S02_FINAL_GEOTECH_REPORT.pdf

R E P O R T 17-0513 S

October 6, 2017

Explorations and Geotechnical Engineering Services

Proposed VAMC Clinical Services Building 718 Smyth Road Manchester, New Hampshire

Prepared For:

WBRC Architects Engineers Attention: Richard Borrelli, AIA 30 Danforth Street, Suite 306 Portland, Maine

Prepared By:

S. W. Cole Engineering, Inc.

10 Centre Road Somersworth, New Hampshire 03878 T: (603) 692-0088

TABLE OF CONTENTS

1.0 INTRODUCTION

1.1 Scope and Purpose

1.2 Site and Proposed Construction

2.0 EXPLORATION AND TESTING

2.1 Explorations

2.1.1 Current Explorations

2.1.2 Prior Explorations

2.2 Laboratory Testing

3.0 SUBSURFACE CONDITIONS

3.1 Soil and Bedrock

3.2 Groundwater

4.0 EVALUATION AND RECOMMENDATIONS

4.1 General Findings

4.2 Site and Subgrade Preparation

4.3 Excavation and Dewatering

4.4 Foundations

4.5 Foundation Drainage

4.6 Slab-On-Grade

4.7 Entrance Slabs and Sidewalks

4.8 Backfill and Compaction

4.9 Weather Considerations

4.10 Paved Areas

4.11 Design Review and Construction Testing

5.0 CLOSURE

Appendix A Limitations Appendix B Figures Appendix C Exploration Logs & Key Appendix D Laboratory Test Results

October 6, 2017

WBRC Architects Engineers Attention: Richard Borrelli, AIA 30 Danforth Street, Suite 306 Portland, Maine

Subject: Explorations and Geotechnical Engineering Services Proposed VAMC Clinical Services Building 718 Smyth Road Manchester, New Hampshire

Dear Richard:

In accordance with our Proposal, dated June 12, 2017, we have performed subsurface explorations for the subject project. This report summarizes our findings and geotechnical recommendations and its contents are subject to the limitations set forth in Appendix A.

1.0 INTRODUCTION

1.1 Scope and Purpose

The purpose of our services was to obtain subsurface information at the site with supplemental explorations in order to provide geotechnical engineering recommendations relative to foundations and earthwork associated with proposed construction. Our scope of services have included a review of prior explorations, one test boring exploration, three test probe explorations, soils laboratory testing, a geotechnical analysis of the subsurface findings, and preparation of this report.

1.2 Site and Proposed Construction

The site is located on the east side of the existing VA Medical Center building located on Smyth Street in Manchester, New Hampshire. The proposed building site is currently occupied partially by an existing structure and landscaped areas. Based on available topographical survey of the site and our experience at the site the site topography in the

September 26, 2017 building area generally slopes down from west to east from elevation 460 to 446 feet.

The site continues to slope down to the east to elevation 440 feet at the perimeter road.

We understand that the project involves construction of an addition on the east side of the existing VA Medical Center building and construction of a new access roadway, walkways and associated stormwater management structures. We understand that the proposed structure will be a multi-story building with a plan footprint of approximately 7,500 square feet with the space having a daylight basement to the east. The basement floor elevation is planned at 449.67 feet. We understand that the proposed construction will require both cuts and fills to bring the site to the proposed grades. We understand that the design team would like to cast foundations along the northwest side of the foundation, adjacent to the existing structure extending out toward the elevator pit and therefore would like to use a higher bearing capacity in these areas to reduce footing size and rock removal.

Proposed and existing site features are shown on the “Exploration Location Plan” included in Appendix B.

2.0 EXPLORATION AND TESTING

2.1 Explorations

2.1.1 Current Explorations

One test boring (B-201) and three test probe explorations (P-202 through P-204) were made at the site on September 20, 2017 by S. W. Cole Explorations, LLC, a subsidiary of S. W. Cole Engineering, Inc. (S.W.COLE). P-102 was omitted due to subsurface utility conflicts. The exploration locations were selected and established in the field by S.W.COLE using measurements from existing site features. The approximate exploration locations are shown on the “Exploration Location Plan” included in Appendix B. Logs of the explorations and a key to the notes and symbols used on the logs are included in Appendix C. The elevations shown on the logs were estimated based on topographic information shown on the “Exploration Location Plan”.

2.1.2 Prior Explorations

Four test borings (B-101 through B-104) and sixteen auger probe explorations (P-101 through P-116) were performed on December 12 and 13, 2016 under the direction of

S.W.COLE. The approximate exploration locations are shown on the “Exploration Location Plan” included in Appendix B. Logs of the explorations and a key to the notes and symbols used on the logs are included in Appendix C. The elevations shown on the logs were estimated based on topographic information shown on the “Exploration Location Plan”.

2.2 Laboratory Testing

Soil samples obtained from the explorations were returned to our laboratory for further classification and testing. Laboratory testing consisted of two gradation and moisture content tests performed on select samples. Gradation test results are included in Appendix D. Moisture content test results are presented on the test boring logs.

3.0 SUBSURFACE CONDITIONS

3.1 Soil and Bedrock

The test borings generally encountered a layer of medium dense granular fill extending to depths of up to 6 feet overlying medium dense sand and gravel overlying medium dense to very dense glacial till overlying weathered bedrock overlying bedrock. The elevation of the top of weathered bedrock/bedrock generally decreases to the south and east. The bedrock encountered in the explorations in the north and west portion of the proposed building addition generally included an upper layer of weathered bedrock that was easily penetrated up to about 10 feet by the drilling equipment before encountering comparatively harder bedrock. The bedrock was cored from a depth interval of 14.0 to

24.0 feet at boring B-201 and the bedrock consists of concord granite with Rock Quality Designation (RQD) of 75 to 90 percent.

Test probes P-203 and P-204 were made on the west side of the site near the existing utility/transformer area for the purpose of determining if shallow refusals are present in the area of a proposed new electric line. Test probe P-203 was advanced to 10 feet bgs. Test probe P-204 was terminated at 2.5 feet bgs due to auger cuttings resembling concrete (possible concrete pad or buried utilities).

Refer to the attached log and probe data sheet for more detailed subsurface information.

3.2 Groundwater

Saturated soils were not encountered at the test borings at the time of exploration work.

Long term groundwater information is not available. It should be anticipated that groundwater levels will fluctuate, particularly in response to periods of snowmelt and precipitation, as well as changes in site use.

4.0 EVALUATION AND RECOMMENDATIONS

4.1 General Findings

Based on the subsurface findings, the proposed construction appears feasible from a geotechnical standpoint. The principle geotechnical considerations include:

Spread footing foundations and slab-on-grade floors bearing on properly prepared subgrades appear suitable for the proposed building. Footings should bear on at least 8 inches of compacted Crushed Stone overlying undisturbed native subgrade soils or in-tact bedrock. On-grade floor slabs should bear on at least 8 inches of compacted No. 57 Crushed Stone overlying properly prepared subgrades.

All topsoil, remnant structures, and existing fills must be completely removed from beneath the proposed building and backfilled with compacted Structural Fill (if necessary).

Foundation subgrade soils will consist of either sound in-tact bedrock, weathered bedrock or undisturbed sand and gravel, or glacial till soils. If subgrade soils become yielding, subgrade should be over excavated and replaced with compacted Crushed Stone.

Refusal surface (probable bedrock) was encountered at test probe P-202 and B- 102 at about elevation of 445 to 446 feet. Given the basement level daylights along the northern portion of the building, spread footing foundations must extend the full frost depth of 4.5 feet requiring approximately 1.5 feet of bedrock removal.

Weathered bedrock was encountered at B-101 and B-201 at about elevation 454 to 456 feet in the northwest corner of the site. About 9 feet of weathered bedrock removal will be necessary to attain slab and footing subgrade in these areas.

Although weathered bedrock was readily penetrated by the drilling equipment, the contractor should not expect to be able to remove weathered bedrock using an excavator. We expect that either blasting or use of a hydraulic hoe-ram will be necessary to remove weathered bedrock.

We understand excavations adjacent to the existing building will be required for proposed construction. The contractor should anticipate the need for underpinning or similar means to support the existing building if excavations extend below the elevation of footings for existing buildings.

We understand the southern portion of the building will be buried (between 3 and 10 feet). Therefore, full excavation to frost depth below the basement slab-on-grade will not be necessary in these areas. Perimeter footings bearing on at least 8 inches of compacted Crushed Stone with perimeter underdrains should be implemented. Perimeter footings should be stepped in cut/fill transition zones to maintain at least 4.5 feet of soil cover for frost protection.

4.2 Site and Subgrade Preparation

We recommend that site preparation begin with the construction of an erosion control system to protect adjacent drainage ways and areas outside the construction limits.

Surficial organics, roots and topsoil should be completely removed from areas of proposed fill and construction. As much vegetation as possible should remain outside the construction areas to lessen the potential for erosion and site disturbance.

The proposed building overlays an existing canopy and stairway area. All foundation remnants and foundation backfill from the existing structure should be completely removed from below the proposed building and replaced with compacted Structural Fill (if necessary). All topsoil and existing fill must be completely removed from below the proposed building. The extent of removal should extend 1 foot laterally outward from outside edge of perimeter footings for every 1-foot of excavation depth (1H:1V bearing splay).

4.3 Excavation and Dewatering

We understand cuts and fills on the order of 0 to 10 feet ± are required to bring the site to proposed grades.

We understand excavations adjacent to the existing building are required for proposed construction. The existing building slab is about elevation 455’0” with the new basement slab at 449’8”. The depth of the existing foundation below the existing slab is not known based on the drawings provided to us, but we suspect that excavation for the new foundation will be below the elevation of the existing foundations. Therefore, the contractor should anticipate the need for underpinning or similar means to support the existing building. The design and implementation of existing foundation support is a contractor design/build item.

We understand the southern portion of the building will be buried (between 3 and 10 feet).

Therefore, full excavation to frost depth below the basement slab-on-grade will not be necessary in these areas. Perimeter footings bearing on at least 8 inches of compacted Crushed Stone. Perimeter footings should be stepped in cut/fill transition zones to maintain at least 4.5 feet of soil cover for frost protection.

Excavation work will generally encounter granular soils overlying glacial till, weathered bedrock, and bedrock. Excavation work may require approximately 1.5 feet of bedrock removal in the northern portion of the building and 9 feet of weathered bedrock in the northwestern portion of the building. Although bedrock removal may be possible using mechanical or hydraulic hoe ram, we recommend planning proceed assuming blasting will be required. Either method should consider the integrity of the existing structure with respect to vibrations. Proper precautions to limit vibrations should be made. We recommend a preconstruction survey be undertaken on structures within 500 feet of the excavation zone.

If blasting is undertaken, the depth of over-blasting should be limited to 12 inches below the foundation and/or floor slab elements. Over-blasted bedrock should be completely removed prior to placing Crushed Stone bedding.

Excavation work in portions of the site will encounter soils that will be susceptible to substantial strength loss when subjected to moisture, construction traffic and excavation activities. Care must be exercised during construction to reduce disturbance of the bearing soils. We recommend that final excavations in soils be made with a smooth-edge bucket to limit disturbance to the bearing stratum. Should the subgrade become yielding or difficult to work, disturbed areas should be over-excavated and backfilled with compacted crushed stone overlying a non-woven geotextile filter fabric such as Mirafi 160N or equivalent.

Groundwater is expected to be below proposed excavation depths. However, it is possible that erratic occurrences of groundwater seepage will be encountered, especially where poorly drained silty layers promote perched conditions. The contractor should anticipate the need for dewatering excavations, particularly during and following periods of precipitation. Based on the subsurface findings, we expect that ditching with gravity drainage, and sumping and pumping methods should be adequate.

Excavations must be properly shored and/or sloped in accordance with OSHA trenching regulations to prevent sloughing and caving of the sidewalls during construction. Care must be taken to preclude undermining adjacent structures as needed. The contractor is responsible for selection, design, and implementation of the excavation and dewatering program.

4.4 Foundations

We recommend the proposed building be supported on spread footings founded on at least 8 inches of Crushed Stone bearing on undisturbed native glacial till, weathered bedrock, or sound intact bedrock.

For foundations bearing on properly prepared subgrades, we recommend the following geotechnical parameters for design consideration:

Geotechnical Parameters for Spread Footings and Foundation Walls Design Frost Depth 4.5 feet Net Allowable Soil Bearing Capacity 3.0 ksf Net Allowable Weathered Bedrock Bearing Capacity 6.0 ksf

Base Friction Factor 0.4 Total Unit Weight of Backfill 130 pcf At-Rest Lateral Earth Pressure Coefficient 0.5 Active Lateral Earth Pressure Coefficient 0.3 Passive Lateral Earth Pressure Coefficient 3.3 Internal Friction Angle of Backfill 30° Seismic Soil Site Class C (IBC 2009) Estimated Total Settlement ½ inch Differential Settlement ½ inch or less over 25 feet

Strip and column footings should be at least 24 inches in width, regardless of the bearing pressure.

4.5 Foundation Drainage

We recommend an underdrain system be installed on the outside edge of the perimeter footings. The underdrain pipe should consist of 4-inch diameter, perforated SDR-35 foundation drain pipe bedded in Crushed Stone and wrapped in non-woven geotextile fabric. The underdrain pipe must have a positive gravity outlet protected from freezing, clogging and backflow. Surface grades should be sloped away from the building for positive surface water drainage. General underdrain details are illustrated on the “Foundation Detail Sketch” attached in Appendix B.

4.6 Slab-On-Grade

On-grade floor slabs in heated areas may be designed using a subgrade reaction modulus of 150 pci (pounds per cubic inch) provided the slab is underlain by at least 12 inches of compacted No. 57 Crushed Stone placed over properly prepared subgrades.

The structural engineer or concrete consultant must design steel reinforcing and joint spacing appropriate to slab thickness and function.

We recommend a sub-slab vapor retarder particularly in areas of the building where the concrete slab will be covered with an impermeable surface treatment or floor covering that may be sensitive to moisture vapors. The vapor retarder must have a permeance that is less than the floor cover or surface treatment that is applied to the slab. The vapor retarder must have sufficient durability to withstand direct contact with the sub-slab base material and construction activity. The vapor retarder material should be placed according to the manufacturer’s recommended method, including the taping and lapping of all joints and wall connections. The architect and/or flooring consultant should select the vapor retarder products compatible with flooring and adhesive materials.

The floor slab should be appropriately cured using moisture retention methods after casting. Typical floor slab curing methods should be used for at least 7 days. The architect or flooring consultant should assign curing methods consistent with current applicable American Concrete Institute (ACI) procedures with consideration of curing method compatibility to proposed surface treatments, flooring and adhesive materials.

4.7 Entrance Slabs and Sidewalks

Entrance slabs and sidewalks adjacent to the building must be designed to reduce the effects of differential frost action between adjacent pavement, doorways, and entrances.

We recommend that non-frost susceptible Structural Fill be provided to a depth of at least 4.5 feet below the top of entrance slabs. This thickness of Structural Fill should extend the full footprint of the entrance slab and outward at least 4.5 feet, thereafter transitioning up to the bottom of the adjacent sidewalk or pavement gravels at a 3H:1V or flatter slope. General details of this frost transition zone are shown on the “Foundation Detail Sketch” attached in Appendix B.

4.8 Backfill and Compaction

Although a wide range of soil materials can be used successfully, it has been our experience that granular soils with good drainage characteristics (as recommended below) provide significant advantages particularly in wet conditions and during cold weather construction. We recommend the following fill materials:

Structural Fill: Clean, non-frost susceptible, sand and gravel free of organics and other deleterious materials meeting the following gradation:

STRUCTURAL FILL

Sieve Size Percent Finer by Weight

4 Inch 100 3 Inch 90 to 100 ¼ Inch 25 to 90 No. 40 0 to 30

No. 200 0 to 6

Structural Fill is recommended for use as:

Backfill located 4’ horizontal width adjacent to foundations Backfill within frost transition zones below entrance slabs and sidewalks

It is our opinion that NHDOT 209.2.1.2 Gravel Backfill meets the intention of the Structural Fill specification and is an adequate substitute.

Granular Fill: Imported materials consisting of a mixture of sand, gravel and silt meeting the following gradation.

GRANULAR FILL

Sieve Size Percent Finer by Weight

6 Inch 100 ¼ Inch 25 to 90 No. 40 0 to 50 No. 200 0 to 20

Granular Fill is recommended for use as:

Fill to raise grade to building subgrade Backfill of foundation walls beyond the 4’ horizontal measure of Structural Fill

Crushed Stone: Crushed, hard, durable rock meeting the gradation requirements for ASTM D-448, No. 57 stone. Crushed Stone is recommended for use as:

Backfill for repair of soft or yielding areas 8 inch thick base beneath footings Basement slab-on-grade base material Foundation underdrain bedding

Recycled Products: Borrow products including various proportions of recycled crushed materials such as asphalt, concrete, and brick can be submitted to S.W.COLE for review and consideration for use. Recycled products must also be tested in accordance with state environmental regulations and approved by a qualified environmental consultant.

Re-Use: The excavated native soils are expected to be soils containing high silt content. The native soils may be reused as exterior building foundation backfill beyond the 4 feet of Structural Fill zone provided they are at a moisture content consistent with meeting project compaction requirements. However, we caution that reuse of the native soils will be sensitive to moisture control. We suggest project planning consider the need for importing off-site Granular Fill for interior building foundation backfill.

Placement and Compaction: Fill should be placed in horizontal lifts and be compacted.

Lift thickness should range between 6 to 12 inches depending upon the size and type of equipment such that the desired density is achieved throughout the lift thickness with 3 to 5 passes of the compaction equipment. We recommend that fill placed below the building areas be compacted to at least 95 percent of its maximum dry density as determined by ASTM D-1557. Foundation backfill should be compacted to at least 95 percent of ASTM D-1557. Crushed Stone should be compacted with 3 to 5 passes of a vibratory plate compactor having a static weight of at least 500 pounds.

4.9 Weather Considerations

Construction activity should be limited during wet and freezing weather and the site soils may require drying or thawing before construction activities may continue. The contractor should anticipate the need for water to temper fills in order to facilitate compaction during dry weather. If construction takes place during cold weather, subgrades, foundations and floor slabs must be protected during freezing conditions. Concrete and fill must not be placed on frozen soil; and once placed, the concrete and soil beneath the structure must be protected from freezing.

4.10 Paved Areas

We anticipate paved areas will be subjected primarily to passenger vehicle and light delivery truck traffic with occasional heavy delivery truck traffic. Considering the site soils, and proposed usage, we offer the following pavement section for consideration.

FLEXIBLE (HMA) PAVEMENT SECTION – 2016 NHDOT Standard Specs Pavement Layer Material Thickness NHDOT ½ inch Superpave Wearing Course 1 ½ inches

NHDOT ¾ inch Superpave Binder Course 2 ½ inches

NHDOT Crushed Gravel (304.3) Base Course 6 inches NHDOT Crushed Gravel (304.2) Base Course 12 inches

The base and subbase materials should be compacted to at least 95 percent of their maximum dry density as determined by ASTM D-1557. Hot mix asphalt pavement should be compacted to 92 to 97 percent of its theoretical maximum density as determined by ASTM D-2041. A tack coat should be used between successive lifts of bituminous pavement.

4.11 Design Review and Construction Testing

S.W.COLE should be retained to review the construction documents prior to bidding to determine that our earthwork, foundation and pavement recommendations have been properly interpreted and implemented.

A soils and concrete testing program should be implemented during construction to observe compliance with the design concepts, plans, and specifications. S.W.COLE is available to observe earthwork activities, the preparation of foundation bearing surfaces and pavement subgrades, as well as to provide testing and IBC Special Inspection services for soils, concrete, steel, spray-applied fireproofing, structural masonry and asphalt construction materials.

5.0 CLOSURE

It has been a pleasure to be of assistance to you with this phase of your project. We look forward to working with you during the construction phase of the project.

Sincerely, S. W. Cole Engineering, Inc.

Tyler S. Demers, E.I.

Geotechnical Engineer

Chad B. Michaud, P.E.

Geotechnical Engineer

TSD:cbm

APPENDIX A

Limitations

This report has been prepared for the exclusive use of WBRC Architects Engineers for specific application to the proposed VAMC Clinical Service Building at 718 Smyth Road in Manchester, New Hampshire. S. W. Cole Engineering, Inc. (S.W.COLE) has endeavored to conduct our services in accordance with generally accepted soil and foundation engineering practices. No warranty, expressed or implied, is made.

The soil profiles described in the report are intended to convey general trends in subsurface conditions. The boundaries between strata are approximate and are based upon interpretation of exploration data and samples.

The analyses performed during this investigation and recommendations presented in this report are based in part upon the data obtained from subsurface explorations made at the site. Variations in subsurface conditions may occur between explorations and may not become evident until construction. If variations in subsurface conditions become evident after submission of this report, it will be necessary to evaluate their nature and to review the recommendations of this report.

Observations have been made during exploration work to assess site groundwater levels. Fluctuations in water levels will occur due to variations in rainfall, temperature, and other factors.

S.W.COLE’s scope of services has not included the investigation, detection, or prevention of any Biological Pollutants at the project site or in any existing or proposed structure at the site. The term “Biological Pollutants” includes, but is not limited to, molds, fungi, spores, bacteria, and viruses, and the byproducts of any such biological organisms.

Recommendations contained in this report are based substantially upon information provided by others regarding the proposed project. In the event that any changes are made in the design, nature, or location of the proposed project, S.W.COLE should review such changes as they relate to analyses associated with this report.

Recommendations contained in this report shall not be considered valid unless the changes are reviewed by S.W.COLE.

APPENDIX B

Figures

APPROXIMATE SITE LOCATION

Copyright:© 2013 National Geographic Society, i-cubed

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SITE LOCATION MAP PREPARED FROM

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INCLUDING USGS AND © 2007 NATIONAL

GEOGRAPHIC SOCIETY.

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Job No.

Date:

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WBRC ARCHITECTS ENGINEERS

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R:\2017\17-0513\CAD\Drawings\17-0513 FDS.dwg, 10/2/2017 11:41:23 AM, 1:1, CEM, S. W. Cole Engineering, Inc.

APPENDIX C

Exploration Logs and Key

BORING NO.:

SHEET:

PROJECT NO.:

PROJECT / CLIENT: MANCHESTER VA MEDICAL CENTER-SPECIALTY CARE BUILDING/ MERIDIAN DATE START:

LOCATION: MANCHESTER, NEW HAMPSHIRE DATE FINISH:

DRILLING CO. : S.W. COLE EXPLORATIONS, LLC

SWC REP.:

CASING:

SAMPLER:

CORE BARREL:

CASING

BLOWS

PER

FOOT NO. PEN. REC.

DEPTH

@ BOT 0-6 6-12 12-18 18-24

1D 24" 13" 2.0' 3 3 4 7 0.9' TOPSOIL

LITE BROWN F-M SAND SOME SILT TRACE GRAVEL (FILL)

2D 24" 24" 4.0' 6 12 20 42 3.5' ~MEDIUM DENSE~

BROWN SAND AND GRAVEL SOME SILT

~DENSE~

3D 9" 6" 5.8' 32 50/3" 5.8'

WEATHERED/SOFT BEDROCK

4D 4" 2" 10.3' 50/4"

INCREASED AUGER RESISTANCE AT 12.5 FEET BGS

5D 2" 0" 15.2' 50/2" 15.2'

BOTTOM OF EXPLORATION AT 15.2' BGS

SAMPLES: SOIL CLASSIFIED BY: REMARKS:

D = SPLIT SPOON

C = 2" SHELBY TUBE DRILLER - VISUALLY STRATIFICATION LINES REPRESENT THE

S = 3" SHELBY TUBE X SOIL TECH. - VISUALLY APPROXIMATE BOUNDARY BETWEEN SOIL TYPES

U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-101

30"

STRATA & TEST DATA

WATER LEVEL INFORMATION

NO FREE WATER OBSERVED

DEPTH

BORING NO.:

SAMPLE SAMPLER BLOWS PER 6"

2.25" 1.375"

SS

HSA -

140 LBS

BORING LOG

E. BARON

ELEVATION:

TYPE SIZE I.D. HAMMER WT.

DRILLER:

HAMMER FALL

± 460 FTSCOTT HOLLABAUGH

B-101

OF

16-0873

12/12/2016 12/12/2016

PROJECT NO.:

PROJECT / CLIENT: MANCHESTER VA MEDICAL CENTER-SPECIALTY CARE BUILDING/ MERIDIAN DATE START:

LOCATION: MANCHESTER, NEW HAMPSHIRE DATE FINISH:

DRILLING CO. : S.W. COLE EXPLORATIONS, LLC

SWC REP.:

CASING:

SAMPLER:

CORE BARREL:

CASING

BLOWS

PER

FOOT NO. PEN. REC.

DEPTH

@ BOT 0-6 6-12 12-18 18-24

1D 24" 19" 2.0' 6 4 6 11 0.2' PEASTONE

BROWN SILTY SAND SOME GRAVEL WITH ROOTS (FILL)

2D 24" 24" 4.0' 15 14 15 15 2.4' ~MEDIUM DENSE~

LIGHT BROWN SAND AND GRAVEL, SOME SILT

3D 24" 4" 7.0' 3 5 10 6 ~MEDIUM DENSE~

4D 13" 6" 8.1' 8 18 50/1" 8.1'

WEATHERED/SOFT BEDROCK

5D 3" 3" 10.2' 50/3" 10.2'

BOTTOM OF EXPLORATION AT 10.2' BGS

SAMPLES: SOIL CLASSIFIED BY: REMARKS:

D = SPLIT SPOON

C = 2" SHELBY TUBE DRILLER - VISUALLY STRATIFICATION LINES REPRESENT THE

S = 3" SHELBY TUBE X SOIL TECH. - VISUALLY APPROXIMATE BOUNDARY BETWEEN SOIL TYPES

U = 3.5" SHELBY TUBE LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL.

E. BARON

ELEVATION:

TYPE SIZE I.D. HAMMER WT.

DRILLER:

HAMMER FALL

± 454 FT

SCOTT HOLLABAUGH

B-102

16-0873

12/12/2016 12/12/2016

BORING LOG

SAMPLE SAMPLER BLOWS PER 6"

2.25"

1.375"SS

HSA -

140 LBS

BORING NO.: B-102

30"

STRATA & TEST DATA

WATER LEVEL INFORMATION

NO FREE WATER OBSERVED

DEPTH

PROJECT NO.:

PROJECT / CLIENT: MANCHESTER VA MEDICAL CENTER-SPECIALTY CARE BUILDING/ MERIDIAN DATE START:

LOCATION: MANCHESTER, NEW HAMPSHIRE DATE FINISH:

DRILLING CO. : S.W. COLE EXPLORATIONS, LLC

SWC REP.:

CASING:

SAMPLER:

CORE BARREL:

CASING

BLOWS

PER

FOOT NO. PEN. REC.

DEPTH

@ BOT 0-6 6-12 12-18 18-24

1D 24" 4" 2.0' 3 12 12 14 0.9' TOPSOIL

2D 24" 20" 4.0' 11 11 12 11 w=10.7%

OLIVE SAND AND SILT SOME GRAVEL (TILL)

3D 24" 24" 7.0' 11 12 13 13 ~MEDIUM DENSE~

4D 16" 16" 11.3' 19 40 50/4" 12.5'

PROBABLE WEATHERED/SOFT BEDROCK

14.0'

BOTTOM OF EXPLORATION AT 14.0' BGS

SAMPLES: SOIL CLASSIFIED BY: REMARKS:

D = SPLIT SPOON

C = 2" SHELBY TUBE DRILLER - VISUALLY STRATIFICATION LINES REPRESENT THE

S = 3" SHELBY TUBE X SOIL TECH. - VISUALLY APPROXIMATE BOUNDARY BETWEEN SOIL TYPES

U = 3.5" SHELBY TUBE X LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL. B-103

30"

STRATA & TEST DATA

WATER LEVEL INFORMATION

NO FREE WATER OBSERVED

DEPTH

BORING NO.:

SAMPLE SAMPLER BLOWS PER 6"

2.25"

1.375"SS

HSA -

140 LBS

BORING LOG

E. BARON

ELEVATION:

TYPE SIZE I.D. HAMMER WT.

DRILLER:

HAMMER FALL

± 454 FT

SCOTT HOLLABAUGH

B-103

16-0873

12/13/2016 12/13/2016

PROJECT NO.:

PROJECT / CLIENT: MANCHESTER VA MEDICAL CENTER-SPECIALTY CARE BUILDING/ MERIDIAN DATE START:

LOCATION: MANCHESTER, NEW HAMPSHIRE DATE FINISH:

DRILLING CO. : S.W. COLE EXPLORATIONS, LLC

SWC REP.:

CASING:

SAMPLER:

CORE BARREL:

CASING

BLOWS

PER

FOOT NO. PEN. REC.

DEPTH

@ BOT 0-6 6-12 12-18 18-24

1D 24" 19" 2.0' 5 6 7 6 0.8' TOPSOIL

BROWN GRAVELLY SAND SOME SILT (FILL)

2D 24" 16" 4.0' 9 8 9 9 3.2' ~MEDIUM DENSE~

BROWN SILTY GRAVELLY SAND (FILL)

3D 24" 19" 7.0' 9 8 7 6 6.0' ~MEDIUM DENSE~

4D 24" 11" 9.0' 6 9 11 12 w=3.6% LIGHT BROWN SAND AND GRAVEL SOME SILT

~MEDIUM DENSE~

10.0' 5D 24" 24" 12.0' 6 8 10 18

OLIVE-BROWN SILTY GRAVELLY SAND (TILL)

6D 11" 11" 19.0' 50/5" ~MEDIUM DENSE TO VERY DENSE~

7D 4" 3" 20.3' 50/4"

23.0'

WEATHERED WHITE COARSE GRAINED GRANITE

8D 6" 6" 25.5' 50/6" 25.5'

BOTTOM OF EXPLORATION AT 25.5' BGS

SAMPLES: SOIL CLASSIFIED BY: REMARKS:

D = SPLIT SPOON

C = 2" SHELBY TUBE DRILLER - VISUALLY STRATIFICATION LINES REPRESENT THE

S = 3" SHELBY TUBE X SOIL TECH. - VISUALLY APPROXIMATE BOUNDARY BETWEEN SOIL TYPES

U = 3.5" SHELBY TUBE X LABORATORY TEST AND THE TRANSITION MAY BE GRADUAL.

E. BARON

ELEVATION:

TYPE SIZE I.D. HAMMER WT.

DRILLER:

HAMMER FALL

±458 FTSCOTT HOLLABAUGH

B-104

16-0873

12/12/2016 12/12/2016

BORING LOG

SAMPLE SAMPLER BLOWS PER 6"

2.25" 1.375"

SS

HSA -

140 LBS

BORING NO.: B-104

30"

STRATA & TEST DATA

WATER LEVEL INFORMATION

SOIL SATURATED AT 13.5' BGS

DEPTH

PROJECT: 16-0873

CLIENT: 12/13/2016

LOCATION: E.BARON

* POSSIBLE REFUSAL ON BOULDER OR COBBLE

442 8.5 437.2

451 5.5 445.5

4.8

5.5

9.0 436.2

447 7.0 440.0

442 5.8

7.0

9.2 436.0

447 1.5 445.5

1.5

7.0

448 16.0 432.9

453 NA

15.1

437.9

444 9.2 436.9

20.0 NA

446.7

10.0 440.7

455 4.1 451.0*

4.3

7.3

451.0

452 8.0 446.0

14.0 443.0

6.0

9.0

P-113

P-114

P-115

P-116

P-110

P-111

P-112

P-105

P-106

P-107

P-108

P-104

5.1

451 7.5

4.0

P-109

12.7

PROBE DATA

PROBE NUMBER

APPROXIMATE

GROUND SURFACE

ELEVATION (FT)

APPROXIMATE

TERMINATION

DEPTH (FT)

APPROXIMATE TOP

OF BEDORCK

ELEVATION (FT)

APPROXIMATE

BEDROCK DEPTH

(FT)

MANCHESTER VA MEDICAL CENTER-SPECIALTY CARE BUILDING PROJECT NO:

DATE:

S.W.COLE REP:

4.0*

12.1

7.1

MERIDIAN ASSOCIATES

MANCHESTER , NEW HAMPSHIRE

P-101

P-102

P-103

PROJECT: 17-0513

CLIENT: 9/20/2017

LOCATION: T. Demers

1 Test probe omitted (Buried utilities) 2 Test probe terminated (Auger cuttings appear to be concrete - Possible concrete pad or buried utilities)

WBRC Architects Engineers 718 Smyth Road, Manchester, New Hampshire

P-2011

P-202

P-203

PROBE DATA

PROBE

NUMBER

APPROXIMATE

GROUND SURFACE

ELEVATION (FT)

APPROXIMATE

TERMINATION

DEPTH (FT)

APPROXIMATE TOP

OF BEDORCK

ELEVATION (FT)

APPROXIMATE

BEDROCK DEPTH

(FT)

Proposed VAMC Clinical Services Building PROJECT NO:

DATE:

S.W.COLE REP:

P-2042

454 2.5

457 11.5 448.5

10.0 -

8.5 not encountered

KEY TO THE NOTES & SYMBOLS

Test Boring and Test Pit Explorations

All stratification lines represent the approximate boundary between soil types and the transition may be gradual.

Key to Symbols Used:

w - water content, percent (dry weight basis) qu - unconfined compressive strength, kips/sq. ft. - based on laboratory unconfined compressive test Sv - field vane shear strength, kips/sq. ft.

Lv - lab vane shear strength, kips/sq. ft.

qp - unconfined compressive strength, kips/sq. ft. based on pocket penetrometer test O - organic content, percent (dry weight basis) WL - liquid limit - Atterberg test WP - plastic limit - Atterberg test WOH - advance by weight of hammer WOM - advance by weight of man WOR - advance by weight of rods HYD - advance by force of hydraulic piston on drill RQD - Rock Quality Designator - an index of the quality of a rock mass. RQD is computed from recovered core samples.

T - total soil weight B - buoyant soil weight

Description of Proportions:

0 to 5% TRACE 5 to 12% SOME 12 to 35% "Y"

35+% AND

REFUSAL: Test Boring Explorations - Refusal depth indicates that depth at which, in the drill foreman's opinion, sufficient resistance to the advance of the casing, auger, probe rod or sampler was encountered to render further advance impossible or impracticable by the procedures and equipment being used.

REFUSAL: Test Pit Explorations - Refusal depth indicates that depth at which sufficient resistance to the advance of the backhoe bucket was encountered to render further advance impossible or impracticable by the procedures and equipment being used.

Although refusal may indicate the encountering of the bedrock surface, it may indicate the striking of large cobbles, boulders, very dense or cemented soil, or other buried natural or man-made objects or it may indicate the encountering of a harder zone after penetrating a considerable depth through a weathered or disintegrated zone of the bedrock.

F:\Miscellaneous\Word\LABFORMS\key to notes and symbols.doc

APPENDIX D

Laboratory Test Results