Thomaston Cold Storage Building Addendum 3.pdf

Engineering, Safety, and Sustainability Division

163 Great Hill Road • Portland, CT 06480 www.ct.gov/deep Affirmative Action/Equal Opportunity Employer

Project Name:

Project Location:

Project/ Solicitation

Number:

Invitation to Bid Addendum #3

DEEP Standardized Cold Storage Building at Thomaston

Garage

422 Watertown Road, Thomaston, CT

DEPA00013203605/DEEP062526CM

Date: 07/16/2026

Bid Opening 2:00 P.M. Local Time July 31st, 2026

Addendum 1 June 30th, 2026

Addendum 2 July 2nd, 2026

Addendum 3 July 16th, 2026

Attachments included with this addendum are listed below:

ATTACHMENT A: Geotechnical Report

ATTACHMENT B: Pre-Bid Meeting Minutes and Sign In Sheet

1.) Posting of requested Geotechnical Report along with the Pre-Bid Meeting Minutes and the Pre-Bid Sign In Sheet.

http://www.ct.gov/deep

LindgrenS Text Box Attachment A

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GEOTECHNICAL ENGINEERING REPORT

DEEP STORAGE BUILDING

422 WATERTOWN ROAD

THOMASTON, CONNECTICUT

Prepared for:

TLB Architecture, LLC 92 West Main Street

Chester, Connecticut 06451

Prepared by:

Down To Earth Consulting, LLC 27 Siemon Company Drive - Suite No. 363 West

Watertown, Connecticut 06795

File No. 0044-006.00

June 2025

June 6, 2025 File No. 0044-006.00

Michael P. Fortuna, AIA TLB Architecture, LLC 92 West Main Street Chester, Connecticut 06412

Re: Geotechnical Engineering Report DEEP Storage Building

Thomaston, Connecticut

Dear Mr. Fortuna:

Down To Earth Consulting, LLC (DTE) is pleased to submit this geotechnical engineering report for the proposed Storage Building that will be located at 422 Watertown Road in Thomaston, Connecticut. We appreciate this opportunity to work with you. Please call if you have any questions.

Sincerely, Down To Earth Consulting, LLC

Daniel F. LaMesa, P.E.

Principal

Thomaston, Connecticut

File No. 0044-006.00 – June 6, 2025 Page No. i

TABLE OF CONTENTS

1.0 INTRODUCTION

2.0 BACKGROUND

3.0 SUBSURFACE DATA

3.1 GENERAL SITE GEOLOGY

3.2 TEST BORINGS

4.0 SUBSURFACE CONDITIONS

4.1 SUBSURFACE PROFILE

4.1.1 Fill

4.1.2 Sand

4.1.3 Bedrock

4.2 GROUNDWATER

5.0 GEOTECHNICAL RECOMMENDATIONS

5.1 FOUNDATIONS

5.1.1 Foundation Type and Bearing Strata

5.1.2 Footing Levels and Sizes

5.1.3 Allowable Bearing Pressures and Settlement Estimates

5.1.4 Drainage

5.2 SLAB

5.3 RETAINING WALLS

5.3.1 Backfill and Drainage

5.3.2 Lateral Earth Pressures

5.3.3 Resistance to Lateral Loads

5.4 SEISMIC DESIGN

6.0 MATERIALS RECOMMENDATIONS

6.1 ON-SITE MATERIALS

6.2 COMPACTED GRANULAR FILL

6.3 SAND AND GRAVEL

6.4 CRUSHED STONE

6.5 GEOTEXTILE FABRIC

6.6 PLACEMENT AND COMPACTION REQUIREMENTS

7.0 CONSTRUCTION RECOMMENDATIONS

7.1 SUBGRADE PREPARATION

7.2 BEDROCK REMOVAL

7.3 TEMPORARY EXCAVATIONS

7.4 TEMPORARY GROUNDWATER CONTROL

8.0 REVIEW OF FINAL DESIGN, PLANS, AND SPECIFICATIONS

9.0 CONSTRUCTION QUALITY CONTROL

10.0 LIMITATIONS

APPENDICES

APPENDIX 1 – FIGURES

APPENDIX 2 – BORING LOGS

APPENDIX 3 – LIMITATIONS

Page No. 1

1.0 INTRODUCTION

This report provides geotechnical design and construction recommendations for the proposed Storage Building that will be located at 422 Watertown Road in Thomaston, Connecticut. Refer to Figures 1 and 2 (in Appendix 1) for the approximate site and proposed building location, respectively.

Our geotechnical engineering services included: reviewing project plans, observing test borings, characterizing subsurface conditions within the project limits, performing geotechnical engineering analyses, and providing geotechnical design and construction recommendations for the proposed building. Our services were performed in accordance with our September 9, 2024 proposal. Our project understanding is based on the drawings titled DEEP Standardized Storage Buildings, 422 Watertown Road, Thomaston, Connecticut, prepared by TLB Architecture, LLC, dated November 8, 2025.

Our recommendations are based on allowable stress design methods and the 2021 International Building Code with 2022 Connecticut Supplements (Building Code). Elevations (El.) are in feet and based on the datum in the above referenced drawings.

2.0 BACKGROUND

We understand that a new two-story storage building (about 8,894 gross square feet) will be constructed at the site. The building footprint will be about 102.7 feet by 43.3 feet with a slab-on-grade (i.e., no basement level) at about Elevation (El.) 372. Foundation and slab loads were not available at the time this report was prepared. Associated access roads, parking areas, site retaining walls, sidewalks, drainage structures, utilities, and landscape areas will also be constructed. Site grades will be raised and cut up to about 6 and 8 feet, respectively, in some areas to accommodate the new buildings and other site improvements.

3.0 SUBSURFACE DATA

3.1 GENERAL SITE GEOLOGY

Published surficial and bedrock geological map data (1:125,000 scale, Surficial Materials Map of Connecticut, Janet Radway Stone, 1992 and Bedrock Geological Map of Connecticut, John Rodgers, 1985) was reviewed. The Site surficial material is mapped as sand and gravel deposits.

The underlying bedrock is classified as gneiss and schist.

3.2 TEST BORINGS

We observed and logged five test borings (B-1 through B-5) drilled by our subcontractor SITE, LLC on May 14, 2025. Boring locations are depicted on Figure 2 (Appendix 1) and the logs are included in Appendix 2. Borings were located in the field by taping/pacing from existing site features and should be considered approximate. The ground surface elevation at each boring was scaled from the above referenced drawings and should also be considered approximate.

The borings were performed to explore the general soil, bedrock, and groundwater conditions in the project area. Hollow-stem auger methods were used to advance the borings to depths of

Page No. 2 approximately 12 and 21.2 feet below existing grades. All test borings were terminated in natural soil or in Bedrock.

Representative soil samples were obtained for soil classification by split barrel sampling procedures in general accordance with ASTM D-1586. The split-spoon sampling procedure utilizes a standard 2-inch O.D. split-barrel sampler that is driven into the bottom of the boring with a 140-pound hammer falling a distance of 30 inches. The number of blows required to advance the sampler the middle 12-inches of a normal 24-inch penetration is recorded as the Standard Penetration Resistance Value (N). The blows (i.e., “N-Value”) are indicated on the boring logs at their depth of occurrence and provide an indication of the relative consistency of the material.

Groundwater levels were measured using a weighted tape in open drill holes or inferred from wet soil samples during drilling. A one-inch PVC observation well was also installed within Boring B- 4 to measure groundwater levels.

4.0 SUBSURFACE CONDITIONS

4.1 SUBSURFACE PROFILE

The subsurface conditions from the test borings generally consisted of a surficial layer of Topsoil (in landscaped areas) or Asphalt (in paved areas) over Fill, natural Sand Deposits, and Bedrock.

The following is a more detailed description of the primary subsurface materials encountered at the site.

4.1.1 Fill

An approximate 5 to 11-foot-thick layer of Fill was encountered at the ground surface at each test boring location below a layer of Topsoil or Asphalt. The Fill generally consisted of very loose to medium dense, brown, fine to coarse sand with varying amounts of silt and fine to coarse gravel.

The thickness, character, and consistency of the Fill will vary between boring locations.

4.1.2 Sand

Natural Sand Deposits were encountered below the Fill at each boring location. The Sand Deposits generally consisted of medium dense to very dense, brown, fine to coarse sand with trace to little amounts (0 to 20%) of silt and fine to coarse gravel. Cobbles and boulders were inferred in this layer based on auger chatter and split spoon refusals.

4.1.3 Bedrock

Decomposed Rock was encountered about 6 feet below existing grades at Boring B-3 based on split spoon sampling and auger behavior. Augers were advanced through the Decomposed Rock with relative ease and slight auger chatter before refusing at about 8 feet below grade on more sound Bedrock (at approximate El. 372). The Decomposed Rock was very dense based on spilt spoon sampling.

Page No. 3

Ten feet of Bedrock was cored upon auger refusal at Boring B-3. The cores were classified as poor to excellent quality, moderately hard, slightly weathered, fine to coarse grained, Gneiss. The core RQDs ranged from about 30% to 97%.

Bedrock was not encountered within the limits of the other test borings.

4.2 GROUNDWATER

Groundwater was observed at Borings B-1, B-2, and B-4 at depths ranging between about 12.5 to 17.5 feet below grade (approximate El. 366 to 366.5). Groundwater levels measured during drilling may not have had sufficient time to stabilize and should be considered approximate. The groundwater level measured at Boring B-4 was in the well about 2 hours after drilling and appeared to be stabilized.

Groundwater levels will vary depending on factors such as temperature, season, precipitation, construction activity, and other conditions, which may be different from those at the time of these measurements.

5.0 GEOTECHNICAL RECOMMENDATIONS

We offer the following geotechnical design recommendations based on the subsurface conditions encountered at the site, available project information, and proposed construction.

5.1 FOUNDATIONS

5.1.1 Foundation Type and Bearing Strata

We recommend supporting the proposed structures on normal, shallow spread footings. The footings should bear on undisturbed natural Sand Deposits, Bedrock, or on Structural Fill (hereinafter specified as Compacted Granular Fill, CGF) over natural Sand Deposits and/or Bedrock. Existing Fill, Asphalt, Subsoil, Topsoil, and buried utilities are not suitable for support of foundations. Actual bottom of unsuitable bearing material elevations will vary across the site and should be verified during construction excavation by a DTE representative.

When CGF is used beneath the footings (e.g., in backfill areas), we recommend that it be placed one foot beyond the edge of the footings and at a one horizontal to one vertical slope away and down from the bottom outside edge of the footings. Crushed Stone can be used in place of CGF as it is much easier to compact.

5.1.2 Footing Levels and Sizes

Exterior footings (and footings in unheated areas) should be constructed at a minimum frost depth of 42-inches below proposed site grades or directly on sound Bedrock (if approved by DTE during foundation excavation). Interior footings, in heated areas, should be constructed at a minimum depth of 18-inches below proposed top of slab-on-grade level or directly on sound Bedrock (if approved by DTE during foundation excavation). The minimum footing width should be 2 feet.

Page No. 4

5.1.3 Allowable Bearing Pressures and Settlement Estimates

We recommend a maximum allowable design bearing pressure of five kips per square foot (ksf) for footings bearing on the recommended bearing materials. Higher pressures can be accommodated for footings bearing directly on Bedrock should they be desired by the project’s structural engineer, in which case DTE should be consulted. Based on the recommended bearing strata and anticipated loads, we anticipate that footings will undergo less than one inch of total settlement and less than a half inch of differential settlement. Settlements will occur as the loads are applied and are expected to be complete at the end of construction.

DTE should be provided the final foundation loads and geometries once they are available to confirm the above recommended bearing capacity and settlement estimates.

5.1.4 Drainage

We recommend the use of footing drains due to the shallow groundwater and Bedrock. Drains should consist of a 6-inch diameter perforated PVC pipe for the storage building and 4-inch diameter PVC pipe for other structures, surrounded by 6-inches of Crushed Stone, wrapped in non-woven filter fabric. The drains should be gravity drained to the site drainage system or daylight with a rodent screen at the end of pipes.

5.2 SLAB

We recommend placing the cast-in-place concrete floor slab over a minimum twelve-inch-thick base course layer of compacted Crushed Stone placed over the surface of undisturbed, suitable, natural Sand Deposits, Bedrock, or on CGF over Sand and/or Bedrock.

Groundwater appears to be below the proposed slab level (El. 372), thus, sub-slab drains and/or waterproofing are not required. Damp-proofing of the slab is recommended. Slab damp-proofing must be installed between the slab and base course and consist of not less than 6-mil polyethylene with joints lapped at least 6-inches.

5.3 RETAINING WALLS

5.3.1 Backfill and Drainage

We recommend backfilling earth retaining structures with compacted Sand and Gravel and installing footing drains. The drains should consist of 4-inch diameter perforated PVC pipe, surrounded by 6-inches of Crushed Stone, wrapped in non-woven filter fabric. Footing drain inverts should be set flush with or up to 6-inches above bottom of footing levels. The drains should be gravity drained to daylight or site drainage system.

5.3.2 Lateral Earth Pressures

Walls that are free to rotate at the top and are not braced should be designed to resist an equivalent active static horizontal fluid earth pressure equal to 36 pcf (based on φ’ = 34°, c = 0, Ka = 0.28, and ɣ = 128 pcf). Braced retaining walls should be designed to resist an equivalent

Page No. 5 at-rest static horizontal fluid earth pressure equal to 57 pcf (based on φ’ = 34°, c = 0, Ko = 0.44, and ɣ = 128 pcf). This assumes level backfill and no unbalanced hydrostatic pressures, seismic forces, or surcharges from traffic, foundations, or other external loads. We recommend using a minimum surcharge load of 250 psf for walls exposed to traffic loading and 100 psf for walls in landscaped areas that will not be exposed to traffic loading. Due to the limited expected wall movement and depth of footings, we do not recommend the use of passive earth pressures against the base of walls.

The minimum factors of safety for sliding and overturning of retaining walls under static loads should be 1.5 and 2, respectively. If the stability or factor of safety against sliding of the building foundation walls depend on additional resistance of the completed structure, the structural engineer should identify on the plans when the walls may be backfilled.

5.3.3 Resistance to Lateral Loads

The lateral load on retaining wall footings can be resisted by friction at the base of the footings in contact with the above recommended bearing materials. We recommend a maximum coefficient of friction of 0.5 between foundations and soil. Passive pressures against shallow footings should be ignored in calculating lateral load resistance.

5.4 SEISMIC DESIGN

The site class is “C” per the Building Code. Based on the standard penetration test results, visual soil classification, and design peak ground acceleration at this locale, the site soils are not susceptible to liquefaction.

6.0 MATERIALS RECOMMENDATIONS

6.1 ON-SITE MATERIALS

Based on our visual soil classifications, some of the onsite soils may be reusable as Compacted Granular Fill (if the material gradation conforms to the recommendations in Section 6.2). Soils not meeting the gradation in Section 6.2 can be used as General Fill outside the building and other structure footprints.

The elevated fines (i.e., soil particles passing the No. 200 sieve) content of some site soils could make them difficult to place and compact. Success in using these materials will depend on their moisture content and prevailing weather conditions when they are excavated, placed, and compacted. Topsoil and soil with organics should only be reused in landscaped areas for planting grass and other vegetation.

6.2 COMPACTED GRANULAR FILL

Compacted Granular Fill (CGF) for use as structural fill below footings and other structures shall consist of inorganic soil free of clay, loam, ice and snow, tree stumps, roots, and other organic matter; graded within the following limits:

Page No. 6

Sieve Size Percent finer by weight

4-inches 100%

No. 10 30 - 100

No. 40 10 - 90

No. 200 0 - 12

6.3 SAND AND GRAVEL

Sand and Gravel for use as retaining wall backfill shall consist of hard, durable sand and gravel;

free of ice, clay, shale, roots, sod, rubbish, and other organic matter; graded within the following limits:

2-inches 100%

1/2-inch 50 - 85

No. 4 40 - 75

No. 40 10 - 35

No. 200 0 - 5

6.4 CRUSHED STONE

Crushed Stone for use around drains or below foundations and slabs shall consist of sound, tough, durable, rock that is graded within the following:

5/8-inches 100%

1/2-inch 85 - 100

3/8 inch 15 - 45

No. 4 0 - 15

No. 8 0 - 5

6.5 GEOTEXTILE FABRIC

Geotextile fabric placed around crushed stone pipe bedding or used as a separation fabric for crushed stone and soil material should meet the following criteria:

Property Criteria Test Method Grab Strength min. 80lbs ASTM D4632 Static (CBR) Puncture min. 50lbs ASTM D6241 Trapezoid Tear min. 25lbs ASTM D4533 Apparent Opening Size No. 70-100 U.S. Sieve Size ASTM D4751

Fabric should be needle-punched non-woven material. Seams should be overlapped a minimum of six inches. During stone placement, the stone drop height should not exceed three feet and equipment traffic should be kept off the fabric until at least 6 to 12 inches of material is placed.

Page No. 7

6.6 PLACEMENT AND COMPACTION REQUIREMENTS

The required degree of compaction shall be based on a maximum dry density as determined by a Modified Proctor (ASTM D1557). The degree of compaction for fill placed in various areas shall be as follows:

Placement areas Minimum degree of compaction

1. Below foundations and slabs 95%

2. Below utility trenches and pavement 92%

3. Against foundations, retaining walls, and slopes 92%

4. Landscaped areas 90%

Crushed stone is considered to be self-compacting, and would negate the need to run laboratory proctor testing and have field density testing of in-place lifts. The crushed stone should be plate compacted to “chink up” the working surface in lifts. We recommend placing Crushed Stone in maximum 12-inch lifts and compacting the lifts with a minimum of four passes with a vibratory plate compactor weight of a minimum of 1,000 pounds. Generalized loose lift thickness for granular fill and the minimum number of passes of compaction equipment are summarized on the table below. Specifications should require the contractor to adjust loose lift thicknesses as required to meet the required compaction requirements.

Maximum

Loose Lift Thickness Minimum

Number of Passes

Compaction

Method

Maximum Stone Size

Below Structures

Less Critical Areas

Below Structures

Less Critical Areas

Hand-operated vibratory plate or light roller in confined areas 4” 6” 8” 6 4

Hand-operated vibratory drum rollers weighing at least 1,000 lbs.

6” 8” 10” 6 4

Light vibratory roller, min.

dynamic force 3,000 lbs.

per ft. of drum width 6” 10” 14” 6 4

Medium vibratory roller, min. dynamic force 5,000 lbs. per ft. of drum width

8” 12” 18” 6 4

Large vibratory roller, min.

dynamic force 8,000 lbs.

per ft. of drum width 10” 16” 24” 6 4

The Contractor should reduce or stop drum vibration if pumping or weaving of the subgrade is observed, under the observation and direction of a qualified Geotechnical Engineer.

Extra care should be used when compacting adjacent to walls. Hand-operated rollers or plate compactors weighing not more than 250 pounds should be used within a lateral distance of 5 feet

Page No. 8 of walls. Where walls are buried on both sides, backfill and compaction should proceed on both sides of the wall so that the difference in top of fill on either side of the wall does not exceed 2 feet.

7.0 CONSTRUCTION RECOMMENDATIONS

7.1 SUBGRADE PREPARATION

The base of footing and slab excavations should be free of debris materials, water, ice, and loose and frozen soils prior placing CGF, Crushed Stone, or concrete. Should the materials at bearing level become disturbed, the affected materials should be removed prior to placing CGF, Crushed Stone, or concrete. Boulders encountered at the exposed foundation and slab subgrade should be removed to a depth of at least 12 inches below bottom of footings and slabs. All existing structures (i.e. foundations, utilities, etc.) within the zones of influence of the proposed structures shall be removed in their entirety. Voids that result from boulder and existing structure excavations should be backfilled with CGF or Crushed Stone.

We recommend the use of smooth-edged excavator buckets (not back-bladed) to make the final excavations and placing and compacting a six-inch-thick layer of Crushed Stone over footing subgrades for protection. The stone will provide a transition between Bedrock and soil subgrades and also protect the subgrades during construction. Stone should not be used in areas where footings will bear on sound bedrock above the frost level in unheated areas.

The base of footing and slab subgrades should be proof-compacted with a minimum of six passes of a large vibratory roller having a minimum dynamic force of 3,000 pounds per foot drum width.

Any weak or unstable areas identified should be over excavated and replaced with compacted CGF, at the direction of DTE. Vibrations should be discontinued if disturbance or weaving of the subgrade is observed.

Soil bearing surfaces below completed foundations and slabs should be protected against freezing before and after concrete placement. If construction is performed during winter weather, footings bearing on soil should be backfilled to a sufficient depth as soon as possible after they are constructed. Alternatively, insulating blankets or other measures should be used for protection against freezing.

7.2 BEDROCK REMOVAL

Bedrock removal may be required to reach subgrade levels for some of the proposed foundation and slab areas. Boulders and decomposed Bedrock may be able to be removed with an excavator. For sound Bedrock removal, hydraulic splitters, air rams, or other more aggressive methods may be required.

7.3 TEMPORARY EXCAVATIONS

The Contractor is responsible for construction site safety and should be aware that slope height, slope inclination, and excavation depths should in no case exceed those specified in local, state, or federal safety regulations (e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926).

Page No. 9

The site soils are classified as OSHA Class “C” soil and can be cut at a maximum one vertical to one and a half horizontal (1V:1.5H) slope up to a maximum excavation depth of 20 feet. These maximum slope and excavation depths assume no surcharge load (i.e., stockpiles, construction equipment, traffic, etc.) at the top of the excavations or groundwater seepage. As a safety measure, it is recommended that all vehicles and earth stockpiles be kept a lateral distance away from the edge of excavations at least equal to the slope height. Protect slope faces against the weather elements.

Care should be taken to not undermine the adjacent roads, sidewalks, and utilities. If excavations cannot be sloped in accordance with OSHA requirements or will undermine adjacent structures, temporary excavation support systems will be required. These systems should be chosen and installed by the contractor and designed by a Professional Engineer registered in the State of Connecticut.

7.4 TEMPORARY GROUNDWATER CONTROL

We expect that temporary groundwater/storm water control can largely be accomplished by means of shallow trenches and sumps and grading the excavation to low points. Dewatering should be performed as necessary to allow excavation and observation of the subgrades in the dry and to maintain a stable and dry bottom. In addition, constructing small temporary earth berms and grading to allow drainage away from the excavation is recommended to control surface water runoff. The construction dewatering system means and methods should be chosen by the contractor and designed by a Professional Engineer registered in the State of Connecticut. This should include providing a discharge water management plan that avoids endangering public health and nearby property and meets applicable local, state, and environmental regulations.

8.0 REVIEW OF FINAL DESIGN, PLANS, AND SPECIFICATIONS

When project plans and specifications are available they should be provided to DTE for review of conformance with our geotechnical recommendations. If any changes are made to the proposed structures, the recommendations provided in this report will need to be verified by DTE for applicability.

9.0 CONSTRUCTION QUALITY CONTROL

We recommend that DTE make field observations of excavations and foundation preparation to monitor compliance with our recommendations and project specifications. Specifically, we recommend field observation of footing subgrades, removal of unsuitable materials, and Fill placement and compaction to monitor compliance with project specifications.

10.0 LIMITATIONS

This report is subject to the limitations included in Appendix 3.

APPENDIX 1 -

FIGURES

SITE

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REVIEWED BY: DFL

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DRAWN BY: BV

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SCALE 1"= 2,000'

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DATE: 5/5/2025

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FIGURE NO. 1

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PROJECT NO. 0044-006.00

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REFERENCE: USGS TOPOGRAPHIC QUADRANGLE: THOMASTON, CT

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27 SIEMON COMPANY DRIVE - SUITE 363W

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WATERTOWN, CONNECTICUT 06795

AREA PLAN PROPOSED STORAGE BUILDING 422 WATERTOWN ROAD THOMASTON, CONNECTICUT

DESIGNED BY

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CHECKED BY

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APPROVED BY

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DRAWN BY

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NO.

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DATE

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REVISIONS

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DRWN.

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APPVD

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CHKD

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AS NOTED

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FIGURE NO.

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SCALE

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DATE

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PROJECT

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OTHERS

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BV

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TJO

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DFL

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DWG. TITLE.

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27 SIEMON COMPANY DRIVE #363W

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WATERTOWN, CONNECTICUT 06795

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SCALE 1"= 40'

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%%ULEGEND

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DTE FILE NO.

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PROPOSED STORAGE BUILDING 422 WATERTOWN ROAD THOMASTON, CONNECTICUT

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SITE AND EXPLORATION LOCATION PLAN

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TEST BORING NO. AND LOCATION

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BY DOWN TO EARTH CONSULTING, LLC.

AutoCAD SHX Text NOTES: 1) BASE MAP DEVELOPED FROM AN ELECTRONIC FILE PROVIDED BY TLBA ARCHITECTURE, LLC. ENTITLED "SITE PLAN", DATED JUNE 12, 2024. ORIGINAL SCALE N.A. 2) BORINGS WERE COMPLETED BY SITE, LLC. AND OBSERVED BY DOWN TO EARTH CONSULTING, LLC. 3) THE LOCATIONS OF THE EXPLORATIONS WERE DETERMINED BY TAPING AND VISUAL ESTIMATES FROM EXISTING SITE FEATURES. THESE LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED.

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OBSERVATION WELL NO. AND LOCATION

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BY DOWN TO EARTH CONSULTING, LLC.

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APPENDIX 2 -

TEST BORING LOGS

PROJECT BORING NO.

SHEET 1 of 1

FILE NO.

CHKD. BY

Boring Co. Boring Location See Boring Location Plan Driller Ground Surface El. Datum Logged By Date Start Date End

Hammer Type: Groundwater Readings (from ground surface)

Sampler Size: Date Time Depth (ft) Elev. Stabilization Time

Type Drill Rig: 5/14/25 -

Drilling Method:

D

E

P Casing

T Blows REC/PEN DEPTH

H (ft) (inches) (feet)

1 10/24 0 to 2

3 20/24 2 to 4

6 16/16 5 to 6.3

11 20/24 10 to 12

16 20/24 15 to 17

1. S denotes split-barrel sampler. 7. WH denotes weight of hammer

2. ST denotes 3-inch O.D. undisturbed sample. 8. WR denotes weight of rods

3. UO denotes 3-inch Osterberg undisturbed sample. 9. PP denotes Pocket Penetrometer.

4. PEN denotes penetration length of sampler. 10. FVST denotes field vane shear test.

5. REC denotes recovered length of sample. 11. RQD denotes Rock Quality Designation.

6. SPT denotes Standard Penetration Test. 12. C denotes core run number.

2.25-inch I.D. Hollow-Stem Augers

SAMPLE INFORMATION SAMPLE DESCRIPTION STRATA

B-1

PROPOSED STORAGE BUILDING

422 WATERTOWN ROAD 0044-006.00

THOMASTON, CONNECTICUT DFL

Automatic Hammer

1-3/8" I.D. Split Spoon

Track Mounted CME 55 LCX 12.5 366+/- End of Boring

Site, LLC John DeAngelis 378.5+/- Not Available Mateusz Fekieta 5/14/2025 5/14/2025

Type BLOWS PER Core Time

& No. 6 INCHES (min./ft)

S-1 7-11-7-6 Medium dense, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

10-6-7-4 Medium dense, brown/dark brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

10-20-50/4" Very dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

S-3

S-2

S-4 13-13-13-12 Medium dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Very dense, brown, fine SAND, trace Silt, trace fine Gravel S-5 16-24-27-31

SPT N-Values SPT N-Values Proportions

FILL

SAND

END OF EXPLORATION AT 17 FEET BELOW GROUND SURFACE

Over 50 - Very Dense 16 to 30 - Very Stiff Over 30 - Hard

FIELD NOTES: 1) Stratification lines represent approximate boundaries between soil types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations may occur due to other factors.

11 to 30 - Medium Dense 5 to 8 - Medium Stiff Some = 20 to 35% 31 to 50 - Dense 9 to 15 - Stiff And = 35 to 50%

SYMBOL KEY

0 to 4 - Very Loose 0 to 2 - Very Soft Trace = 0 to 10%

5 to 10 - Loose 3 to 4 - Soft Little = 10 to 20%

4"+/- Topsoil

5'

0044-006.00 Boring Logs Page 1 of 5 Down to Earth Consulting, LLC

FILE NO.

CHKD. BY

Boring Co. Boring Location See Boring Location Plan Driller Ground Surface El. Datum Logged By Date Start Date End

Hammer Type: Groundwater Readings (from ground surface)

Sampler Size: Date Time Depth (ft) Elev. Stabilization Time

Type Drill Rig: 5/14/25 -

Drilling Method:

D

E

P Casing

T Blows REC/PEN DEPTH

H (ft) (inches) (feet)

2 14/24 1 to 3

4 14/24 3 to 5

6 6/24 5 to 7

8 18/24 7 to 9

11 17/17 10 to 11.4

16 19/24 15 to 17

1. S denotes split-barrel sampler. 7. WH denotes weight of hammer

2. ST denotes 3-inch O.D. undisturbed sample. 8. WR denotes weight of rods

3. UO denotes 3-inch Osterberg undisturbed sample. 9. PP denotes Pocket Penetrometer.

4. PEN denotes penetration length of sampler. 10. FVST denotes field vane shear test.

5. REC denotes recovered length of sample. 11. RQD denotes Rock Quality Designation.

6. SPT denotes Standard Penetration Test. 12. C denotes core run number.

B-2

PROPOSED STORAGE BUILDING

422 WATERTOWN ROAD 0044-006.00

THOMASTON, CONNECTICUT DFL

Loose, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

Loose, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

END OF EXPLORATION AT 17 FEET BELOW GROUND SURFACE

Automatic Hammer

1-3/8" I.D. Split Spoon

Track Mounted CME 55 LCX 13.5 366+/- End of Boring

Site, LLC John DeAngelis 379.5+/- Not Available Mateusz Fekieta 5/14/2025 5/14/2025

Type BLOWS PER Core Time

& No. 6 INCHES (min./ft)

2.25-inch I.D. Hollow-Stem Augers

SAMPLE INFORMATION SAMPLE DESCRIPTION STRATA

S-1 3-3-5-8

S-2 5-4-5-5

Dense, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

S-3 3-3-6-9 Loose, dark brown, fine to coarse SAND, some Silt, little fine Gravel

S-5 23-25-50/5"

S-4 11-15-24-56

Very dense, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

Dense, brown, fine to coarse SAND, trace Silt, trace fine gravel S-6 12-15-18-24

SPT N-Values SPT N-Values Proportions

FILL

SAND

Over 50 - Very Dense 16 to 30 - Very Stiff Over 30 - Hard

FIELD NOTES: 1) Stratification lines represent approximate boundaries between soil types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations may occur due to other factors.

11 to 30 - Medium Dense 5 to 8 - Medium Stiff Some = 20 to 35% 31 to 50 - Dense 9 to 15 - Stiff And = 35 to 50%

SYMBOL KEY

0 to 4 - Very Loose 0 to 2 - Very Soft Trace = 0 to 10%

5 to 10 - Loose 3 to 4 - Soft Little = 10 to 20%

9" Asphalt/Millings

7'

0044-006.00 Boring Logs Page 2 of 5 Down to Earth Consulting, LLC

FILE NO.

CHKD. BY

Boring Co. Boring Location See Boring Location Plan Driller Ground Surface El. Datum Logged By Date Start Date End

Hammer Type: Groundwater Readings (from ground surface)

Sampler Size: Date Time Depth (ft) Elev. Stabilization Time

Type Drill Rig: 5/14/25 -

Drilling Method:

D

E

P Casing

T Blows REC/PEN DEPTH

H (ft) (inches) (feet)

1 10/24 0 to 2

3 11/24 2 to 4

6 6/7 5 to 5.6

9 43/60 8 to 13

14 60/60 13 to 18

1. S denotes split-barrel sampler. 7. WH denotes weight of hammer

2. ST denotes 3-inch O.D. undisturbed sample. 8. WR denotes weight of rods

3. UO denotes 3-inch Osterberg undisturbed sample. 9. PP denotes Pocket Penetrometer.

4. PEN denotes penetration length of sampler. 10. FVST denotes field vane shear test.

5. REC denotes recovered length of sample. 11. RQD denotes Rock Quality Designation.

6. SPT denotes Standard Penetration Test. 12. C denotes core run number.

SAND

DECOMPOSED

ROCK

B-3

PROPOSED STORAGE BUILDING

422 WATERTOWN ROAD 0044-006.00

THOMASTON, CONNECTICUT DFL

END OF EXPLORATION AT 18 FEET BELOW GROUND SURFACE

Poor Quality, Moderately Hard, Moderately Weathered, white/gray/brown, fine to coarse grained, GNIESS (RQD=20/60=30%)

Excellent Quality, Moderately Hard, Fresh, white/gray/brown, fine to coarse grained, GNIESS (RQD=58/60=97%)

Automatic Hammer

1-3/8" I.D. Split Spoon

Track Mounted CME 55 LCX - - Not Observed

Site, LLC John DeAngelis 380+/- Not Available Mateusz Fekieta 5/14/2025

FILL

5/14/2025

Type BLOWS PER Core Time

& No. 6 INCHES (min./ft)

2.25-inch I.D. Hollow-Stem Augers

SAMPLE INFORMATION SAMPLE DESCRIPTION STRATA

S-1 1-2-3-3 Loose, brown, fine SAND, some Silt, trace (-) Roots

S-2 2-2-8-17 Loose, brown, fine to coarse SAND, some fine to coarse Gravel, little Silt

C-1 2.2

S-3 55-50/1"

C-2 2.3

2.2

2.2

2.1

2.0

BEDROCK

2.1

2.4

1.5

1.3

SPT N-Values SPT N-Values Proportions

Very dense, gray/brown, fine to coarse SAND, some fine to coarse Gravel, little Silt

Over 50 - Very Dense 16 to 30 - Very Stiff Over 30 - Hard

FIELD NOTES: 1) Stratification lines represent approximate boundaries between soil types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations may occur due to other factors.

3) Cobble, boulder, and/or decomposed rock were inferred based on auger chatter from about 5.5 to 8 feet below grade.

11 to 30 - Medium Dense 5 to 8 - Medium Stiff Some = 20 to 35% 31 to 50 - Dense 9 to 15 - Stiff And = 35 to 50%

SYMBOL KEY

0 to 4 - Very Loose 0 to 2 - Very Soft Trace = 0 to 10%

5 to 10 - Loose 3 to 4 - Soft Little = 10 to 20%

8'

5"+/- Topsoil

5'

6'

0044-006.00 Boring Logs Page 3 of 5 Down to Earth Consulting, LLC

FILE NO.

CHKD. BY

Boring Co. Boring Location See Boring Location Plan Driller Ground Surface El. Datum Logged By Date Start Date End

Hammer Type: Groundwater Readings (from ground surface)

Sampler Size: Date Time Depth (ft) Elev. Stabilization Time

Type Drill Rig: 5/14/25 -

Drilling Method:

D

E

P Casing

T Blows REC/PEN DEPTH

H (ft) (inches) (feet)

1 4/24 0 to 2

3 3/24 2 to 4

6 11/24 5 to 7

8 12/24 7 to 9

11 6/24 10 to 12

16 20/24 15 to 17

21 12/24 20 to 21.2

1. S denotes split-barrel sampler. 7. WH denotes weight of hammer

2. ST denotes 3-inch O.D. undisturbed sample. 8. WR denotes weight of rods

3. UO denotes 3-inch Osterberg undisturbed sample. 9. PP denotes Pocket Penetrometer.

4. PEN denotes penetration length of sampler. 10. FVST denotes field vane shear test.

5. REC denotes recovered length of sample. 11. RQD denotes Rock Quality Designation.

6. SPT denotes Standard Penetration Test. 12. C denotes core run number.

Over 50 - Very Dense 16 to 30 - Very Stiff Over 30 - Hard

FIELD NOTES: 1) Stratification lines represent approximate boundaries between soil types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations may occur due to other factors.

3) 1-inch observation well installed at about 20 feet below grade with a 5 foot slotted screen.

11 to 30 - Medium Dense 5 to 8 - Medium Stiff Some = 20 to 35% 31 to 50 - Dense 9 to 15 - Stiff And = 35 to 50%

SYMBOL KEY

0 to 4 - Very Loose 0 to 2 - Very Soft Trace = 0 to 10%

5 to 10 - Loose 3 to 4 - Soft Little = 10 to 20%

SPT N-Values SPT N-Values Proportions

S-6 25-31-40-36

S-7 21-37-50/2"

S-5 7-17-24-47

S-4 4-4-4-4

S-3 1-1-3-12

S-2 4-4-7-4 Medium dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Type BLOWS PER Core Time

& No. 6 INCHES (min./ft)

B-4

PROPOSED STORAGE BUILDING

422 WATERTOWN ROAD 0044-006.00

THOMASTON, CONNECTICUT DFL

2.25-inch I.D. Hollow-Stem Augers

Automatic Hammer

1-3/8" I.D. Split Spoon

Track Mounted CME 55 LCX 17.5 366.5± In Well After 2 hours

END OF EXPLORATION AT 21.2 FEET BELOW GROUND SURFACE

Very dense, gray, fine to medium SAND, little Silt, trace fine Gravel

Very loose, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Loose, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Very dense, brown, fine to coarse SAND, trace Silt, trace fine to coarse Gravel

FILL

SAND

Site, LLC John DeAngelis 384+/- Not Available Mateusz Fekieta 5/14/2025 5/14/2025

SAMPLE INFORMATION SAMPLE DESCRIPTION STRATA

S-1 4-5-5-4 Loose, brown, fine SAND, some Silt, trace (-) Roots

4"+/- Topsoil

11'

0044-006.00 Boring Logs Page 4 of 5 Down to Earth Consulting, LLC

FILE NO.

CHKD. BY

Boring Co. Boring Location See Boring Location Plan Driller Ground Surface El. Datum Logged By Date Start Date End

Hammer Type: Groundwater Readings (from ground surface)

Sampler Size: Date Time Depth (ft) Elev. Stabilization Time

Type Drill Rig: 5/14/25 -

Drilling Method:

D

E

P Casing

T Blows REC/PEN DEPTH

H (ft) (inches) (feet)

1 9/24 0 to 2

3 12/24 2 to 4

6 21/24 5 to 7

8 24/24 7 to 9

11 17/24 10 to 12

1. S denotes split-barrel sampler. 7. WH denotes weight of hammer

2. ST denotes 3-inch O.D. undisturbed sample. 8. WR denotes weight of rods

3. UO denotes 3-inch Osterberg undisturbed sample. 9. PP denotes Pocket Penetrometer.

4. PEN denotes penetration length of sampler. 10. FVST denotes field vane shear test.

5. REC denotes recovered length of sample. 11. RQD denotes Rock Quality Designation.

6. SPT denotes Standard Penetration Test. 12. C denotes core run number.

B-5

PROPOSED STORAGE BUILDING

422 WATERTOWN ROAD 0044-006.00

THOMASTON, CONNECTICUT DFL

Automatic Hammer

1-3/8" I.D. Split Spoon

Track Mounted CME 55 LCX - - Not Observed

Site, LLC John DeAngelis 378.5+/- Not Available Mateusz Fekieta 5/14/2025 5/14/2025

Type BLOWS PER Core Time

& No. 6 INCHES (min./ft)

2.25-inch I.D. Hollow-Stem Augers

SAMPLE INFORMATION SAMPLE DESCRIPTION STRATA

S-1 4-4-4-4 Loose, brown, fine to coarse SAND, little fine to coarse Gravel, little Silt, trace (-) Roots

S-2 4-5-4-3 Loose, brown/dark brown, fine to coarse SAND, little fine to coarse Gravel, little Silt

S-4 14-24-19-19 Dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

S-3 4-4-7-17 Medium dense, brown, fine to coarse SAND, little Silt, little fine to coarse Gravel

Dense, brown, fine to medium SAND, little Silt, little fine to coarse Gravel S-5 17-16-18-16

SPT N-Values SPT N-Values Proportions

FILL

END OF EXPLORATION AT 12 FEET BELOW GROUND SURFACE

SAND

Over 50 - Very Dense 16 to 30 - Very Stiff Over 30 - Hard

FIELD NOTES: 1) Stratification lines represent approximate boundaries between soil types, transitions may be gradual.

2) Water level readings have been made at times and under conditions stated, fluctuations may occur due to other factors.

11 to 30 - Medium Dense 5 to 8 - Medium Stiff Some = 20 to 35% 31 to 50 - Dense 9 to 15 - Stiff And = 35 to 50%

SYMBOL KEY

0 to 4 - Very Loose 0 to 2 - Very Soft Trace = 0 to 10%

5 to 10 - Loose 3 to 4 - Soft Little = 10 to 20%

5"+/- Topsoil

7'

0044-006.00 Boring Logs Page 5 of 5 Down to Earth Consulting, LLC

APPENDIX 3 -

LIMITATIONS

LIMITATIONS

Explorations

1. The analyses and recommendations submitted in this report are based in part upon the data obtained from subsurface explorations by Down To Earth Consulting, LLC (DTE) and others. The nature and extent of variations between these explorations may not become evident until construction. If variations then appear evident, it will be necessary to reevaluate the recommendations of this report.

2. The generalized soil profile described in the text is intended to convey trends in subsurface conditions.

The boundaries between strata are approximate and idealized and have been developed by interpretations of widely spaced explorations and samples; actual soil transitions are probably more erratic. For specific information, refer to the boring logs.

3. Water level readings have been made in the drill holes at times and under conditions stated on the boring logs. These data have been reviewed and interpretations have been made in the text of this report. However, it must be noted that fluctuations in the level of the groundwater may occur due to variations in rainfall, tidal, temperature, and other factors occurring since the time measurements were made.

Review

4. In the event that any changes in the nature, design or location of the proposed structure are planned, the conclusions and recommendations contained in this report shall not be considered valid unless the changes are reviewed and conclusions of this report modified or verified in writing by DTE. It is recommended that this firm be provided the opportunity for a general review of final design and specifications in order that earthwork and foundation recommendations may be properly interpreted and implemented in the design and specifications.

Construction

5. It is recommended that this firm be retained to provide soil engineering services during construction of the earthworks and foundation phases of the work. This is to observe compliance with the design concepts, specifications, and recommendations and to allow design changes in the event that subsurface conditions differ from those anticipated prior to start of construction.

Use of Report

6. This report has been prepared for the exclusive use of TLB Architecture, LLC for specific application to the project noted in this geotechnical report in accordance with generally accepted soil and foundation engineering practices. No other warranty, express or implied, is made.

7. This soil and foundation engineering report has been prepared for this project by DTE. This report is for design purposes only and is not sufficient to prepare an accurate bid. Contractors wishing a copy of the report may secure it with the understanding that its scope is limited to design considerations only.

8. This report may contain comparative cost estimates for the purpose of evaluating alternative foundation schemes. These estimates may also involve approximate quantity evaluations. It should be noted that quantity estimates may not be accurate enough for construction bids. Since DTE has no control over labor and materials cost and design, the estimates of construction costs have been made on the basis of experience. DTE does not guarantee the accuracy of cost estimates as compared to contractor's bids for construction costs.

Attachment B

SECTION 00 25 13

PRE-BID MEETING AGENDA

Engineering, Safety and Sustainability – Engineering Unit

CT DEEP PROJECT MANUAL PROJECT #DEPA00013203605

163 Great Hill Road • Portland, CT 06480 www.ct.gov/deep Affirmative Action/Equal Opportunity Employer

PRE- BID MEETING AGENDA

1. Sign-In

2. Introductions: Project Manager for DEEP, Sam Lindgren

3. Bids due Friday, July 31st, 2026 at 2:00 pm EST

a. Bids will be received at the DEEP Engineering Unit Offices, 163 Great Hill Road, Portland, CT 06480

4. Applicable Permits:

a. NDDB Review - Acquired

b. SHPO Review – Approved

c. OSBI Building Permit – Tentative – Awarded contractor to submit proposed Metal Building system for approval and issuance

d. Municipal Town of Thomaston Building Permit – Approved

5. Works items to be Bid on:

a. General Conditions

b. Earthwork

c. Utilities

d. Concrete Work

e. Pre-Engineered Building System

f. Electrical Work

g. Mechanical Work

6. Anticipated Construction Start Date (August 26th, 2026) approximately 270 Calendar Days and Consultant

Construction Estimate ($2.6 Million)

Project Name: DEEP Standardized Cold Storage Building at Thomaston Garage

Project Location: 422 Watertown Road, Thomaston, CT 06787

Project Number: DEPA00013203605

Date of Meeting: Wednesday July 22nd, 2026 http://www.ct.gov/deep

Text Box David Blick, Thomaston Garage Site Supervisor; Roger Williams RA, TLB Architecture Project Manager

LindgrenS Text Box Through the CTSource Bid Submission Portal.

LindgrenS Text Box *Alteration from instructions presented verbally at Meeting*:

Include all delivery/labor/costs/etc. of the Pre-Engineered Building System on line item E.

LindgrenS

Minutes in Text Boxes

SECTION 00 25 13

PRE-BID MEETING AGENDA

Engineering, Safety and Sustainability – Engineering Unit

CT DEEP PROJECT MANUAL PROJECT #DEPA00013203605

7. Questions

a) Tour of facility - showed prospective bidders the existing route of electrical conduit hangars to follow and add the proposed electrical conduit to for service to Cold Storage Building.

b) Trees within building footprint (4 shown on plan, 2 left in field as of 7/15/26) shall be felled and removed from site prior to construction start date by CT DEEP personnel. Stumping of aforementioned trees will be the responsibility of the awarded Contractor.

c) CT DEEP to post addendum #3 with this Pre-Bid Meeting Minutes along with Pre-Bid Meeting Sign In Sheet and all site specific Geotechnical information available.

d) Manufacturer of Pre-Engineered Building System is up to Bidders, TLB Architecture basis of design is noted as Nucore Building Systems. However, multiple available manufacturers are listed in the Technical Specifications (Section 13 34 19 Metal Building Systems Part 2 - Products 2.1 Manufacturers).