S02 - SOW - Att 12 - Geotechnical Report - EHRM Infra Upgrades - Constr - Togus.pdf

REPORT

23-1147

July 26, 2023

Explorations and Geotechnical Engineering Services

Proposed Main Computer Room Off Stoddard Street VA Togus Chelsea, Maine

Prepared For:

GDM Architects-Engineers Attention: Conrad Chandler, P.E.

1401 W. 34th Avenue Anchorage, AK 99503

Prepared By:

S. W. Cole Engineering, Inc.

26 Coles Crossing Drive Sidney, ME 04330 T: 207.626.0600

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

2.2 Field Testing

2.3 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 Segmental Retaining Wall

4.9 Fill, Backfill and Compaction

4.10 Weather Considerations

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

GDM Architects-Engineers Attention: Conrad Chandler, P.E.

1401 W. 34th Avenue Anchorage, AK 99503

Subject: Explorations and Geotechnical Engineering Services

Off Stoddard Road VA Togus Campus Chelsea, Maine

Dear Conrad:

In accordance with our Proposal, dated June 7, 2023, 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 in order to develop geotechnical recommendations relative to foundations and earthwork associated with the proposed construction. Our scope of services included test boring 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 in a moderately to heavily wooded area on the westerly side of Stoddard Street on the VA Togus campus. The site generally slopes downward from north to south with up to 20 feet of surface relief across the proposed development area.

Surficial cobbles and boulders were observed across the proposed development area.

Based on the conceptual plan received 7/20/2023, we understand development plans call for construction of a new, ±110-foot by 40-foot, single-story building and ±30-foot by 40-foot utility area cut into the existing slope on the westerly side of Stoddard Street.

We anticipate the building structure will be a combination of wood and metal stud framing with slab on-grade floor and spread footing foundations. We understand the utility area will include equipment supported on on-grade slab foundations. We understand the proposed cut slopes will taper up to ±10 feet in height and new site retaining walls with exposed heights of up to 7 feet tall are proposed.

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

2.0 EXPLORATION AND TESTING

2.1 Explorations

Six test borings (B-23-1 through B-23-6) were made at the site on June 27 and 28, 2023 by S. W. Cole Explorations, LLC. The exploration locations were selected and established in the field, where accessible, by S. W. Cole Engineering, Inc. (S.W.COLE) using a mapping grade GPS. The approximate exploration locations are shown on the “Exploration Location Plan” attached in Appendix B. Logs of the explorations and a key to the notes and symbols used on the logs are attached in Appendix C.

2.2 Field Testing

The test borings were drilled using a combination of hollow-stem auger, cased wash-boring, and NQ2 rock core techniques. The soils were sampled at 2-to-5-foot intervals using a split spoon sampler and Standard Penetration Testing (SPT) methods. Pocket Penetrometer Tests (PPT) were performed where stiffer cohesive soils were encountered. Upon encountering refusal borings B-23-4 and B-23-6 were advanced 24 and 15 feet into bedrock, respectively, by rock core. SPT blow counts, PPT, and Rock Quality Designation (RQD) are shown on the logs. Photos of the rock core are attached in Appendix C.

2.3 Laboratory Testing

Soil and rock core samples obtained from the explorations were returned to our laboratory for further classification and testing. Soil moisture content and unconfined rock core compressive strength test results are noted on the logs. The results of one soil gradation test are attached in Appendix D.

3.0 SUBSURFACE CONDITIONS

3.1 Soil and Bedrock

Test borings B-23-1 through B-23-6 were made in the area of the proposed building and encountered a soils profile generally consisting of forest duff overlying surficial sand overlying glacial till overlying refusal surfaces (bedrock) on the upland side of the site and forest duff over stiff clayey silt overlying glacial till overlying refusal surfaces (bedrock) on the downslope side of the site. The principal strata encountered are summarized below.

Not all the strata were encountered at each exploration; refer to the attached logs for more detailed subsurface information.

Surficial: A surface layer of forest duff was encountered in each exploration. The forest duff generally varied from about 7 to 16 inches in thickness. Numerous cobbles and boulders were observed across the site.

Native Clayey Silt: Below the forest duff, borings B-23-1, B-23-2, and B-23-3 encountered, native, very stiff to stiff, clayey silt with sand. The native clayey silt with sand extended to depths of about 4.5 to 9.5 feet.

Native Glacial Till: Below the forest duff or native clayey silt, glacial till was encountered in each exploration. The glacial till generally consisted of dense to very dense, gravelly silty sand with cobbles and boulders.

Refusal Surfaces (Probable Bedrock): Each of the explorations was continued to a refusal surface (probable bedrock) at depths varying from about 6 to 15 feet below the ground surface. Rock coring performed at borings B-23-4 and B-23-6 encountered bedrock consisting of gray, Granodiorite with an RQD of 48 to 87 percent.

3.2 Groundwater

The soils encountered at the test borings were moist from the ground surface. Saturated soils were encountered in borings B-23-4 and B-23-6 at depths of about 9 to 12 feet.

Groundwater will likely become perched on the relatively impervious clayey silt, glacial till, and bedrock encountered at the test borings. 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:

• Relatively shallow bedrock is present at the site, including within proposed cut area for the proposed building and yard area. The bedrock will require blasting for excavation. Loose and over-blasted bedrock must be removed beneath the proposed building footprint.

• Spread footing foundations and a slab-on-grade floors bearing on properly prepared subgrades appear suitable for the proposed building. Footings should bear on at least 6 inches of compacted Crushed Stone covered with a geotextile fabric. On-grade floor slabs should bear on at least 18 inches of properly compacted Crushed Stone. Geotextile fabric should be used in areas with soil subgrade.

• Based on the findings at the explorations, foundation and slab subgrade for the proposed building is anticipated to transition from bedrock to glacial till soils along the westerly edge of the proposed building. The layer of crushed stone below footings is intended to help transition between bedrock and soil bearing conditions and to help minimize differential settlement between differing subgrade materials.

• Groundwater seepage should be anticipated from rock and soil cut slopes. The contractor should anticipate the need to dewater temporary excavations for foundations and utilities.

• Blasted bedrock may be processed on-site to reuse for mass fills in the proposed paved areas as well as gravels for pavements and foundation backfill. The existing site soils are generally silty and may be suitable for reuse as subgrade fill in paved areas, provided earthwork is completed during dry, non-freezing weather.

4.2 Site and Subgrade Preparation

We recommend 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.

We anticipate subgrades for the proposed building and utility area will generally consist of bedrock with areas of glacial till soils along the southerly edge of the site. We recommend spread footings be underlain by at least 6 inches of Crushed Stone and the slab on grade floor be underlain by 18 inches of Crushed Stone. The layer of Crushed Stone below footings is intended to help transition between bedrock and soil bearing conditions and to help minimize differential settlement between differing subgrade materials.

Utility yard equipment foundations should bear on at least 6 inches of compacted Crushed Stone overlying compacted Structural Fill extending to frost depth (5 feet) or bedrock, whichever is shallower. The extent of soil removal below foundations 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

Excavations will generally encounter forest duff, soils with organics, native clayey silt and sandy silt, glacial till, cobbles and boulders, and bedrock. Care must be exercised during construction to limit disturbance of soil bearing surfaces.

Based on the subsurface findings, we anticipate bedrock removal will be required to achieve proposed building and site grades. We understand bedrock removal with blasting will not be permitted at the site due to proximity to the VAMC hospital. Based on the bedrock present at the site, we anticipate hoe ramming will not be feasible for rock removal. We anticipate rock removal will require drilling and splitting with hydraulic wedges or expansive cement. We anticipate the closely-spaced, large-diameter drill hole (such as with an air-track) will be needed. We recommend a licensed contractor be engaged to provide bedrock removal.

Vibrations from construction should be controlled below threshold limits of 0.5 in/sec for structures, water supply wells and infrastructure within 500 feet of the project site. More restrictive vibration limits may be warranted in specific cases with sensitive equipment, historic structures, or artifacts on-site or within close proximity.

Groundwater seepage should be anticipated from rock and soil cut slopes. Sumping and pumping dewatering techniques should be adequate to control groundwater in smaller excavations. Construction of ditches and swales will likely be needed to assist groundwater control within deeper rock cut area. Controlling the water levels to at least one foot below planned soil excavation depths will help stabilize subgrades during construction. Excavations must be properly shored or sloped in accordance with OSHA Regulations to prevent sloughing and caving of the sidewalls during construction. Care must be taken to preclude undermining adjacent structures, utilities, and roadways. The design and planning of excavations, excavation support systems, and dewatering is the responsibility of the contractor.

4.4 Foundations

We recommend the proposed building be supported on spread footings founded on at least 6 inches of Crushed Stone bearing on properly prepared glacial till or bedrock.

Exterior equipment supported on shallow mat foundations, should be founded on at least 6 inches of compacted Crushed Stone overlying compacted Structural Fill extending to frost depth or bedrock, whichever is shallower. 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 (100-year AFI) 5 feet Allowable Soil Bearing Pressure 5.0 ksf Allowable Bedrock Bearing Pressure 10.0 ksf Base Friction Factor 0.35 Total Unit Weight of Backfill 125 pcf At-Rest Lateral Earth Pressure Coefficient 0.5 Internal Friction Angle of Backfill 30° Seismic Soil Site Class C (IBC 2015) Estimated Total Settlement 1-inch or less Differential Settlement ½-inch or less

4.5 Foundation Drainage

We recommend an underdrain system be installed on the outside edge of perimeter footings. The underdrain pipe should consist of 4-inch diameter, perforated SDR-35 foundation drainpipe 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 120 pci (pounds per cubic inch) provided the slab is underlain by at least 18 inches of compacted 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.

The presence of shallow bedrock beneath the proposed building increases the risk of radon intrusion in the building. We recommend building design consider a sub-slab radon venting system and positive building pressurization. Radon design should be provided by a qualified radon consultant.

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 non-frost susceptible Structural Fill be provided to a depth of at least 5 feet below the top of entrance slabs. This thickness of Structural Fill should extend the full footprint of the entrance slab, 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 Segmental Retaining Wall

Based on the anticipated variable subsurface conditions, we recommend the proposed site retaining walls consist of segmental-block retaining walls (SRWs). We recommend the segmental block consist of wet-cast segmental retaining wall units. We recommend the facing blocks be founded on a minimum 6-inch-thick leveling course of compacted Crushed Stone overlying properly prepared subgrades. For design of Segmental Retaining Walls (SRW), such as Redi-Rock, we recommend the following geotechnical parameters for design:

Geotechnical Parameters for Segmental Retaining Wall Wall Zone Unit Weight (pcf) Friction Angle Reinforced Soil 130 34 Retained Soil 125 30 Foundation Soil 125 30

Design of the retaining wall and evaluation of base sliding, overturning and internal stability of the wall are the responsibility of the wall design engineer. The wall designer must account for construction surcharge loads and future live load conditions.

S.W.COLE should be retained to perform a global stability analysis of the SRW and to review the SRW submittal if designed by others.

We recommend SRW walls meet the requirements of current NCMA design methodologies and material requirements.

4.9 Fill, Backfill and Compaction

We recommend the following fill and backfill materials: recycled products must also be tested in accordance with applicable environmental regulations and approved by a qualified environmental consultant.

Structural Fill: Backfill for foundations and material below exterior entrances slabs should be clean, non-frost susceptible sand and gravel meeting the gradation requirements for Structural Fill as given below:

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

Crushed Stone: Crushed Stone, used beneath foundations and for underdrain aggregate should be washed ¾-inch crushed stone meeting the requirements of 2020 MaineDOT Standard Specification 703.13 Crushed Stone ¾-Inch.

Reuse of Site Soils: The non-organic on-site soils are silty and unsuitable for reuse in building areas but may be suitable for reuse as subgrade fill in paved and landscape areas, provided earthwork is completed during dry, non-freezing weather and the soils are at a compactable moisture content at the time of reuse.

Placement and Compaction: Fill should be placed in horizontal lifts and compacted such that the desired density is achieved throughout the lift thickness with 3 to 5 passes of the compaction equipment. Loose lift thicknesses for grading, fill and backfill activities should not exceed 12 inches. We recommend that fill and backfill in building and paved areas be compacted to at least 95 percent of its maximum dry density as determined by 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.

4.10 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.

4.11 Design Review and Construction Testing

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

A construction material testing and quality assurance 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, fire-stopping, 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.

Michael St. Pierre, P.E.

Senior Geotechnical Engineer

MAS:rec

APPENDIX A

Limitations

This report has been prepared for the exclusive use of GDM Architects-Engineers for specific application to the proposed Main Computer Room project at the Togus VA off Stoddard Street in Chelsea, Maine. 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

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Scale Sheet

Job No.

Date:

23-1147 07/20/2023

1" = 30'

EXPLORATION LOCATION PLAN

GDM ARCHITECTS-ENGINEERS

PROPOSED MAIN COMPUTER ROOM

OFF STODDARD STREET

VA TOGUS CAMPUS, CHELSEA, MAINE

0 30 60 9015

Feet

NOTES:

1. EXPLORATION LOCATION PLAN PREPARED FROM

ORTHOIMAGERY ENTITLED "ORTHOREGIONAL2018," PROVIDED

BY THE MAINE GEOLIBRARY.

2. PROPOSED BUILDING OVERLAID FROM A GEOREFERENCED

CAD FILE PROVIDED BY GDM ARCHITECTS-ENGINEERS,

RECEIVED VIA E-MAIL 6/13/2023.

3. THE BORINGS LOCATED IN THE FIELD BY GPS SURVEY BY

S. W. COLE ENGINEERING, INC. USING A MAPPING GRADE GPS

RECEIVER.

4. THIS PLAN SHOULD BE USED IN CONJUNCTION WITH THE

ASSOCIATED S. W. COLE ENGINEERING, INC. GEOTECHNICAL

REPORT.

5. THE PURPOSE OF THIS PLAN IS ONLY TO DEPICT THE

LOCATION OF THE EXPLORATIONS IN RELATION TO THE

EXISTING CONDITIONS AND PROPOSED CONSTRUCTION AND

IS NOT TO BE USED FOR CONSTRUCTION.

LEGEND

APPROXIMATE BORING LOCATION

ST

O

DD

AR

D

ST

PROPOSED BUILDING

(APPROXIMATE

LOCATION)

B-23-1

B-23-2

B-23-3

B-23-4

B-23-5

B-23-6

Maine GeoLibrary

STRUCTURAL FILL

M

IN

5.

0'

M

IN

HEATED SPACE

EXTERIOR

FOUNDATION WALL

ENTRANCE SLAB

PAVEMENT

PAVEMENT BASE

PAVEMENT SUBBASE

PERFORATED UNDERDRAIN PIPE

BEDDED IN 3/4" CRUSHED

STONE WRAPPED IN GEOTEXTILE

FILTER FABRIC

PROPERLY PREPARED

SUBGRADE

(SEE REPORT)

FLOOR SLAB

STRUCTURAL

FILL

6" OF 3/4" CRUSHED STONE

THERMAL BREAK

RADON VENT BY OTHERS

RIGID INSULATION (TYP)

GEOTEXTILE SEPARATION FABRIC

SUCH AS MIRAFI 180N OR

APPROVED EQUIVALENT

OVERLYING SOIL SUBGRADES

GDM ARCHITECTS-ENGINEERS

PROPOSED MAIN COMPUTER ROOM

OFF STODDARD STREET

VA TOGUS CAMPUS, CHELSEA, MAINE

FOUNDATION DETAIL SKETCH

Job No.:

Date :

23-1147 07/20/2023

Scale:

Sheet:

Not to Scale

S.W.COLE

E N G I N E E R I N G , I N C .

NOTE:

1. UNDERDRAIN INSTALLATION

AND MATERIAL GRADATION

RECOMMENDATIONS ARE

CONTAINED WITHIN THIS

REPORT.

2. DETAIL IS PROVIDED FOR

ILLUSTRATIVE PURPOSES ONLY,

NOT FOR CONSTRUCTION.

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APPENDIX C

Exploration Logs and Key

KEY TO NOTES & SYMBOLS

Test Boring and Test Pit Explorations

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. - laboratory test Sv - field vane shear strength, kips/sq. ft.

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

qp - unconfined compressive strength, kips/sq. ft. – 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.

γT - total soil weight γB - buoyant soil weight

Description of Proportions: Description of Stratified Soils

Parting: 0 to 1/16” thickness Trace: 0 to 5% Seam: 1/16” to 1/2” thickness Some: 5 to 12% Layer: ½” to 12” thickness “Y” 12 to 35% Varved: Alternating seams or layers And 35+% Occasional: one or less per foot of thickness With Undifferentiated Frequent: more than one per foot of thickness

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.

0-2

2-4

5-7

10-12

Forest Duff

Very stiff, brown, clayey SILT, trace fine sand

Very stiff, gray and brown mottled, clayey

SILT

Dense, brown, gravelly silty SAND with cobbles (Glacial Till)

Auger Refusal at 12.0 feet Probable Bedrock

24/24

24/24

24/24

24/15

1D

2D

3D

4D

1-2-5-7

6-7-10-

3-5-7-8

17-17- 11-10 qP=8.5-9.0 ksf qP=7.5-8.0 ksf qP=5.0-7.0 ksf

Water Level

AUGER ID/OD: 2 1/4 in / 5 5/8 in

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 12.0

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: N/A

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: N/A /N/AHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): No free water observed

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

-1

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/27/2023

BORING NO.: B-23-1

BORING NO.: B-23-1

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/27/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

1.0

3.0

9.5

5-7

10-12

Forest Duff Very stiff, brown, clayey SILT, trace fine sand

Dense to very dense, brown, silty gravelly SAND with cobbles (Glacial Till)

Auger Refusal at 13.7 feet Probable Bedrock

24/18

24/16

24/24

24/6

1D

2D

3D

4D

1-2-3-6

5-7-8-

13-27- 27-40

11-10- 19-22 qP=5.0-5.5 ksf qP=6.0-8.0 ksf

ID 14919A

w =8.1 %

Water Level

AUGER ID/OD: 2 1/4 in / 5 5/8 in

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 13.7

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: N/A

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: N/A /N/AHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): No free water observed

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/27/2023

BORING NO.: B-23-2

BORING NO.: B-23-2

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/27/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

0.6

4.3

5-6.2

Forest Duff Very stiff, brown and gray mottled, clayey

SILT

Auger Refusal at 6.2 feet Probable Bedrock

24/16

24/24

14/10

1D

2D

3D

2-3-4-3

3-6-8-8

10-20- 50/2" qP=6.0-7.0 ksf qP=7.5-8.5 ksf

Water Level

AUGER ID/OD: 2 1/4 in / 5 5/8 in

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 6.2

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: N/A

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: N/A /N/AHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): No free water observed

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/27/2023

BORING NO.: B-23-3

BORING NO.: B-23-3

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/27/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

0.8

2-3.1

5-6.3

6.3- 11.3

11.3- 16.3

16.3- 21.3

21.3- 26.3

26.3- 30.3

Forest Duff

Very dense, brown, gravelly silty SAND, with cobbles and boulders (Glacial Till)

Gray, fine-grained, GRANODIORITE, hard, fresh to very slightly weathered, joints are horizontal to low angle (0-35° from horizontal), close to moderately close, and tight to slightly open.

Bottom of Exploration at 30.3 feet

24/8

13/4

16/16

60/58

60/60

60/60

60/60

48/48

1D

2D

3D

1R

2R

3R

4R

5R

1-1-2-7

17-46- 50/1"

37-38- 50/4"

ID 14920A

UCT=20,440psi

Water Level

AUGER ID/OD: N/A / N/A

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 30.3

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: NQ2 / 2

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: 4 in / 4 1/2 inHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Cased Boring

WATER LEVEL DEPTHS (ft): 11.8 ft measured in open borehole after coring

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/28/2023

BORING NO.: B-23-4

BORING NO.: B-23-4

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/28/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

1.3

6.3

0-2 Forest Duff

Dense, brown, gravelly silty SAND with cobbles and boulders (Glacial Till)

Auger Refusal at 4.6 feet Probable Bedrock

24/141D 6-7-29-

Water Level

AUGER ID/OD: 2 1/4 in / 5 5/8 in

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 4.6

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: N/A

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: N/A /N/AHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): No free water observed

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/28/2023

BORING NO.: B-23-5

BORING NO.: B-23-5

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/28/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

1.0

0-1.8

5-7

10-12

15-15.1 15.1- 20.1

20.1- 25.1

25.1- 30.1

Forest Duff

Dense to very dense, brown, gravelly silty SAND with cobbles and boulders (Glacial Till)

Gray, fine-grained, GRANODIORITE, hard, fresh to very slightly weathered, joints are horizontal to low angle (0-35° from horizontal), close to moderately close, and tight to slightly open.

Bottom of Exploration at 30.1 feet

22/13

24/18

24/15

1/0 60/60

60/60

60/60

1D

2D

3D

4D 1R

2R

3R

1-2-7- 50/4"

20-21- 25-30

15-17- 15-10

50/1"

ID 14921A

UCT=15,400psi

Water Level

AUGER ID/OD: N/A / N/A

ELEVATION (FT):

bpf = Blows per Foot

TOTAL DEPTH (FT): 30.1

U = Thin Walled Tube Sample

DRILLER: Kevin Hanscom

KEY TO NOTES

AND SYMBOLS:

Sv = Field Vane Shear Strength, kips/sq.ft.

Drilling Information

RIG TYPE: Track Mounted Diedrich D-50

HAMMER TYPE: Automatic

GENERAL NOTES:

Pen. = Penetration Length Rec. = Recovery Length

LOGGED BY: Kevin Hanscom

CORE BARREL: NQ2 / 2

At time of Drilling At Completion of Drilling After Drilling

D = Split Spoon Sample

CASING ID/OD: 4 in / 4 1/2 inHAMMER WEIGHT (lbs): 140

R = Rock Core Sample V = Field Vane Shear mpf = Minute per Foot

WOR = Weight of Rods WOH = Weight of Hammer RQD = Rock Quality Designation

HAMMER DROP (inch): 30

DRILLING CO.: S. W. Cole Explorations, LLC

PID = Photoionization Detector N/A = Not Applicable

SAMPLER: Standard Split-Spoon qU = Unconfined Compressive Strength, kips/sq.ft.

Ø = Friction Angle (Estimated)

DRILLING METHOD: Cased Boring

WATER LEVEL DEPTHS (ft): 8.8 ft measured in open borehole prior to coring

LOCATION: See Exploration Location Plan

HAMMER CORRECTION FACTOR: 1.53

Depth (ft)

Depth (ft)

Casing Pen.

(bpf)

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.

SAMPLE INFORMATION

H20 Depth Remarks

Sample Description & ClassificationT yp e

Elev.

(ft)

G ra ph ic

L og

Pen./ Rec.

(in)

Sample No.

Blow Count or

RQD

Field / Lab Test Data

B O

R

IN

G

W E

LL

-1

2-

7.

G P

J S

W C

E T

E M

P

LA

T E

.G D

T

/2

/2

DATE FINISH: 6/28/2023

BORING NO.: B-23-6

BORING NO.: B-23-6

PROJECT NO. 23-1147

SHEET: 1 of 1

DATE START: 6/28/2023

BORING LOG

PROJECT: Proposed Main Computer Room CLIENT: GDM Architects-Engineers

LOCATION: Togus VAMC Campus, off Stoddard Street, Chelsea, Maine

1.0

15.1

B-23-4, 1R 6.3-11.3 ft

B-23-4, 2R 11.3-16.3 ft B-23-4, 3R 16.3-21.3 ft B-23-4, 4R 21.3-26.3 ft

B-23-4, 5R, 26.3-30.0 ft B-23-6, 1R, 15.1-20.1 ft B-23-6, 2R, 20.1-25.1 ft B-23-6, 3R, 25.1-30.1 ft

APPENDIX D

Laboratory Test Results

Project Name AUGUSTA ME - PROPOSED VA TOGUS CAMPUS MAIN COMPUTER

ROOM - EXPLORATIONS AND GEOTECHNICAL ENGINEERING

Project Number 23-1147

Lab ID 14919A

Material Source B-23-2, 3D, 5FT Date Completed 7/21/2023

Tested By TRAVIS SMITH

Date Received 7/17/2023

ASTM C-117 & C-136

Client GDM, INC.

Report of Gradation

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.00100.01000.10001.000010.0000100.0000

SIEVE SIZE - mm

A M

O U

N T

P A

S S

IN

G

3" 2" 1" #10 #20 #40 #100 #2001/2" 1/4"

SIEVE SIZE AMOUNT PASSING (%)STANDARD

DESIGNATION (mm/µm)

6" 100150 mm 4" 100100 mm 3" 10075 mm 2" 10050 mm

1-1/2" 10038.1 mm 1" 10025.0 mm

3/4" 8919.0 mm 1/2" 7912.5 mm 3/8" 799.5 mm 1/4" 736.3 mm

No. 4 29.5% Gravel704.75 mm No. 10 632.00 mm No. 20 56850 um No. 40 48.2% Sand49425 um No. 60 42250 um

No. 100 34150 um No. 200 22.3% Fines22.375 um

SheetComments: As Delivered MC: 8.1%