CEKT179200 Geotechnical Report - CTANG - Final.pdf

Geotechnical Report Connecticut Air National Guard AGE/VMXS Facility East Granby, Connecticut October 21, 2019

TABLE OF CONTENTS

1.0 Introduction

1.1 Summary

1.2 Scope of Work

1.3 Authorization

1.4 Elevation Datum

2.0 PROJECT AND SITE DESCRIPTION

2.1 Project Description

2.2 Site Description

3.0 SUBSURFACE EXPLORATIONS

3.1 Recent Test Borings

3.2 Laboratory Testing

4.0 SUBSURFACE CONDITIONS

5.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS

5.1 Foundation Design

5.2 Floor Slab Design

5.3 Modulus of Subgrade Reaction

5.4 Foundation Drainage

5.5 Seismic Design

5.6 Pavement Design

5.7 Backfill Materials

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Subgrade Preparation

6.2 Excavation and Dewatering

6.3 Temporary Lateral Support

6.4 Freezing Conditions

6.5 Use of On-Site Excavated Soils

6.6 Site Disturbance

7.0 FUTURE SERVICES AND LIMITATIONS

7.1 Future Engineering Services

7.2 Limitations

LIST OF ATTACHMENTS

Figures

1. Site Location Map

2. Exploration Location Plan

Appendices

A. Test Boring Logs B. Laboratory Test Results

AGE/VMXS Facility East Granby, Connecticut

1.0 INTRODUCTION

1.1 Summary

This report presents the results of the subsurface exploration program and our geotechnical design and construction recommendations for the proposed Connecticut Air National Guard (CTANG) combined Airport Ground Equipment and Vehicle Maintenance Facility (ASE/VMXS) and a Vehicle Operations heated parking structure to be located in East Granby, Connecticut.

Site subsurface conditions consisted of Fill over native Glaciofluvial Deposits. The proposed building may be supported on traditional shallow spread footing foundations bearing on the naturally deposited Glaciofluvial Deposits. Foundations may be constructed with or without aggregate pier ground improvement as discussed below. The floor may be designed as a slab-on-grade bearing on a 12 inch thick layer of compacted Structural Fill following intensive subgrade compaction. Our detailed recommendations follow.

1.2 Scope of Work

Freeman Companies, LLC performed the following tasks:

Engaged a drilling contractor to drill test borings and obtain soil samples;

Observed the test borings;

Arranged for laboratory testing of selected soil samples;

Evaluated the subsurface conditions and prepared this report containing geotechnical design recommendations and construction considerations.

1.3 Authorization

Work was completed in general accordance with our subconsultant agreement dated October 1, 2019.

1.4 Elevation Datum

Elevations are in feet and reference NAD83. Topography in the area of the proposed addition, shown on Figure 2, Subsurface Exploration Location Plan, is incomplete as survey information for the area was not provided.

2.0 PROJECT AND SITE DESCRIPTION

2.1 Project Description

The project will consist of a 30,300 square foot combined Airport Ground Equipment (AGE) and Vehicle Maintenance Facility (VMXS). The proposed structure will be one story and have no below grade space. It is anticipated that small fills of approximately 1 foot to 2 feet will be used to bring the structure above existing grade. New paving and utilities are also planned.

A heated Vehicle Ops parking structure is also planned just north of the proposed AGE/VMXS structure. It will have a footprint of approximately 3,000 square feet and be a single story. Paving and utilities are also planned in this location.

AGE/VMXS Facility East Granby, Connecticut

2.2 Site Description

The site is located along Thunderbird Drive in East Granby, Connecticut as shown on Figure 1, Site Location Map. Two existing structures currently occupy the site and will be demolished prior to construction. The ground surface is generally flat at approximately Elevation 170 feet to Elevation 171 feet. The area is generally asphalt covered.

3.0 SUBSURFACE EXPLORATIONS

3.1 Recent Test Borings

Sixteen test borings (B-1 through B-16) were completed by Seaboard Drilling, Inc. of Chicopee, Massachusetts on October 1 and 2, 2019. Borings were completed with a truck mounted drill rig with 3.25-inch inside diameter hollow-stem augers to depths ranging from 10 feet to 32 feet below existing ground surface.

Standard Penetration Tests (SPTs) were taken semi-continuously to 12 feet and at maximum 5 foot intervals thereafter. Borings were terminated at predetermined depths in the native Glaciofluvial Deposits.

Explorations were backfilled with cuttings and an asphalt patch were applied at the surface where required.

Exploration locations were located by taping from existing site features and are considered approximate. A Freeman Companies geotechnical engineer observed the drilling and prepared the test boring logs with soil descriptions based on the visual observation of the samples. Test boring logs are included in Appendix A and locations are shown on Figure 2, Subsurface Exploration Location Plan.

3.2 Laboratory Testing

Sixteen grain size distribution analyses and one corrosivity panel (pH, Electrical Resistivity, chlorides and Sulfides) were performed on soil samples recovered from the borings by Geotesting Express of Acton, Massachusetts. Laboratory testing results are included in Appendix C.

4.0 SUBSURFACE CONDITIONS

The site subsurface conditions encountered in the explorations generally consist of Fill overlying a native Glaciofluvial Deposit. Subsurface conditions are known only at the boring locations and may differ significantly between borings. The generalized subsurface conditions, based upon the results from the explorations and observations, can be found in the table below. See Table 1, attached, for boring specific data.

Table 1

Strata Thickness (ft.) General Description

2 to 4 FILL - Loose to medium dense, reddish-brown, SILTY SAND with GRAVEL (SM) varying to POORLY GRADED SAND (SP)

Greater than 30 GLACIOFLUVIAL DEPOSIT - Very loose to dense, gray-brown, POORLY GRADED SAND (SP). The deposit is generally loose to approximately 25 feet below ground surface and becomes denser at approximately 27 feet.

AGE/VMXS Facility East Granby, Connecticut

Groundwater was encountered at depths ranging from approximately 8 feet to 11 feet below the existing ground surface corresponding to approximately Elevation 162 feet to Elevation 159 feet. Groundwater level measurements represent conditions at the time of the explorations and may not represent static conditions.

Groundwater levels will fluctuate with season, precipitation, nearby construction activities, and other conditions.

5.0 GEOTECHNICAL ENGINEERING RECOMMENDATIONS

5.1 Foundation Design

Fill was encountered in structure borings (B-10 through B-15) at a thickness of up to 3 feet, but generally with an average thickness of 2 feet. Currently existing structures occupy a portion of the proposed footprint of both of the proposed structures (ASE/VMXS Facility and the Vehicle Ops Heated Parking). The Fill, including the existing foundations, floor slab and any remaining utilities, will not be suitable for foundation support and should be removed and backfilled prior to construction. We recommend that unsuitable materials associated with the existing structures be removed and replaced with either compacted Structural Fill or Crushed Stone wrapped in a geotextile separation fabric below footings within the bearing zone of influence. The bearing zone of influence is defined by 1 horizontal to 1 vertical (1H:1V) lines sloped outward and downward from points located one foot outside the bottom exterior edge of the footing.

It is recommended footings bear on 6 inches of crushed stone. The bearing surface consists of dry sand which will be easily disturbed during foundation construction activities. The Crushed Stone will protect the surface from disturbance.

The natural Glaciofluvial sands are generally very loose to loose to a depth of approximately 27 feet below existing grade. It is recommended that foundations be designed as spread footings bearing on the natural Glaciofluvial deposit or on compacted Structural Fill or Crushed Stone wrapped in a geotextile separation fabric placed after removal of the existing structures or other unsuitable material. Foundations should be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf), which applies to footings that are at least three feet wide. For smaller footings, the recommended allowable bearing pressure must be reduced by the ratio of actual minimum footing size to 3 feet. All footings should be at least two feet wide. Total settlement at the recommended bearing pressure is estimated to be less than 1-inch, and differential settlement is estimate to be less than ¾-inch.

If a higher bearing pressure is needed for the proposed structures, we recommend ground improvement be conducted prior to foundation construction. Specifically, we recommend Aggregate Piers be used to densify the Glaciofluvial Deposits to increase the allowable bearing pressure. It is anticipated that the design bearing pressure could be raised to 4,000 psf with ground improvements. A performance specification will be prepared requiring an improved allowable bearing capacity of 4,000 psf if this option is chosen. Settlement will be limited to 1 inch overall and ¾ inch of differential settlement.

Exterior footings should bear a minimum of 3.5 feet below the lowest adjacent ground surface for frost protection. Footings at heated interior locations may be designed to bear 2 feet below the proposed top of floor slab after over-excavation and replacement of existing fill, based on location, as discussed above.

However building shut downs and power outages should be considered.

AGE/VMXS Facility East Granby, Connecticut

5.2 Floor Slab Design

It is our understanding that the floor slab in the Vehicle Ops Heated Parking and the ASE/VMXS facility will support heavy vehicle loads (H-20). The floor slab, designed by others, may be designed as a slab-on-grade bearing on a minimum 12-inch thick layer of compacted Structural Fill placed after removal of topsoil or other unsuitable material. The slab designer may wish to consider a thicker section of concrete, additional reinforcing, and more robust joint and connection details in order to accommodate the proposed heavy loading.

The existing fill is considered suitable for support of the floor slab provided it is intensively proofrolled. Prior to placement of the 12-inch thick layer of compacted structural fill, the subgrade should be compacted with eight slow passes of a heavy, self-propelled, vibratory roller. Any loose or unstable areas detected below the roller during proofrolling should be removed and replaced with compacted structural fill.

5.3 Modulus of Subgrade Reaction

We recommend that the modulus of subgrade reaction (Ks) be calculated as follows:

Ks=50((B+1)/(2B))2

Where B is equal to the minimum width of the slab in feet, and Ks, is in pounds per cubic inch.

This value was determined based upon the available SPT data collected during the subsurface exploration program, and is not based upon a plate load test, or other type of direct test.

5.4 Foundation Drainage

Groundwater levels in the test borings were 8.5 feet to 11 feet below the existing ground surface. The floor slab will be above exterior grade, therefore, an underdrain system is not required. Exterior grades should slope away from the building to shed water.

5.5 Seismic Design

Table 3 Description Value

Code Used International Building Code 2018

Site Class E

Maximum considered earthquake ground motions 0.055g (1.0 second spectral response acceleration), S1

0.174g (0.2 second spectral response acceleration), SS

Liquefaction potential in event of an earthquake Soils are susceptible to post earthquake liquefaction.

Settlement is anticipated to be less than 0.25 inches

AGE/VMXS Facility East Granby, Connecticut

5.6 Pavement Design

Table 4

Material Light Duty (in.) Heavy Duty (in.) Rigid (in.)

Wearing Course CTDOT M.04.03 Class 2

1.5 2.5 --

Binder Course CTDOT M.04.03 Class 1

1.5 2.5 --

Portland Cement 4,000 psi

-- -- 7

Aggregate Base Course

CTDOT M.05.01

6 6 6

Granular Subbase Course

CTDOT M.02.06 B

6 12 6

We recommend that the rigid pavement be reinforced with welded wire mesh, however, actual required reinforcing should be determined when slab sizes and locations are determined. At a minimum, rigid paving is recommended wherever heavy military equipment will be stored or used regularly.

AGE/VMXS Facility East Granby, Connecticut

5.7 Backfill Materials

Table 5

Material General Description

Structural Fill

Structural Fill should be used for fill below the proposed structures, for both foundations and slabs. Structural Fill should consist of hard, durable sand and gravel, free of clay, organic matter, surface coatings, recycled materials, asphalt, and other deleterious materials, and meet the requirements of CTDOT M.02.01, Granular Fill. The gradation should be M.02.06 grading A.

Structural Fill shall be compacted in maximum 9-inch-thick, loose lifts to at least 95 percent of the maximum dry density determined in accordance with

ASTM D1557.

Common Fill

Common fill for general site filling outside the limits of structures should consist of mineral soil free from organic matter, recycled materials, asphalt, loam or clay, have a maximum particle size of 6 inches, and be capable of being placed and compacted. Common fill should be compacted in maximum 9-inch-thick, loose lifts to at least 92 percent of the maximum dry density determined in accordance with ASTM D1557

Crushed Stone

Crushed Stone should consist of hard, durable, crushed or broken stone, free from recycled materials, asphalt, loam or clay. Crushed Stone should meet the gradation requirements of CTDOT M.01.01, No. 6. Crushed stone should be placed in maximum 12-inch-thick loose lifts and compacted with at least 4 to 6 passes of a double-drum, walk-behind, vibratory compactor.

Geotextile Fabric Geotextile fabric should be a non-woven product similar to Mirafi 140N, or an approved equal.

6.0 CONSTRUCTION CONSIDERATIONS

6.1 Subgrade Preparation

Foundation subgrade materials should consist of either compacted Structural Fill or Crushed Stone wrapped in a geotextile separation fabric placed after removal of unsuitable Fill from demolition, or the natural Glaciofluvial sands. The Glaciofluvial sand subgrade is susceptible to disturbance when dry. Therefore, to provide a stable working surface, the Contractor may wish to place a minimum 6 inches of Crushed Stone over geotextile fabric to provide protection for the bearing surface. The Crushed Stone will help maintain a stable subgrade and facilitate excavation dewatering if required.

Excavated subgrades should be proof compacted with either 10 passes of a 10-ton vibratory drum roller for open excavations or roadways or six passes of a large, reversible, walk-behind vibratory compactor capable of exerting a minimum force of 2,000 lbs. in trench or pit excavations. Subgrades that are soft or yielding

AGE/VMXS Facility East Granby, Connecticut during proof compaction should be over-excavated and replaced with either Structural Fill or Crushed Stone wrapped in a geotextile separation fabric.

Bearing surfaces should be free of standing water, frost, and loose soil before placement of reinforcing steel and concrete. It recommended that Freeman Companies observe subgrade preparation activities.

6.2 Excavation and Dewatering

Excavation of up to 4 feet of sand will be required for foundation construction or more depending on the demolition of the existing structures. It is not expected to extend below groundwater levels measured during the exploration program. Excavation is expected to be in soil, and conventional excavation with a backhoe appears feasible.

Groundwater is not expected to be encountered in excavations for foundations and excavation dewatering of groundwater will not be required. We anticipate that excavation dewatering due to surface runoff or water from other sources, if required, may be accomplished by open pumping from properly filtered sumps located in the bottoms of excavations. Discharge of excavation dewatering fluids should comply with all applicable regulations. The site should be graded to direct runoff away from excavations.

6.3 Temporary Lateral Support

Open cut excavations appear feasible for the majority of excavations, provided there is adequate space to slope the excavation. Temporary lateral support of excavations may be necessary where excavations extend below groundwater, for utility excavations, or where excavations are close to existing structures, roads, or utilities. Trench boxes, steel sheeting or soldier piles and lagging may be feasible. Excavations and excavation support should be designed and constructed in conformance with all OSHA, State, and Federal Regulations.

6.4 Freezing Conditions

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

Subgrades should be free of frost prior to placement of concrete for footings. Frost-susceptible soils that have frozen should be removed and replaced with compacted Structural Fill or geotextile fabric and Crushed Stone.

The footing and the soil adjacent to the footing should be protected from freezing until they are backfilled.

Soils placed as fill should be free of frost, as should be the ground on which it is placed. Floor slabs should be heated or insulated during freezing weather to prevent freezing of the subgrade.

6.5 Use of On-Site Excavated Soils

The existing Fill and Glaciofluvial sands are not suitable for reuse as compacted Structural Fill. These soils may be suitable for reuse as Common Fill in areas outside the limits of the proposed structure. Existing topsoil/subsoil may be reused in landscaped areas but should be tested for pH, percent organics, and nutrient content and modified as needed to support vegetative growth.

AGE/VMXS Facility East Granby, Connecticut

6.6 Site Disturbance

Project specifications should require that the Contractor maintain stable site conditions at all times and for providing and maintaining temporary and permanent access roads. Temporary access roads consisting of crushed stone over fabric, aggregate over geogrids, or other measures may be required to support heavy construction equipment.

7.0 FUTURE SERVICES AND LIMITATIONS

7.1 Future Engineering Services

Freeman Companies should be engaged during construction to:

Review contractor submittals related to geotechnical issues.

Provide construction monitoring to verify that soil conditions exposed in excavations are in general conformance with our design assumptions, to observe that the subgrades for the footings and floor slabs are prepared in the intended manner, and that fill materials are properly placed and compacted.

7.2 Limitations

This report was prepared for the exclusive use of Jacobs Engineering Group, Inc. and the project design team.

The recommendations provided herein are based on the project information provided at the time of this report and may require modification if there are any changes in the nature, design, or location of the facility.

The recommendations in this report are based in part on the data obtained from the subsurface explorations.

The nature and extent of variations between explorations may not become evident until construction. If variations from the anticipated conditions are encountered, it may be necessary to revise the recommendations in this report.

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

2019‐0914

AGE/VMXS Facility

CTANG

East Granby, Connecticut

Table 1

Subsurface Data

Topsoil/Asphalt Fill Glaciofluvial

Deposit Depth (ft.) Elevation Depth (ft.) Elevation

B‐1 170 10 0.2 2.3 >7.5 ‐‐ ‐‐ ‐‐ ‐‐

B‐2 170 10 0.3 3.7 >6 ‐‐ ‐‐ ‐‐ ‐‐

B‐3 170 10.5 0.3 1.7 >8.5 8.5 161.5 ‐‐ ‐‐

B‐4 170 10 0.3 1.7 >8 9 161 ‐‐ ‐‐

B‐5 170 10 0.2 1.8 >8 ‐‐ ‐‐ ‐‐ ‐‐

B‐6 170 10 0.3 1.7 >8 10 160 ‐‐ ‐‐

B‐7 170 10 0.3 2.7 >7 8 162 ‐‐ ‐‐

B‐8 170 10 0.3 1.7 >8 10 160 ‐‐ ‐‐

B‐9 170 10 0.3 1.7 >8 8.5 161.5 ‐‐ ‐‐

B‐10 170 32 0.3 1.7 >30 8.5 161.5 ‐‐ ‐‐

B‐11 170 27 0.3 1.7 >25 9.5 160.5 ‐‐ ‐‐

B‐12 170 27 0.3 1.7 >25 9.5 160.5 ‐‐ ‐‐

B‐13 170 27 0.3 1.7 >25 9 161 ‐‐ ‐‐

B‐14 170 27 0.3 2.2 >24.5 9.5 160.5 ‐‐ ‐‐

B‐15 170 27 0.3 2.7 >24 11 159 ‐‐ ‐‐

B‐16 170 10.5 0.3 2.2 >7.5 ‐‐ ‐‐ ‐‐ ‐‐

Notes:

2. Groundwater levels are approximate

3. ">" ‐ Greater Than "‐‐" ‐ Not Encountered

1. Ground surface elevations are approximate and based upon the topography shown in Figure 2, Subsurface Exploration Location Plan

Bedrock

Boring No. Depth (ft.)

Ground Surface

El.

Groundwater Thickness (ft.)

FIGURE 1

SHEET NO.36 JOHN STREET

HARTFORD, CT 06106

WWW.FREEMANCOS.COM

TEL:(860)251-9550

FAX:(860)986-7161

ELEVATE YOUR EXPECTATIONS

AIR NATIONAL GUARD BASE

CONSTRUCT COMPOSITE ASE/VMXS FACILITY

EAST GRANBY, CONNECTICUT

SITE LOCATION MAP

USGS QUADRANGLE MAP

WINDSOR LOCKS, CONNECTICUT

DATE 2018

FIGURE 1

C B

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SUBSURFACE EXPLORATION LOCATION PLAN

FREEMAN COMPANIES, LLC

36 JOHN STREET

HARTFORD, CT 06106

WWW.FREEMANCOS.COM

TEL:(860)251-9550

TOLL FREE:(800)604-5141

FAX:(860)986-7161

ELEVATE YOUR EXPECTATIONS

FIGURE 2AIR NATIONAL GUARD BASE

CONSTRUCTION COMPOSITE ASE/VMXS FACILITY

EAST GRANBY, CONNECTICUT

LEGEND:

NOTES:

1. BASE PLAN PROVIDED BY

JACOBS ENGINEERING

GROUP, INC.

2. EXPLORATION LOCATIONS

WERE TAPED FROM

EXISTING SITE FEATURES

AND ARE APPROXIMATE

3. REFER TO THE TEXT AND

APPENDICES FOR

ADDITIONAL INFORMATION

FREEMAN COMPANIES, LLC

36 JOHN STREET

HARTFORD, CT 06106

WWW.FREEMANCOS.COM

TEL:(860)251-9550

TOLL FREE:(800)604-5141

FAX:(860)986-7161

ELEVATE YOUR EXPECTATIONS

S-1 TEST BORING

B-2

B-16

B-1

B-15

B-3

B-4 B-5

B-6

B-14 B-13

B-12 B-11

B-10

B-8

B-9

B-7

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ASE

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VMXS

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BUILDING 25

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AutoCAD SHX Text 2019-0914

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AutoCAD SHX Text THESE DRAWINGS SHALL NOT BE UTILIZED BY ANY PERSON, FIRM OR CORPORATION WITHOUT THE SPECIFIC WRITTEN PERMISSION OF FREEMAN COMPANIES, LLC

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APPENDIX A

TEST BORING LOGS

to to to to to

2-2-3-2

4-8-8-6

3-2-2-2

2-2-2-4

4-5-5-7

24/20

24/18

24/16

24/18

24/16

Topsoil (2").

SILTY SAND (SM); ~83% sand, ~17% fines, ~0% gravel; dark brown, (FILL).

SILTY SAND (SM); ~90% sand, ~10% fines, ~0% gravel; dark brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, band of orange sand at bottom of spoon (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/1/2019 - 10/1/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Feely

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): Not Encountered

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,161.82NORTHING: 33,554.97

Exploration Location

STATION:

EXPLORATION

ESTIMATED GROUND SURFACE ELEV. (FT): 170.0

B-1 to to to to

3-9-11-

14-12- 11-10

7-6-6-5

9-5-4-5

4-4-4-4

24/18

24/14

24/20

24/16

24/12

Topsoil (4").

POORLY GRADED SAND (SP); ~82% sand, ~16% fines, ~2% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, bands of orange sand at bottom of spoon, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/2/2019 - 10/2/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.28 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): Not Encountered

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,146.47NORTHING: 33,546.06

Exploration Location

STATION:

EXPLORATION

B-2

0.5

2.5

2.5 to 4.5

4.5 to 6.5

6.5 to 8.5

8.5 to

10.5

11-15- 14-15

9-7-7-7

5-4-3-4

3-3-3-3

3-4-4-4

24/18

24/20

24/18

24/22

24/22

Asphalt (3").

Gravel Base (3").

SILTY SAND WITH GRAVEL (SM); ~54% sand, ~25% fines, ~21% gravel; reddish brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, with decomposed roots, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, wet, (GLACIOFLUVIAL).

End of Boring at 10.5 feet

DATE START / END: 10/1/2019 - 10/1/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.5

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 8.50 10/1/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,170.95NORTHING: 33,543.16

Exploration Location

STATION:

EXPLORATION

B-3 to to to to

2-3-4-3

3-3-3-3

3-3-3-4

4-3-4-4

4-4-6-5

24/18

24/16

24/16

24/18

24/20

Topsoil (3").

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, bands of orange sand towards bottom of spoon, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, bands of orange sand towards top of spoon, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/2/2019 - 10/2/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 9.00 10/2/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,176.54NORTHING: 33,532.4

Exploration Location

STATION:

EXPLORATION

B-4 to to to to

4-6-7-7

5-5-4-5

5-4-5-5

6-5-5-6

5-5-6-5

24/18

24/20

24/18

24/14

24/12

Gravel Surface (2").

POORLY GRADED SAND (SP-SM); ~76% sand, ~23% fines, ~1% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, moist at tip of spoon, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/2/2019 - 10/2/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): Not Encountered

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,177.09NORTHING: 33,516.22

Exploration Location

STATION:

EXPLORATION

B-5 to to to to

2-3-7-7

7-6-6-6

7-5-5-6

7-8-5-5

6-5-5-5

24/16

24/14

24/12

24/14

24/8

Topsoil (3").

POORLY GRADED SAND (SP); ~89% sand, ~11% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, very moist at tip of spoon, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/1/2019 - 10/1/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 10.00 10/1/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,167.52NORTHING: 33,515.7

Exploration Location

STATION:

EXPLORATION

B-6 to to to to

3-11-9-

11-12- 11-11

4-5-6-6

5-4-4-5

4-4-4-4

24/16

24/10

24/12

24/12

24/12

Topsoil (3").

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~3% gravel, ~2% fines; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/1/2019 - 10/1/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Feely

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 8.00 10/1/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,170.28NORTHING: 33,487.22

Exploration Location

STATION:

EXPLORATION

B-7 to to to to

3-4-7-7

5-5-6-5

5-5-4-4

4-4-4-5

5-4-5-5

24/10

24/14

24/16

24/16

24/12

Topsoil (4").

POORLY GRADED SAND (SP); ~74% sand, ~22% gravel, ~4% fines; brown to reddish brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown to, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown to, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown to, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown to, very moist at bottom of sample, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/2/2019 - 10/2/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 10.00 10/2/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,152.25NORTHING: 33,517.64

Exploration Location

STATION:

EXPLORATION

B-8 to to to to

2-3-3-3

3-3-4-4

4-4-4-5

4-4-4-5

4-4-4-3

24/14

24/14

24/16

24/18

24/18

Topsoil (3").

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (FILL).

POORLY GRADED SAND (SP); ~94% sand, ~5% fines, ~1% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (GLACIOFLUVIAL).

End of Boring at 10 feet

DATE START / END: 10/1/2019 - 10/1/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 10.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL DEPTHS (ft): 8.50 10/1/2019

ID = Inside Diameter bpf = Blows per Foot C = Rock Core Fv = Field Vane Shear Strength

Pen. = Penetration Length S = Split Spoon NA, NM = Not Applicable, Not Measured Rec. = Recovery Length

Depth (ft)

G R

A P

H

IC

L O

G

H20 Depth

SAMPLE INFORMATION

Blows Count or

RQD

Elev.

(ft)

Sample No.

Pen./ Rec.

(in)T yp e

PROJECT NAME: CTANG Composite ASE/VMXS Facility CITY/STATE: East Grandby, Connecticut

Test Data

Casing Pen.

(bpf) or Core Rate (mpf)

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.

LOGGED BY (Consultant): Freeman Companies, LLC

Sample Description & Classification

PROJECT NUMBER: Clinet Pr. No. CEKT179200/ Frreman Pr. No. 2019-0914

Remarks Depth

(ft)

Freeman Companies, LLC 36 John Street Hartford, CT 06102

(860) 251-9550 www.freemancos.comF

R E

E M

A N

C O

M P

A N

IE

S

P R

O

JE

C T

-0

C

T A

N G

.G P

J G

IN

T

S T

D U

S L

A B

.G D

T

0/

7/

OFFSET:

STATION CENTERLINE:HORIZONTAL DATUM:

VERTICAL DATUM:

LOCATION: PAGE 1 of 1

EASTING: 51,142.68NORTHING: 33,525.66

Exploration Location

STATION:

EXPLORATION

B-9 to to to to to to to to

2-3-4-4

3-3-3-3

3-4-4-5

5-5-3-3

2-2-2-1

1-1-1-2

2-2-3-3

3-4-6-

10-17- 27-22

24/22

24/12

24/16

24/20

24/20

24/20

24/20

24/20

24/20

Topsoil (4").

POORLY GRADED SAND (SP); ~85% sand, ~10% fines, ~5% gravel; dark brown, (FILL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; light brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; grayish brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; grayish brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; grayish brown, (GLACIOFLUVIAL).

POORLY GRADED SAND (SP); ~95% sand, ~5% fines, ~0% gravel; grayish brown, more fine sands, (GLACIOFLUVIAL).

DATE START / END: 10/2/2019 - 10/2/2019

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

CONTRACTOR: Seaboard Drilling, Inc.

GENERAL NOTES:

CORE INFO:

ABBREVIATIONS:

mpf = Minute per FootOD = Outside Diameter

PID = Photoionization Detector DP = Direct Push Sample

HAMMER DROP (inch): 30

EQUIPMENT: Mobile B53

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

DRILLER: D. Robaeu

TOTAL DEPTH (FT): 32.0

AUGER ID/OD: 3.25 in / N/A

U = Undistrubed Tube Sample WOH = Weight of Hammer Sv = Pocket Torvane Shear Strength RQD = Rock Quality Designation

SC = Sonic Core WOR = Weight of Rods Qv = Pocket Penetrometer Strength

Drilling Information

LOGGED BY (Person): T. Ta

EXPLORATION TYPE/METHOD: Hollow Stem Auger

WATER LEVEL…