Geotechnical Report_2010.07.29_Final Report.pdf

Geotechnical Engineering Report Buffalo Federal Detention Facility Improvements

Batavia, New York

July 28, 2010

Project No. N6105029

Prepared for:

HDR Architecture, Inc.

Chicago, Illinois

Prepared by:

Terracon Consultants, Inc.

Brooklyn Heights, Ohio

TABLE OF CONTENTS

Page

EXECUTIVE SUMMARY ............................................................................................................................... i

1.0 INTRODUCTION

2.0 PROJECT INFORMATION

2.1 Project Description

2.2 Site Location and Description

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

3.2 Groundwater

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

4.2 Earthwork

4.2.1 Site Preparation and Earthwork Construction

4.2.2 Subgrade Preparation

4.2.3 Engineered Fill Materials and Compaction Requirements

4.2.4 Utility Trench Backfill

4.2.5 Grading and Drainage

4.2.6 Construction Considerations

4.3 Foundations

4.3.1 Design Recommendations

4.3.2 Construction Considerations

4.4 Seismic Considerations

4.5 Floor Slabs

4.6 Pavements

4.6.1 Design Traffic Information

4.6.2 Pavement Subgrades

4.6.3 Pavement Thickness Design

4.6.4 Pavement Sub Drainage Systems

4.6.5 Pavement Maintenance

4.6.6 Rigid Pavement Design Considerations

5.0 GENERAL COMMENTS

APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Field Exploration Description

Exhibit A-2 Boring Location Diagram

Exhibit A-3 to A-19 Boring Logs

Exhibit A-20 General Notes

Exhibit A-21 Unified Soil Classification

APPENDIX B – LABORATORY TESTING

Exhibit B-1 Laboratory Testing Program

Exhibit B-2 to B-9 Particle Size Distribution Reports

Exhibit B-10 & B-11 Compaction Test Reports

Exhibit B-12 Bearing Ratio Test Report

APPENDIX C – GEOPHYSICAL TESTING

Exhibit C-1 Field Geophysical Testing Description

Exhibit C-2 ReMi Test Location Diagram

Exhibit C-3 & C-4 Shear Wave Velocity Profiles

APPENDIX D – SUPPORTING DOCUMENTS AND CALCULATIONS

Buffalo Federal Detention Facility Improvements ■ Batavia, NY July 28, 2010 ■ Terracon Project No. N6105029

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EXECUTIVE SUMMARY

A geotechnical engineering study has been completed for the Buffalo Federal Detention Facility

Improvement project located at 4250 Federal Drive in Batavia, New York. The geotechnical study included seventeen test borings, field shear wave velocity testing using the SeisOpt®ReMi™ method, laboratory evaluation and testing of select soil samples obtained from the borings, engineering analysis of the field and laboratory testing, and preparation of this report.

This report presents the results of our subsurface exploration and provides geotechnical recommendations for design of foundations for the proposed building additions, subgrade preparation for floor slabs and pavements, and earthwork. Based on the information obtained from our subsurface exploration, the following geotechnical considerations were identified:

At the test boring locations, the predominant natural soil formations that were encountered consisted of medium dense to very dense, sandy to gravelly silt, silty sand, and silty to clayey gravel. Bedrock was generally encountered at depths ranging between about 6.5 and 16 feet below the existing surface grades. The bedrock consisted of hard, dark gray dolomite with seams of light gray chert. During drilling, groundwater was generally encountered at depths ranging between about 6 and 10 feet below the existing surface grades.

The proposed building additions may be supported on spread footing foundations bearing on undisturbed, competent natural soils or engineered fill. The foundations may be designed based on a maximum net allowable soil bearing pressure of 4,000 psf.

The buildings may be designed using a Seismic Site Class B provided that the bottom of the footings will be located less than 10 feet above the top of bedrock. Otherwise, a Site Class

C is recommended.

Depending on the prevailing weather conditions at the time of construction and depth of foundations, groundwater seepage could be encountered within the foundation excavations.

It is anticipated that it should be possible to control and remove minor groundwater seepage into the excavations, where necessary, using sump pumps.

The soils conditions encountered appear suitable for floor slab and pavement support provided the subgrade surface is properly prepared and compacted.

Care should be exercised during the construction of new foundations to avoid any disturbance or undermining of soils supporting any adjacent existing structures (e.g., buildings, utilities, grade-supported slabs, etc.).

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT

BUFFALO FEDERAL DETENTION FACILITY IMPROVEMENT

BATAVIA, NEW YORK

Project No. N6105029

July 28, 2010

1.0 INTRODUCTION

A geotechnical engineering study has been completed for the Buffalo Federal Detention Facility

Improvements project located at the 4250 Federal Drive in Batavia, New York. Seventeen (17) test borings were performed within the proposed building and pavement areas to depths ranging between about 7 and 16 feet below the existing ground surface. Logs of the soil test borings along with a Boring Location Diagram are included in Appendix A of this report.

Soil samples obtained from the test borings were delivered to our Cleveland soil mechanics laboratory. In the laboratory, the soil samples were visually examined by a geotechnical engineer as part of the testing program. Moisture content, pocket penetrometer, particle size analysis, Modified Proctor and California Bearing Ratio testing was performed on selected samples to obtain pertinent information relative to the engineering properties of the soil. These test results are presented in Appendix B of this report.

In addition, as a part of the exploration program, field shear wave velocities to a depth of 100 feet were measured along two diagonal lines crossing through the site using the SeisOpt®Remi™ method. The shear wave velocity profiles measured along these two diagonal lines for the top 100 feet of the subsurface profile are presented in Appendix C of this report.

The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

Earthwork construction

Foundation design

Subgrade preparation

Pavement design

Seismic design

Buffalo Federal Detention Facility Improvements ■ Batavia, New York

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2.0 PROJECT INFORMATION

2.1 Project Description

ITEM DESCRIPTION

Overall project

The project will include a new segregated housing unit attached to the southwest end of the existing administration and support building at the facility. The project will also include a new independent, office/warehouse building with a footprint of approximately 22,100 square feet and a new Gatehouse building with a footprint of about 250 square feet.

New pavement will consist of access drives, warehouse loading/unloading areas, a utility yard and parking area for approximately 20 passenger vehicles. Asphalt pavement is currently anticipated except for possibly the warehouse loading dock area which may have concrete pavement.

Building construction

The new segregated housing unit will be a concrete, bearing wall structure. The new warehouse will be a pre-engineering steel frame building with a slab on grade. The office area attached to the warehouse will have masonry load bearing walls.

Finished floor elevation

Not provided at the time of this report; however, we expect the finish floor elevations will be close to average surface grades within the proposed building areas.

Maximum loads as provided by

HDR Architecture, Inc.

Segregated Housing Unit

Load bearing walls (klf): 3.2 D.L & 1.4 L.L.

Warehouse/Support Building

Max. interior column (kips): 104 combined D.L. & L.L.

Max. exterior column (kips): 51 combined D.L. & L.L.

Office Area

Load bearing walls (klf): 2.3 D.L. & 2.0 L.L.

Slabs: 150 psf (anticipated)

Maximum allowable settlement Columns: 1-inch (anticipated)

Walls: ¾ inch over 40 feet (anticipated)

Traffic information

Exact traffic patterns and anticipated loading conditions were not available for our pavement design; however, HDR Architecture did provide us the following traffic information:

The passenger car parking lot to be located north of the proposed warehouse will be used only by passenger vehicles and should be designed for light duty.

New drives at the main entrance and to the warehouse will be subjected to passenger car and truck traffic. For preliminary design purposes, the architect has indicated to assume heavy duty use with approximately 25 semi trucks per day.

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Grading

Based on a Preliminary Grading Plan prepared by HDR

Architecture, Inc. it is anticipated that maximum cut and fill depths within the proposed building and pavement areas will be on the order of 3 feet.

Existing structures

The new segregated housing unit will be adjacent to an existing building that is expected to be a slab-on-grade structure. The new housing unit will be an independent structure with a connecting doorway.

If the structural loads or proposed construction vary significantly from that described above, we should be notified immediately so that the applicability of the recommendations presented in this report can be re-evaluated and modified if necessary.

2.2 Site Location and Description

Location

The project is located at the existing Buffalo Federal Detention

Facility at the southwest corner of Commerce Drive and Federal

Drive in the City of Batavia, New York.

Existing facilities

Operating detention facility including administration and housing units.

Secured fence and perimeter road and passenger vehicle parking area.

Storm water detention basin located north of existing parking area.

Current ground cover Within the project area the ground cover currently varies from grass and pavement to crushed stone and woods.

Existing topography

Surface grades within the proposed segregated housing unit area are relatively level with surface grades varying between about 905 and 903 feet.

Within the proposed warehouse/support building area, the surface grades vary between about 915 and 903 feet with a gradual downward slope from the south to north.

3.0 SUBSURFACE CONDITIONS

3.1 Typical Profile

Based on the results of the test borings, subsurface conditions at these boring locations can be generalized as follows:

Most of the test borings were located in wooded areas and encountered approximately 8 to 18 inches of topsoil at the ground surface. Three test borings (B-15, B-16 and B-17)

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Earth fill was encountered at test boring location B-1, located at the proposed location of the new gatehouse. The fill extended to a depth of approximately 3 feet and consisted of sandy silt intermixed with topsoil.

Native soil formations were encountered beneath the fill at B-1, the aggregate base materials at B-15, B-16 and B-17 and the topsoil at the rest of the boring locations. The predominant soil formations consisted of medium dense to very dense, sandy to gravelly silt, silty sand and silty to clayey gravel. The upper approximate three feet of natural soil was loose at some of the test boring locations.

The majority of the test borings terminated at split-spoon or auger refusal in bedrock.

The bedrock consisted of dark gray dolomite with seams of light gray chert. Based on the auger resistance encountered, the rock appeared to be hard.

Boring Number Approximate Depth / Elevation of Bedrock

B-1 8.5 ft / 894.5

B-2 9.8 ft / 893.7

B-3 8.5 ft / 894.5

B-4 not encountered

B-5 10.0 ft / 893.5

B-6 11.0 ft / 892.0

B-7 9.4 ft / 897.1

B-8 11.0 ft / 895.0

B-9 not encountered

B-10 13.0 ft / 895.0

B-11 16.0 ft / 893.0

B-12 not encountered

B-13 not encountered

B-14 7.2 ft / 900.8

B-15 8.0 ft / 898.0

B-16 6.5 ft / 899.5

B-17 7.0 ft / 899.0

Conditions encountered at each boring location are indicated on the individual boring logs in

Appendix A of this report. The stratification lines shown on the boring logs represent the approximate boundaries between soil types. In-situ, transitions between materials may be gradual.

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3.2 Groundwater

The boreholes were observed while drilling and immediately after the completion of drilling for the presence and level of groundwater. The water levels observed in the boreholes are noted on the boring logs and summarized below:

Boring Number

Approximate Depth /

Elevation to groundwater while drilling

Approximate Depth / Elevation to groundwater immediately after drilling

B-1 7.0 ft / 896.0 6.7 ft / 889.3

B-2 6.0 ft / 897.5 3.0 ft / 900.5

B-3 8.0 ft / 895.0 7.5 ft / 895.5

B-4 9.5 ft / 893.5 6.3 ft / 896.7

B-5 8.0 ft / 895.5 6.0 ft / 897.5

B-6 6.0 ft / 897.0 5.3 ft / 897.7

B-7 8.5 ft / 898.0 8.0 ft / 898.5

B-8 8.5 ft / 897.5 10.5 ft / 895.5

B-9 10.0 ft / 897.0 10.0 ft / 897.0

B-10 not encountered not encountered

B-11 not encountered not encountered

B-12 not encountered not encountered

B-13 10.0 ft / 902.0 10.0 ft / 902.0

B-14 not encountered not encountered

B-15 not encountered not encountered

B-16 3.0 ft / 903.0 3.0 ft / 903.0

B-17 not encountered not encountered

As noted above, groundwater was not encountered in some of the test holes for the short duration that the borings were allowed to remain open. However, this does not necessarily mean these borings terminated above groundwater, or that the water levels summarized above are stable groundwater levels. Due to the low permeability of the soils encountered in the borings, a relatively long period of time may be necessary for a groundwater level to develop and stabilize in a borehole in these materials. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the test boring logs.

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4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

4.1 Geotechnical Considerations

The natural subsurface formations encountered within the test borings were found to consist of medium dense to very dense, sandy to gravelly silt, silty sand, and silty to clayey gravel.

Bedrock was generally encountered at depths ranging between about 6.5 and 16 feet below the existing surface grades. The bedrock consists of hard, dark gray dolomite with seams of light gray chert. During drilling groundwater was generally encountered at depths ranging between about 6 and 10 feet below the existing surface grades.

It is our opinion that the encountered natural subsurface conditions are suitable for the support of the buildings using spread footings provided the foundations are designed and constructed in accordance with the recommendations presented in this report. The native soils conditions also appear to be suitable for floor slab and pavement support provided the subgrade surface is properly prepared and compacted.

At the proposed gatehouse location, existing fill intermixed with topsoil was encountered to a depth of 3 feet below the existing ground surface. These existing fill materials are considered unsuitable for the support of foundations, floor slabs and pavements and should be removed and replaced with suitable engineered fill.

Within the proposed segregated housing unit area, existing fill consisting of crushed aggregate was encountered to a depth of about 2 to 2.5 feet. We consider this fill to be suitable for the support of the building’s floor slab; consequently, removal of this material is not required.

Depending on the depth of the foundations relative to the existing surface grades, and prevailing weather conditions at the time of construction, it is possible that water seepage may be encountered within the foundation excavations. If water seepage is encountered, sump pumps should be used to remove the water from the excavations to below the bearing surface elevation.

We recommend that the exposed subgrade be thoroughly evaluated after stripping of any vegetation and topsoil from the proposed building and pavement areas and completion of all cut areas, but prior to the start of engineered fill operations (if any). We recommend that the geotechnical engineer be retained to evaluate the bearing material for the foundations and floor slab and pavement subgrade soils.

Specific geotechnical engineering recommendations for foundations, floor slabs, pavements and other earth related phases of the project are outlined below. The recommendations contained in this report are based upon the results of field and laboratory testing (which are presented in Appendices A, B and C), engineering analyses, and our current understanding of the proposed project.

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4.2 Earthwork

The following section presents recommendations for site preparation, excavation, subgrade preparation and placement of engineered fills on the project. The recommendations presented for design and construction of earth supported elements, including foundations and slabs, are contingent upon following the recommendations outlined in this section.

It is recommended that the earthwork operations on the project should be observed and evaluated by Terracon on a full-time basis. The evaluation of earthwork should include, as a minimum, observation and testing of engineered fill, subgrade preparation, foundation bearing soils, and other geotechnical conditions exposed during the construction of the project.

4.2.1 Site Preparation and Earthwork Construction

At the start of the site work, general site clearing and grubbing operations should be performed to remove existing trees, brush, vegetation, stumps, roots, topsoil, asphalt and any other unsuitable materials, which may be encountered.

At the proposed gatehouse location, existing fill intermixed with topsoil was encountered to a depth of 3 feet below the existing ground surface. These existing fill materials are considered unsuitable for the support of foundations and should be removed a minimum of 5 feet beyond the proposed building and pavement limits, and be replaced with suitable engineered fill, as described below.

4.2.2 Subgrade Preparation

Subsequent to the completion of the site stripping operations, undercutting of existing unsuitable fill materials and prior to engineered fill placement, the subgrade should be proof-rolled with a loaded, tandem-axle dump truck (minimum gross weight 20 tons) to detect soft, yielding subgrade areas. The proof-rolling should be performed in the presence of a Terracon representative to aid in evaluating unstable subgrade areas. Unstable areas observed during the proof-rolling operations should be improved by scarification and recompaction to at least

95% of the material’s Modified Proctor maximum dry density (ASTM D-1557) or by undercutting and replacing the unstable materials to such depths as deemed necessary by Terracon to provide proper floor slab and pavement support.

4.2.3 Engineered Fill Materials and Compaction Requirements

All fill materials should be inorganic soils free of topsoil, vegetation, debris, and fragments no larger than three inches in size. Pea gravel or other similar non-cementitious, poorly-graded materials should not be used as fill or backfill without the prior approval of the geotechnical engineer.

The on-site soils consisting of sandy to gravelly silt, silty sand, and silty to clayey gravel are suitable for use as structural fill. In the event off-site borrow materials are needed, they should be tested and approved prior to trucking to the site and prior to their use.

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Engineered fill, where required, should be spread over a stable subgrade in maximum 8-inch thick loose lifts. Each lift should be compacted at near optimum moisture content to a minimum of 95% of the Modified Proctor maximum dry density (ASTM D-1557). The fill materials’ moisture contents should be adjusted to within 3% of its optimum moisture contents.

All wet and frozen materials should be removed from fill soils prior to use. No fill should be placed on frozen subgrade. The engineered fill should be placed and compacted in horizontal lifts, using equipment and procedures that will produce recommended moisture contents and densities throughout the lift.

4.2.4 Utility Trench Backfill

All trench excavations should be made with sufficient working space to permit construction including backfill placement and compaction. If utility trenches are backfilled with relatively clean granular material, they should be capped with at least 18 inches of low permeable soil fill in non-pavement areas to reduce the infiltration and conveyance of surface water through the trench backfill.

4.2.5 Grading and Drainage

PVC drain tiles capable of safely supporting the overburden pressure and enveloped in clean gravel and, in turn, wrapped in filter fabric, should be placed in all swales and existing drainage corridors that will contain engineered fill. The drains should be sloped to gravity drain, extend to within 5 feet of finished grade, and extend out of the toe of the fill by at least 3 feet. Drain outlets should be fitted with rodent screens.

Final surrounding grades should be sloped away from the structure on all sides to prevent ponding of water. Gutters and downspouts that drain water a minimum of 10 feet beyond the footprint of the proposed structures are recommended. This can be accomplished through the use of splash-blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout. Flexible pipe should only be used if it is daylighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots.

It is recommended that all exposed earth slopes be seeded to provide protection against erosion. Seeded slopes should be protected with erosion mats until the vegetation is established.

4.2.6 Construction Considerations

Although the exposed subgrade is anticipated to be relatively stable upon initial exposure, unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. Should unstable subgrade conditions develop, stabilization measures will need to be employed.

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Upon completion of filling and grading, care should be taken to maintain the subgrade moisture content prior to construction of floor slabs and pavements. Construction traffic over the completed subgrade should be avoided to the extent practical. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. If the subgrade should become frozen, desiccated, saturated, or disturbed, the affected material should be removed or these materials should be scarified, moisture conditioned, and recompacted prior to floor slab and pavement construction.

As a minimum, all temporary excavations should be sloped or braced as required by

Occupational Health and Safety Administration (OSHA) regulations to provide stabe and safe working conditions. Temporary excavations will probably be required during grading operations.

The grading contractor, by his contract, is usually responsible for designing and constructing stable, temporary excavations and should shore, slope or bench the sides of the excavations as required, to maintain stability of both the excavation sides and bottom. All excavations should comply with applicable local, state and federal safety regulations, including the current OSHA

Excavation and Trench Safety Standards.

The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of building floor slabs.

4.3 Foundations

The building structure can be supported by a spread footing foundation system. Foundation design recommendations are presented in the following report sections. Bearing capacity and settlement calculations are included in Appendix D.

4.3.1 Design Recommendations

DESCRIPTION & RECOMMENDATIONS

Foundation Type Conventional Spread Footings

Building Structures

Wall Bearing Segregated Housing Unit

Warehouse/Support Building

Gatehouse

Anticipated Bearing Material

Medium dense to very dense, native sandy silt, silty sand and gravel formations or approved engineered fill

Net Allowable Bearing Pressure 4,000 psf

Minimum Embedment Depth Below Finished Grade 48 inches

Estimated Total Settlement

<1 inch columns

< 1/2 inch bearing walls

Estimated Differential Settlement

1/2 inch

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1. Finished grade is defined as the lowest adjacent grade within five feet of the foundation for perimeter (or exterior) footings. Interior footings, in heated building areas and not subject to frost heave, may bear a minimum of 24 inches below finished floor slab provided suitable soil conditions are encountered.

2. The foundation settlements will depend on variations with the subsurface profile, structure loading conditions, the embedment depth of footings, thickness of engineered fill and quality of the earthwork operations.

The allowable foundation bearing pressures apply to dead loads plus design live load conditions.

Footings, foundations, and masonry walls should be reinforced as necessary to reduce the potential for distress caused by differential foundation movement. The use of joints at openings or other discontinuities in masonry walls is recommended.

Foundation excavations should be observed by the geotechnical engineer. If the soil conditions encountered differ significantly from those presented in this report, supplemental recommendations will be required.

4.3.2 Construction Considerations

If unsuitable bearing soils are encountered in footing excavations, the excavations should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. The footings could also bear on properly compacted backfill extending down to the suitable soils. Overexcavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of overexcavation depth below footing base elevation. The overexcavation should then be backfilled up to the footing base elevation with well-graded granular material placed in lifts of 8 inches or less in loose thickness and compacted to at least

95% of the material's Modified Proctor maximum dry density (ASTM D-1157). The overexcavation and backfill procedures are described in the figures below.

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The base of all footing excavations should be free of water and loose soil prior to placing concrete. Concrete placement should take place as soon as practical following excavation and placement of steel reinforcement to avoid bearing soil disturbance. Should bearing soils be disturbed, become saturated or frozen, the affected soil should be removed prior to concrete placement.

4.4 Seismic Considerations

Geotechnical earthquake engineering input to development of the general design response spectrum of the International Building Code (IBC) 2009 requires a site class definition and short period (SS) and 1-second period (S1) spectral acceleration values. The USGS National Seismic

Hazard Mapping Project (http://eqhazmaps.usgs.gov/) computes the 2008 spectral ordinates (5 percent damping) at periods of 0.2 and 1.0 seconds for ground motions at the project site with a

2 percent probability of exceedance in 50 years as shown in the table below.

DESCRIPTION VALUE

2009 International Building Code Site Classification (IBC) B

Mapped Spectral Acceleration for

Short Periods, Ss 0.266

Mapped Spectral Acceleration for a

1-second period, S1 0.060

Note: In general accordance with the 2009 International Building Code, Table 1613.5.2. IBC Site Class is based on the average characteristics of the upper 100 feet of the subsurface profile. Terracon used a seismic refraction system (SRS) consisting of a seismograph and 12 geophones to perform a site-specific seismic class survey. A linear array of 12 geophones was placed in an accessible area as illustrated in the attached diagram included in Exhibit C-2. A computer was used to record refraction microtremors produced by ambient seismic noise. The data was then processed using a wavefield-transformation data-processing technique and an interactive Rayleigh-wave dispersion-modeling tool. The refraction microtremor method exploits aspects of spectral analysis of surface waves (SASW) and multi-channel analysis of surface waves (MASW) to derive a shear wave profile and an average shear-wave velocity along the array for a corresponding depth of about 100 feet. The Site Class is based upon the subsurface conditions encountered in the test borings and the average shear wave velocities of approximately 3400 ft/s derived from our seismic survey data.

Use of a Site Class B requires that the bearing elevation of the footings be located within 10 feet of the top of bedrock.

In the event more than 10 feet of soil is present between the bottom of the footings and the bedrock a Site

Classification C should be used.

http://eqhazmaps.usgs.gov/

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4.5 Floor Slabs

DESCRIPTION & RECOMMENDATIONS

Floor slab subgrade Native medium dense sandy silts or silty sands or approved engineered fill

Modulus of subgrade reaction 200 pounds per square inch per in (psi/in) for point loading conditions

Aggregate base course/capillary break

Minimum 4 inches of free draining granular material

1. The subgrade should be maintained in a relatively moist condition until floor slabs are constructed.

If the subgrade should become desiccated prior to construction of the floor slabs, the affected material should be removed or the materials scarified, moistened, and recompacted. Upon completion of grading operations in the building areas, care should be taken to maintain the recommended subgrade moisture content and density prior to construction of the building floor slabs.

2. The floor slab design should include a capillary break, comprised of free-draining, compacted, granular material, at least 4 inches thick. Free-draining granular material should have less than 5 percent fines (material passing the #200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions.

Positive separations and/or isolation joints should be provided between slabs and all foundations, columns or utility lines to allow independent movement. Interior trench backfill placed beneath slabs should be compacted in accordance with recommendations outlined in the

Earthwork section of this report.

Where appropriate, saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations refer to the ACI Design

Manual.

The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, carpet or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and 360 for procedures and cautions regarding its use and placement.

4.6 Pavements

4.6.1 Design Traffic Information

Based on the information we received, we understand the Privately Owned Vehicle (POV) parking lot for the proposed office/warehouse will be constructed using light duty asphalt concrete pavement. It appears that the geometric design of the POV parking lot will prevent access to the lot by heavy vehicle traffic. Based on this information, the pavement design for the

Reliable ■ Responsive ■ Convenient ■ Innovative 13 parking lot is based on Category I traffic with Class E Level of Service. This yields a pavement design index (DI) of 1 for the parking lot.

We understand that the access drives, warehouse approach and utility yard will be constructed using heavy-duty asphalt concrete pavements. Jointed plain concrete pavement (JPCP) apron slabs are planned adjacent to the warehouse. Specific traffic information was not provided.

However, in accordance with information provided by HDR Architecture, we have assumed the traffic could be up to 500 ADT and include up to 25 trucks per day (up to legally loaded, semi tractor-trailer configurations). Based on these assumptions, the pavement design was based on

Category II/IV traffic with Class D Level of Service. This yields a pavement design index (DI) of

3.5 for the heavy duty drives and warehouse apron slabs.

4.6.2 Pavement Subgrades

We anticipate finish subgrade elevations will be within about 2 feet of existing grades. Soils encountered at the site consisted of silty sands to sandy silts. The laboratory CBR testing performed on a composite sample of the site soils yielded a CBR value of 15 at approximately

95 percent of modified Proctor maximum dry density.

The silty site soils are classified as Frost Group F2(b) in accordance with TM 5-822-5. Based on local frost depth, the relatively high groundwater table elevation and the frost group classification, we chose to design the flexible pavements using the reduced strength method.

The frost area support index for frost group F2 in this method is 6.5, which is used in lieu of the measured CBR value. For rigid pavement design, the frost area index of reaction for frost group

F2 and a 6 inch thick clean, drainable subbase is 45 psi/inch, which is used in lieu of the conventional modulus of subgrade reaction.

At least 6 inches of the subgrade soils beneath the pavement sections should be compacted to a minimum of 95% of the material’s Modified Proctor maximum dry density (ASTM D-1557).

4.6.3 Pavement Thickness Design

All pavement thickness design recommendations presented in this section are based on providing a minimum 6 inch thick compacted engineered subgrade layer as presented in the preceding section.

We recommend the various pavements be constructed using the applicable pavement sections presented in the following tables. In our opinion, loading/unloading aprons and other areas that may experience large static loading conditions or sharp truck turning operations should be constructed using rigid concrete pavement to reduce the risk of unacceptable distortion associated with flexible pavements under these loading conditions.

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Light Duty Asphalt Concrete POV Parking Lot

Layer Thickness, inches Material Specification

Asphalt Concrete 3 NYDOT 402.09, PG64-22

Aggregate Base 6 NYDOT 304 Type 2 Aggregate

Compacted Subgrade 6 Per “Pavement Subgrade

Preparation” Section

Heavy Duty Asphalt Concrete Drives and Yard Areas (DI = 3.5)

Layer Thickness, inches Material Specification

Asphalt Concrete Surface 2 NYDOT 402.09, PG64-22

Asphalt Concrete Base 4 NYDOT 402.19, PG64-22

Aggregate Base 6 NYDOT 304 Type 2 Aggregate

Compacted Subgrade 6

Heavy Duty JPCP Concrete Entrances and Aprons (DI = 3.5)

Layer Thickness, inches Material Specification

Jointed Plain Concrete 7 NYDOT Class C or other approved mix (min. 4000 psi)

Drainage Aggregate Base 6 Size #1 of #2 Crushed Stone

Compacted Subgrade 6

4.6.4 Pavement Sub Drainage Systems

Per the Army Technical Manuals governing design of pavements for this facility, internal drainage layers within the pavement sections are not required for the flexible pavement sections detailed in the preceding tables due to the relatively high permeability of the subgrade soils present at the site. However, the rigid concrete aprons will require that the aggregate base layer consist of a clean, drainable aggregate material and that adequate sub drainage piping systems are provided to rapidly collect and remove all water infiltration from the rigid concrete pavement sections. We recommend the subgrades beneath the rigid concrete pavement sections be graded to slope toward the drainage collection and removal systems and that the systems consist of appropriately sized, perforated piping in the collection zone, transitioning to solid piping beyond the collection zone. All collection piping should be installed in trenches that are wrapped with a non-woven geotextile filtration fabric. The trenches should be backfilled with a clean, drainable aggregate. The drainable aggregate used in the collection trenches should be hydraulically connected to the adjacent drainable base course layer.

4.6.5 Pavement Maintenance

The pavement sections provided in this report represent minimum recommended thicknesses and, as such, periodic maintenance should be anticipated. Therefore preventive maintenance

Reliable ■ Responsive ■ Convenient ■ Innovative 15 should be planned and provided for through an on-going pavement management program.

Preventive maintenance activities are intended to slow the rate of pavement deterioration, and to preserve the pavement investment. Preventive maintenance consists of both localized maintenance (e.g., crack and joint sealing and patching) and global maintenance (e.g., surface sealing). Preventive maintenance is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements.

Even with periodic maintenance, some movements and related cracking may still occur and repairs may be required.

4.6.6 Rigid Pavement Design Considerations

Rigid pavement thickness designs presented herein are predicated on proper joint design and detailing by the project civil engineer. Longitudinal joints should be spaced no further than 13 feet apart. Longitudinal construction joints should be tied with No. 5 deformed reinforcing bars, 30 inches long, spaced on 30-inch centers. Longitudinal construction joints in large, distributed traffic areas should be designed as keyed joints, without tie bars.

Transverse joints should be spaced no further than 13 feet. The length to width ratio of any individual slab should not exceed 1.25 without provision for additional steel reinforcement.

Transverse construction and contraction joints should be provided load transfer devices. We recommend using 1-inch diameter, 16-inch long smooth dowels, spaced at 12-inch centers.

Dowels should be placed at mid-slab depth, with a tolerance of 2 percent on horizontal and vertical level.

Joints at free pavement edges or transitions to adjacent pavement sections, which are not supported with load transfer devices, should be constructed as thickened edge joints. The concrete pavement should be thickened by at least 2 inches at the joint, with a transition length of at least 4 feet.

Odd shaped slabs (triangles, fillets, etc.) or slabs with a length to width ratio greater than 1.25 should be constructed with deformed steel reinforcing. We recommend using No. 4 deformed reinforcing bars on 12-inch centers in both directions to accommodate the increased stresses and keep cracks tightly closed. The steel mat should be placed one-third of the slab thickness below the top of the slab.

All joints should be provided with properly designed joint sealant reservoirs, sized for the anticipated slab shrinkage and expansion, based on the type of sealant selected. All joints should be sealed and maintained over the life of the facility. Preformed or poured silicon elastomeric joint compound would be recommended.

5.0 GENERAL COMMENTS

Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and

Reliable ■ Responsive ■ Convenient ■ Innovative 16 testing services during grading, excavation, foundation, and pavement construction and other earth-related construction phases of the project.

The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided.

The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A

FIELD EXPLORATION

Exhibit A-1

Field Exploration Description

The boring locations were staked on-site by Terracon personnel using a fiberglass tape and measuring from existing site features. A copy of the Boring Location Diagram indicating the approximate boring locations is included in Appendix A. The ground surface elevations indicated on the boring logs were interpolated to the nearest ½ foot from ground surface contours shown on the Boring Exhibit plan provided by HDR Architecture, Inc. The locations and elevations of the borings should be considered accurate only to the degree implied by the means and methods used to define them.

The borings were drilled with an ATV-mounted rotary drill rig using continuous-flight, hollow-stem augers to advance the boreholes. Representative samples were obtained using split-barrel sampling procedures. In the split-barrel sampling procedure, a standard 2-inch (outside diameter) split-barrel sampling spoon is driven into the ground with an automatic 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the standard penetration resistance value (N). These “N” values are indicated on the boring logs at the depths of occurrence. The samples were sealed and transported to the laboratory for testing and classification.

In addition to the split-spoon samples, bulk samples of the auger cuttings were obtained from selected borings locations for laboratory Modified Proctor and California Bearing Ratio analysis.

The boreholes were observed while drilling and immediately after the completion of drilling for the presence and level of groundwater. For safety purposes, all borings were backfilled immediately after their completion using the auger cuttings. Because backfill material often settles below the surface after a period of time, we recommend the boreholes be checked periodically and backfilled if necessary.

The drill crew prepared a field log of each boring. These logs included visual classifications of the materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions between samples. The boring logs included with this report represent an interpretation of the field logs and include modifications based on laboratory observation and testing of the samples.

FILL: 13" TOPSOIL

FILL: SANDY SILT INTERMIXED WITH

TOPSOIL, dark brown to brown, medium dense

SANDY SILT, with gravel, brown, medium dense

DOLOMITE, dark gray to light gray, hard

End of Boring - Auger Refusal in Bedrock

1.1

8.5

8300*

901.9

894.5

SS

SS

SS

SS

9ML

ML

4-4-5 (9)

10-8-6 (14)

5-4-9 (13)

16-50/5"

FOREMAN

WD ABWL

WL

WL

BORING COMPLETED

SITE

The stratification lines represent the approximate boundary lines

BORING STARTED

between soil and rock types: in-situ, the transition may be gradual.

JOB #

Buffalo Federal Detention Facility

6-15-10

Elevation Reference: Preliminary Grading Plan

TESTS

Approx. Surface Elev.: 903 ft

**CME 140H SPT automatic hammer *Calibrated Hand Penetrometer

4250 Federal Drive Batavia, New York

6-15-10

D-50

Boring Location: See Boring Location Diagram

7.0

WATER LEVEL OBSERVATIONS, ft

6.7

G R

A P

H

IC

L O

G

DESCRIPTION

CLIENT

U N

C O

N F

IN

E

D S

T R

E N

G T

H ps f

PROJECT

Moore

LOGGED JWP N6105029

RIG

LOG OF BORING NO. B-1

HDR Architecture, Inc

SAMPLES

W A

T E

R C

O N

T E

N T

D E

P T

H ft

B

LO

W S in

(S P

T

N

U S

C S

S Y

M B

O L

N U

M B

E R

T Y

P E

R E

C O

V E

R Y in

D R

Y U

N

IT

W T pc f

B O

R E

H O

LE

_9

L

O G

S .G

P J

T E

R R

A C

O N

T E

S T

.G D

T

/2 8/ llprice Text Box Exhibit A-3

12" TOPSOIL

SILTY SAND, with gravel, trace clay, brown, loose

FINE SANDY SILT, with clay, brown, medium dense

CLAYEY GRAVEL, with sand, brown, loose to dense

End of Boring - Split-Spoon Refusal on Bedrock

9.8

902.5

900.5

897.5

893.7

SS

SS

SS

SS

SM

ML

GC

GC

2-3-2 (5)

3-5-7 (12)

1-1-4 (5)

9-29-50/3"

FOREMAN

WD ABWL

WL

WL

BORING COMPLETED

SITE

The stratification lines represent the approximate boundary lines

BORING STARTED

between soil and rock types: in-situ, the transition may be gradual.

JOB #

Buffalo Federal Detention Facility

6-17-10

Elevation Reference: Preliminary Grading Plan

TESTS

Approx. Surface Elev.: 903.5 ft

**CME 140H SPT automatic hammer *Calibrated Hand Penetrometer

4250 Federal Drive Batavia, New York

6-17-10

D-50

Boring Location: See Boring Location Diagram

6.0

WATER LEVEL OBSERVATIONS, ft

3.0

G R

A P

H

IC

L O

G

DESCRIPTION

CLIENT

U N

C O

N F

IN

E

D S

T R

E N

G T

H ps f

PROJECT

Moore

LOGGED JWP N6105029

RIG

LOG OF BORING NO. B-2

HDR Architecture, Inc

SAMPLES

W A

T E

R C

O N

T E

N T

D E

P T

H ft

B

LO

W S in

(S P

T

N

U S

C S

S Y

M B

O L

N U

M B

E R

T Y

P E

R E

C O

V E

R Y in

D R

Y U

N

IT

W T pc f

B O

R E

H O

LE

_9

L

O G

S .G

P J

T E

R R

A C

O N

T E

S T

.G D

T

/2 8/ llprice

Exhibit A-4

SAND, with gravel and silt, brown medium dense

LEAN CLAY, with sand, trace gravel, some silt seams, brown, very stiff

SANDY SILT, with gravel, trace clay, brown, medium dense

DOLOMITE, drak gray, hard End of Boring

5.5

8.5 8.9

6000*

897.5

894.5 894.1

SS

SS

SS

SS

SW

SM

CL

ML

2-4-6 (10)

4-7-11 (18)

8-9-14 (23)

50/5"

FOREMAN

WD ABWL

WL

WL

BORING COMPLETED

SITE

The stratification lines represent the approximate boundary lines

BORING STARTED

between soil and rock types: in-situ, the transition may be gradual.

JOB #

Buffalo Federal Detention Facility

6-15-10

Elevation Reference: Preliminary Grading Plan

TESTS

Approx. Surface Elev.: 903 ft

**CME 140H SPT automatic hammer *Calibrated Hand Penetrometer

4250 Federal Drive Batavia, New York

6-15-10

D-50

Boring Location: See Boring Location Diagram

8.0

WATER LEVEL OBSERVATIONS, ft

7.5

G R

A P

H

IC

L O

G

DESCRIPTION

CLIENT

U N

C O

N F

IN

E

D S

T R

E N

G T

H ps f

PROJECT

Moore

LOGGED JWP N6105029

RIG

LOG OF BORING NO. B-3

HDR Architecture, Inc

SAMPLES

W A

T E

R C

O N

T E

N T

D

E P

T H ft

B

LO

W S in

(S P

T

N

U S

C S

S Y

M B

O L

N U

M B

E R

T Y

P E

R E

C O

V E

R Y in

D R

Y U

N

IT

W T pc f

B O

R E

H O

LE

_9

L

O G

S .G

P J

T E

R R

A C

O N

T E

S T

.G D

T

/2 8/ llprice

Exhibit A-5

SILTY GRAVEL, with sand, brown, dense

GRAVEL, with sand and silt, brown, dense

End of Boring

SS

SS

SS

SS

GM

GP

GM

GP

GM

GP

GM

18-29-18 (47)

29-19-14 (33)

26-24-24 (48)

18-32-26 (58)

FOREMAN

WD ABWL

WL

WL

BORING COMPLETED

SITE

The stratification lines represent the approximate boundary lines

BORING STARTED

between soil and rock types: in-situ, the transition may be gradual.

JOB #

Buffalo Federal Detention Facility

6-16-10

Elevation Reference: Preliminary Grading Plan

TESTS

Approx. Surface Elev.: 903 ft

**CME 140H SPT automatic hammer *Calibrated Hand Penetrometer

4250 Federal Drive Batavia, New York

6-16-10

D-50

Boring Location: See Boring Location Diagram

9.5

WATER LEVEL OBSERVATIONS, ft

6.3

G R

A P

H

IC

L O

G

DESCRIPTION

CLIENT

U N

C O

N F

IN

E

D S

T R

E N

G T

H ps f

PROJECT

Moore

LOGGED JWP N6105029

RIG

LOG OF BORING NO. B-4

HDR Architecture, Inc

SAMPLES

W A

T E

R C

O N

T E

N T

D E

P T

H ft

B

LO

W S in

(S P

T

N

U S

C S

S Y

M B

O L

N U

M B

E R

T Y

P E

R E

C O

V E

R Y in

D R

Y U

N

IT

W T pc f

B O

R E

H O

LE

_9

L

O G

S .G

P J

T E

R R

A C

O N

T E

S T

.G D

T

/2 8/ llprice

Exhibit A-6

18" TOPSOIL

SILTY GRAVEL, with sand, brown and gray, dense to medium dense

GRAVEL, with sand and silt, gray, very dense

DOLOMITE, gray, hard End of Boring

1.5

10.1

897.5

893.5 893.4

SS

SS

SS

SS

SS

GM

GM

GP

GM

GP

GM

3-22-15 (37)

10-12-8 (20)

9-21-40 (61)

23-23-24 (47)

50/1"

FOREMAN

WD ABWL

WL

WL

BORING COMPLETED

SITE

The stratification lines represent the approximate boundary lines

BORING STARTED

between soil and rock types: in-situ, the transition may be gradual.

JOB #

Buffalo Federal Detention Facility

6-15-10

Elevation Reference: Preliminary Grading Plan

TESTS

Approx. Surface Elev.: 903.5 ft

**CME 140H SPT automatic hammer *Calibrated Hand Penetrometer

4250 Federal Drive Batavia, New…