to to to

S1A (0'-0.25'): TOPSOIL.

S1B (0.25'-2'): SILTY SAND (SP); ~85% sand, fine to medium, ~15% silty fines, brown. 1.75" gravel stuck in shoe.

S2 (2'-4'): SILTY SAND (SM); ~85% sand, fine to medium, ~5% silty fines, brown.

S3 (5'-7'): NARROWLY GRADED SAND (SP); ~85% sand, fine to medium, ~15% silty fines, tan and gray.

S4 (7'-9'): NARROWLY GRADED SAND (SP); ~100% sand, fine to medium, orange to brown, damp.

S5 (10'-12'): NARROWLY GRADED SAND WITH GRAVEL (SP);

~80% sand, fine to medium, light tan, ~20% gravel, fine to medium, max. size 1.0".

S6 (15'-17'): NARROWLY GRADED SAND (SP); ~95% sand, fine to medium, light tan, ~5% gravel, fine.

EQUIPMENT: Geoprobe 7822 DT

CASING ID/OD: N/A / N/A

DRILLER: P. Recchia

TOTAL DEPTH (FT): 27.0

bpf = Blows per Foot U = Undistrubed Tube Sample C = Rock Core V = Field Vane Shear SC = Sonic Core OVM = Organic Vapor Meter

RQD = Rock Quality Designation

AUGER ID/OD: 3.25 in / N/A

LOGGED BY: Avi Englard

BORING METHOD: Hollow Stem Auger

DP = Direct Push Sample S = Split Spoon mpf = Minute per Foot WOH = Weight of Hammer

WOR = Weight of Rods

NA, NM = Not Applicable, Not Measured Fv = Field Vane Shear Strength Sv = Pocket Torvane Shear Strength Qv = Pocket Penetrometer Strength

OD = Outside Diameter Pen. = Penetration Length Rec. = Recovery Length

DATE START / END: 6/12/2013 - 6/12/2013

HAMMER WEIGHT (lbs): 140HAMMER TYPE: Automatic Hammer

CONTRACTOR: Tri-State Drilling Technologies

GENERAL NOTES: Ground surface elevation estimated from survey contours

ABBREVIATIONS: ID = Inside Diameter

HAMMER DROP (inch): 30

WATER LEVEL DEPTHS (ft): Groundwater Not Encountered.

Drilling Information

CORE INFO: N/A

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 1 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B3

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 42.1

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1

4-5-9-

6-7-7-7

S7

S8

24/13

24/17 to to

S7 (20'-22'): WIDELY GRADED SAND (SW); ~90% sand, fine to coarse, light tan, ~10% gravel, fine to medium, max. size 1.25".

S8 (25'-27'): WIDELY GRADED SAND (SW); Similar to S7.

End of Boring at 27 feet.

Backfilled with cuttings, patched at ground surface with blacktop.

upon completion.

PROJECT NAME: Gabreski Airport Geotech Services CITY/STATE: Westhampton Beach, New York

GEI PROJECT NUMBER: 1325080

Stratification lines represent approximate boundary between soil types, transitions may be gradual. Water level readings have been made at times and under conditions stated.

Fluctuations of groundwater may occur due to other factors than those present at the time measurements were made.

CLIENT: Burns & McDonnell

Depth (ft)

Blows Count or

RQD

T yp e

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)

G R

A P

H

IC

L O

G

Depth (ft)

SAMPLE INFORMATION

Sample

Description & Classification

Remarks

GEI Consultants, Inc, PC 110 Walt Whitman Road Huntington Station, NY

(631) 760-9300

Boring Location

HORIZONTAL DATUM:

VERTICAL DATUM: NAVD 88

LOCATION: See Sketch. PAGE 2 of 2

STATION CENTERLINE: NA

STATION: NA OFFSET: NANORTHING: EASTING:

B3

BORING

ESTIMATED GROUND SURFACE ELEV. (FT): 42.1

G E

O T

E C

H N

IC

A

L B

O R

IN

G

L O

G

R

E V

IS

E

D G

A B

R E

S K

I A

IR

P O

R T

B O

R

IN

G L

O G

S .G

P J

G E

I D A

T A

T E

M P

LA

T

E -C

U R

R E

N T

.G D

T

/1

F I R E S T A T I O N A D D I T I O N S & U P G R A D E

Appendix B

Laboratory Test Data

GEI Consultants, Inc. #1325080 Gabreski Airport Geotechnical Services

LABORATORY TESTING DATA SUMMARY

BORING SAMPLE DEPTH IDENTIFICATION TESTS REMARKS

WATER USCS SIEVE

NO. NO. CONTENT SYMB. MINUS

(1) NO. 200

(ft) (%) (%)

B-1 S-4 7-9 4.1 SP 4.1

B-2 S-3 5-7 3.3 SP 3.2

B-3 S-2 & S-3 2-4 & 5-7 8.6 SM 13.3

Note: (1) USCS symbol based on visual observation and Sieve reported.

Prepared by: TK Reviewed by: CMJ Date: 6/27/2013

TerraSense, LLC 45H Commerce Way Totowa, NJ 07512

Project No.: 7960-13006 File: Indx1.xls

COBBLES GRAVEL SAND SILT OR CLAY Symbol COARSE FINE COARSE MEDIUM FINE Boring B-1 B-2 B-3

U.S. Standard Sieve Size Sample S-4 S-3 S-2 & S-3

Depth 7-9 5-7 2-4 & 5-7

% +3" 0.0 0.0 0.0

% Gravel 4.0 6.7 1.4

% SAND 91.9 90.1 85.3

%C SAND 6.7 4.5 1.9

%M SAND 47.5 45.6 44.0

%F SAND 37.8 40.0 39.4

% FINES 4.1 3.2 13.3

% -2

D100 (mm) 19.00 19.00 9.50

D60 (mm) 0.66 0.65 0.51

D30 (mm) 0.35 0.35 0.29

D10 (mm) 0.19 0.21

Cc 1.0 0.9

Cu 3.5 3.1

Particle Size PERCENT FINER

(Sieve #) 4"

3"

1 1/2"

3/4" 100.0 100.0

3/8" 98.3 96.5 100.0

4 96.0 93.3 98.6

10 89.3 88.8 96.8

20 74.4 75.3 87.4

40 41.9 43.2 52.8

60 14.7 13.2 24.2

SYMBOL w (%) LL PL PI USCS DESCRIPTION AND REMARKS Date Tested 100 7.1 5.4 16.0

4.1 6/24/2013 200 4.1 3.2 13.3

3.3 6/24/2013

7960-13006 1325080

8.6 6/24/2013 PARTICLE SIZE DISTRIBUTION

SP

SP

SM

TerraSense, LLC GEI Consultants, Inc.

Gabreski Airport Geotechnical Services

Brown, Poorly graded sand

Brown, Poorly graded sand

Brown, Silty sand

0.0010.010.1110100

P E

R C

E N

T P

A S

S

IN

G B

Y W

E

IG

H T

PARTICLE SIZE -mm

#4 #6

#4

#2

#1

3/ 8"

3/ 4"

3" 1 1/

2"

4"

#1

#2

Analysis File: 3SV-MasterRev4b siev1a.xls 6/27/2013