AECOM_Geotechnical_Data_Report.pdf

Geotechnical Data Report Merimere Dike Seepage Mitigation

To: Project Files

CC: Gary Simard; Tim Canata

AECOM

250 Apollo Drive Chelmsford, MA 01824 aecom.com

Project name:

Merimere Dike Seepage Mitigation

Project ref:

60698374

From:

AECOM Geotechnical Department

Date:

March 22, 2024

Meriden, Connecticut

Project Description AECOM Technical Services Inc. (AECOM) performed a geotechnical investigation program at the site of Merimere Dike in Meriden, Connecticut. Merimere Dike borders the south side of Merimere Reservoir, which is owned and maintained by the Meriden Water Department.

The purpose of this geotechnical program was to investigate the subsurface conditions at Merimere Dike, evaluate the potential seepage pathway, and determine what improvements are necessary to mitigate the seepage.

Purpose of Report The purpose of a Geotechnical Data Report (GDR) is to provide site conditions data for use in the seepage mitigation of Merimere Dike. The geotechnical data provided herein were collected during the subsurface investigation program performed at the site in January 2024.

Subsurface Investigation Prior to the subsurface investigation at Merimere Dike, the project area was cleared for utilities by Call Before You Dig. The subsurface investigation was conducted between January 9 and 26, 2024 and consisted of drilling four (4) test borings, ranging from 79 to 101 feet in depth, conducting borehole geophysics and three packers tests. Two (2) of the borings were located west of Reservoir Road, one

(1) on the center line of Reservoir Road, and one (1) on the eastern edge of Reservoir Road.

Drilling and Sampling Test borings were drilled using Mobile Drill Truck Mounted drill rig equipped with an automatic hammers and hollow-stem augers as well as 4-inch HW casing. Standard penetration test (SPT) split-spoon soil sampling was typically conducted continuously through the dam embankment and at 5-foot intervals thereafter. HQ-size rock cores were collected from all four borings. Representative soil samples were collected from each split-spoon and stored in labeled glass jars. Each soil sample was logged by an AECOM representative in accordance with ASTM D2488. All borings were grouted upon completion.

Boring locations, test boring logs, and packers test analyses from the recent subsurface investigation are provided in Attachment 1.

Borehole Geophysics Downhole borehole geophysics was performed in all four testing borings. Hager GeoScience – Collier Geophysics, LLC completed the logging of the boreholes with Caliper, Acoustic Televiewer and Optical televiewer tools. These tools were run in all four boreholes to obtain orientations of the fractures and bedding in each of the borings. The borehole geophysical data was processed, and the results are provided in Attachment 2. A detailed description of the methods used is also included in this attachment.

Packer Testing Upon completion of the drilling, a total of three (3) packer tests (or water pressure tests) were performed in bedrock in borings B23-01 and B23-02. The packer tests were performed in general conformance with the United States Bureau of Reclamation (USBR) procedure 7310 (USBR, 1990).

A double packer system was used for the testing with 10-ft testing interval. The packers were inflated to exceed the pressure of the test zone. Packer test results are included in Attachment 1.

Geotechnical Laboratory Testing Select soil and rock samples were submitted for laboratory analysis as part of the investigation to determine their physical properties. A total of two soil samples were tested for sieve analysis and hydrometer. Six rock samples were tested for unconfined compressive strength and one was submitted for petrographic analysis. All soil and rock samples were tested by GeoTesting Express of Acton, Massachusetts in accordance with ASTM D6913 and ASTM D7012C.

A summary of the soil laboratory testing is provided in Table 1. The laboratory test results are provided in Attachment 3.

Table 1: Summary of Geotechnical Laboratory Testing

Boring ID Sample ID Depth

(ft) Media Lab Test

B23-01 SS4 14-16 Soil Sieve & Hydrometer

B23-01 C3 66-71 Rock Unconfined Compression

B23-02 SS5 8-10 Soil Sieve & Hydrometer

B23-02 C2 31-37 Rock Unconfined Compression

B23-02 C4 40-50 Rock Unconfined Compression

B23-03 C3 51-56 Rock Unconfined Compression

B23-03 C7 71-76 Rock Unconfined Compression

B23-04 C1 46-51 Rock Unconfined Compression

B23-04 C2 51-56 Rock Petrographic Analysis

Historical Subsurface Investigation AECOM reviewed information pertaining to historical investigations conducted by AECOM at Merimere Dike. The available historical subsurface information included:

Boring logs and soil profiles recorded October 1999 under the supervision of Metcalf & Eddy.

These historical boring locations are shown on the attached boring location plan and the boring logs are included in Attachment 4.

Report Limitations Ground conditions at and beyond a borehole’s location may change over time as a result of construction activity. Groundwater levels fluctuate with reservoir water levels, precipitation, seasonality, construction activities, run-off controls, and other hydraulic factors. As a result, ground conditions and water levels during construction may vary from those observed and reported in this report.

The historic boring logs and location plans provided in Attachment 4 are for informational purposes only.

AECOM makes no representation or warranty that the historic data provided herein is correct, sufficient, complete, or accurate.

References ASTM D1586-11, “Standard Test Method for Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils.” ASTM International, West Conshohocken, PA, 2011, www.astm.org.

ASTM D2488-09a, “Standard Practice for Description and Identification of Soils (Visual-Manual Procedure).” ASTM International, West Conshohocken, PA, 2009, www.astm.org.

ASTM D6913-17, “Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis”, ASTM International, West Conshohocken, PA, 2017, www.astm.org.

ASTM D7012-14e1, “Standard Test Method for Compressive Strength and Elastic Moduli of Intact Rock Core Specimens under Varying States of Stress and Temperatures.” ASTM International, West Conshohocken, PA, 2023, www.astm.org.

ASTM D7928-21, “Standard Test Methods for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis”, ASTM International, West Conshohocken, PA, 2021, www.astm.org

Attachment Table of Contents AECOM Boring Location Plans, Test Boring Logs & Packer Test Results Hager GeoScience Borehole Geophysics Report Laboratory Test Results Historical Subsurface Information

Attachment 1

AECOM Boring Location Plans, Test Boring Logs & Packer Test Results

N

PLAN

00 B-001

BORING LOCATION PLAN

CIVIL

TC

TC

WS

GS

1" = 30'

Project: Merimere Dike Seepage Mitigation r = 4.8 cm Borehole radius Project No.: 60698374 LA= 304.8 cm Distance between packers (saturated thickness of aquifer)

Borehole No.: B23-01 Test Depth Top (ft): 72.0 H = Hp +dw-HL Effective head

Test Depth Bottom (ft): 82.0 Hp = in table below. Packer pressure measured in the middle of packer Depth to Midpoint (ft): 77.0 dw = 2 ft Potentiometric water level depth

Date: 1/23/2024 Cs = 63.5 Conductivity Coefficient (LA/r)

K = Q*Ln(LA/r)/(2*π*LA*H) (Ground Water Manual - using Zangar Equation to obtain Cs)

10:23 1.00 0.13 39.05 10:24 1.00 0.15 38.80 0.020 1.26 2,654.1 1.03E-06 0.08 10:25 1.00 0.15 38.68 0.000 0.00 2,645.7 0.00E+00 0.00 10:26 1.00 0.15 38.48 0.000 0.00 2,631.6 0.00E+00 0.00 10:27 1.00 0.15 38.06 0.000 0.00 2,602.1 0.00E+00 0.00 10:28 1.00 0.15 38.26 0.000 0.00 2,616.1 0.00E+00 0.00 10:29 1.00 0.15 38.69 0.000 0.00 2,646.4 0.00E+00 0.00 10:30 1.00 0.15 38.86 0.000 0.00 2,658.4 0.00E+00 0.00 10:31 1.00 0.15 38.69 0.000 0.00 2,646.4 0.00E+00 0.00 10:32 1.00 0.15 38.34 0.000 0.00 2,621.8 0.00E+00 0.00

Recommended Hydraulic Conductivity: K < 0.01 lugeon K < 1E-07 cm/s

Notes: Testing performed by Geologic. Data recorded by OTB (AECOM).

0.009

Prepared by:

OO. Burek 01/31/24 Reviewed by:

WW. Song 01/31/24

FIELD HYDRAULIC CONDUCTIVITY - PACKER TEST

Test Time Elapsed Time (min.)

Water Meter Readings (gal)

Hp, Packer Pressure (psi) Flow (gal)

Q, Flow Rate

(cm3/s)

H, Effective Head (cm)

K, Hydraulic Conductivity

(cm/s) K (lugeon) Average Value of K (lugeon)

Borehole No.: B23-01 Test Depth Top (ft): 80.0 H = Hp +dw-HL Effective head

Test Depth Bottom (ft): 90.0 Hp = in table below. Packer pressure measured in the middle of packer Depth to Midpoint (ft): 85.0 dw = 2 ft Potentiometric water level depth

Date: 1/23/2024 Cs = 63.5 Conductivity Coefficient (LA/r)

K = Q*Ln(LA/r)/(2*π*LA*H) (Ground Water Manual - using Zangar Equation to obtain Cs)

9:32 1.00 0.12 38.76 9:33 1.00 0.12 38.80 0.000 0.00 2,646.1 0.00E+00 0.00 9:34 1.00 0.12 38.68 0.000 0.00 2,637.7 0.00E+00 0.00 9:35 1.00 0.12 38.44 0.000 0.00 2,620.8 0.00E+00 0.00 9:36 1.00 0.12 38.27 0.000 0.00 2,608.9 0.00E+00 0.00 9:37 1.00 0.13 38.06 0.010 0.63 2,594.1 5.27E-07 0.04 9:38 1.00 0.13 38.00 0.000 0.00 2,589.9 0.00E+00 0.00 9:39 1.00 0.13 38.02 0.000 0.00 2,591.3 0.00E+00 0.00 9:40 1.00 0.13 37.53 0.000 0.00 2,556.8 0.00E+00 0.00 9:41 1.00 0.13 38.75 0.000 0.00 2,642.6 0.00E+00 0.00

Recommended Hydraulic Conductivity: K < 0.01 lugeon K < 1E-07 cm/s

Notes: Testing performed by Geologic. Data recorded by OTB (AECOM).

0.005

Prepared by:

OO. Burek 01/31/24 Reviewed by:

WW. Song 01/31/24

FIELD HYDRAULIC CONDUCTIVITY - PACKER TEST

Test Time Elapsed Time (min.)

Water Meter Readings (gal)

Hp, Packer Pressure (psi) Flow (gal)

Q, Flow Rate

(cm3/s)

H, Effective Head (cm)

K, Hydraulic Conductivity

(cm/s) K (lugeon) Average Value of K (lugeon)

Borehole No.: B23-02 Test Depth Top (ft): 61.0 H = Hp +dw-HL Effective head

Test Depth Bottom (ft): 71.0 Hp = in table below. Packer pressure measured in the middle of packer Depth to Midpoint (ft): 66.0 dw = 2 ft Potentiometric water level depth

Date: 1/24/2024 Cs = 63.5 Conductivity Coefficient (LA/r)

K = Q*Ln(LA/r)/(2*π*LA*H) (Ground Water Manual - using Zangar Equation to obtain Cs)

2:25 1.0 0.240 36.0 2:26 1.0 0.245 36.0 0.005 0.32 2,468.2 2.77E-07 0.02 2:27 1.0 0.250 36.0 0.005 0.32 2,468.2 2.77E-07 0.02 2:28 1.0 0.260 36.0 0.010 0.63 2,468.2 5.54E-07 0.04 2:29 1.0 0.265 36.0 0.005 0.32 2,468.2 2.77E-07 0.02 2:30 1.0 0.280 36.0 0.015 0.95 2,468.2 8.31E-07 0.06 2:31 1.0 0.290 36.0 0.010 0.63 2,468.2 5.54E-07 0.04 2:32 1.0 0.300 36.0 0.010 0.63 2,468.2 5.54E-07 0.04 2:33 1.0 0.310 36.0 0.010 0.63 2,468.2 5.54E-07 0.04 2:34 1.0 0.320 36.0 0.010 0.63 2,468.2 5.54E-07 0.04

Recommended Hydraulic Conductivity: K = 0.04 lugeon K = 5E-07 cm/s

Notes: Testing performed by Geologic. Data recorded by OTB (AECOM).

Average Value of K (lugeon)

0.04

FIELD HYDRAULIC CONDUCTIVITY - PACKER TEST

Test Time Elapsed Time (min.)

Water Meter Readings (gal)

Hp, Packer Pressure (psi) Flow (gal)

Q, Flow Rate

(cm3/s)

H, Effective Head (cm)

K, Hydraulic Conductivity

(cm/s) K (lugeon)

Prepared by:

OO. Burek 01/31/24 Reviewed by:

WW. Song 01/31/24

Attachment 2

Hager GeoScience Borehole Geophysics Report

Copyright © 2023, Hager GeoScience, Collier Geophysics All rights reserved.

Hager GeoScience, Collier Geophysics

BOREHOLE GEOPHYSICAL LOGGING

MERIMERE DIKE

MERIDEN, CT

March 2023 File 230348

Prepared for:

AECOM

13355 Noel Rd #400 Dallas, Texas 75240

Prepared by:

Hager GeoScience

A Collier Geophysics Company 596 Main Street

Woburn, MA 01801

Borehole Geophysical Logging File 230348 Merimere Dike Page 1 Meriden, CT

1.0 INTRODUCTION

Hager GeoScience (HGI) was contracted by AECOM to perform geophysical borehole logging in four boreholes (B23-1, B23-2, B23-3, B23-4) along a dike of the Merimere reservoir in Meriden Connecticut. The objective of the survey was to characterize bedrock fractures and provide data to assist in seepage control.

2.0 DATA ACQUISITION

The borehole geophysical logging was performed on January 24th and 25th, 2024. Three-arm caliper, acoustic televiewer, and optical televiewer logs were completed in all boreholes.

Table 1 below provides a brief overview of each surveyed well.

Table 1. Overview of Surveyed Wells

Date

Logged Well ID Water Level

(feet bgs) Casing Depth

(feet bgs) Total Depth

(feet bgs) 1/24 B23-1 13.2 55.2 92.2 1/24 B23-2 7.4 67.2 79.7 1/25 B23-3 8.5 49 101.2 1/25 B23-4 5.8 46 69.9

HGI personnel performed the borehole logging using HGI’s Mount Sopris Instruments (MSI) logging system. The following logging equipment was used for this investigation:

5MXA-1000 Matrix logger MSI 4MXA-1000 winch MSI 2CAA-1000 three-arm caliper probe Advanced Logic Technologies (ALT) QL40-ABI-2G acoustic televiewer (ATV) Advanced Logic Technologies (ALT) QL40-OBI-2G optical televiewer

An HGI geologist monitored the logs in real time during data acquisition, recording hardware and software acquisition settings and data anomalies on pre-developed forms. Raw data from the logging runs were stored digitally on the computer for onsite review, post-processing, interpretation, and plotting.

Merimere Dike Page 2

3.0 GEOPHYSICAL LOG DESCRIPTIONS

The individual log suites are described below.

3.1 Caliper Probe

Caliper logs record borehole diameter using a simple three-arm measuring system. If possible, the robust caliper tool is run first in order to probe and assess the suitability of the borehole for running more sensitive and expensive probes. Changes in borehole diameter are related to well construction, such as casing or drill-bit size, and to fracturing or breakout along the borehole wall.

Because borehole diameter commonly affects log response, the caliper log is useful in the analysis of other geophysical logs. Caliper data can also be combined with ATV data to produce 3D “virtual cores” and acoustic caliper logs.

The vertical sampling interval for the caliper logging was 0.04 feet at a logging rate of approximately 5-6 feet per minute. The caliper probe calibration was checked on-site before each run and re-calibration was performed as necessary.

3.2 Acoustic Televiewer (ATV) Probe

Using high frequency acoustic energy, the acoustic televiewer measures the acoustic impedance of the borehole wall and the two-way travel time of the transmitted signals. Major differences in travel time and reflection amplitudes from background values are seen as anomalous features.

Borehole deviation data, recorded from a three-component magnetometer and accelerometers, are used to provide the corrected orientation and shape of the imaged features. As a result, it is possible to calculate the dip direction and dip angle of imaged planar features. Discontinuities imaged with the ATV include open or filled fractures, foliation, mineralization, weathered zones, and rock fabric. The ATV log also provides 3D caliper/borehole geometry via the two-way travel time data and is immune to turbidity and other borehole fluid characteristics.

The vertical sample interval for the ATV logging was 0.01 feet using a scan density of 288 measurements per revolution. The logging rate was approximately 4feet per minute.

3.3 Optical Televiewer (OTV) Probe

The optical televiewer provides high-resolution digital optical borehole imagery with true-color reflectance for wells and boreholes to obtain a complete feature analysis that includes orientation of discontinuities. Unlike the acoustic televiewer, the optical televiewer can be run in both air-and water-filled boreholes. However, muck or other skim coats on the borehole surface and murky borehole fluids can impede or severely affect the optical televiewer data quality.

The vertical sample interval for the OTV logging was 0.01 feet using a scan density of 360 points per revolution. The logging rate was approximately 4-4.5 feet per minute.

Merimere Dike Page 3

4.0 DATA PROCESSING

Borehole geophysical data were processed as graphical logs using WellCAD© software, Excel spreadsheets, and Rockworks©. Processed logs were combined to produce composite formats to allow for more efficient graphical log analysis. Log scales were set to optimize the detection of readings that depart from baseline and background values and can be adjusted using the WellCAD reader. Geophysical log depths are referenced to ground surface and include true vertical depth (TVD) and drilling depth scales.

When necessary, geophysical logs are processed to mitigate detrimental effects of “noise,” signal attenuation, and other factors that affect log quality. Data filtering is commonly applied to most logs. Processes that may be applied specifically to image logs include sample smoothing, de-spiking, centralization, normalization, and RGB brightness and contrast adjustments. Geophysical logs are also processed to provide suitable data ranges and formats for analysis, as shown in Appendix A.

ATV and OTV magnetometer data are affected by proximity to metal casing, effectively up to 10 feet below the casing. Consequently, both severe and minor distortion of televiewer deviation data will result in false measurements of borehole structure orientations made within this interval. In such cases, HGI performs a deviation correction, thereby providing good approximations of the true values of measured structures within this interval.

The ATV and OTV image logs are recorded and presented as 2D images of the borehole wall. The ATV 2D logs contain the two-way travel time and reflection amplitude of transmitted signals. The OTV 2D contains only the borehole digital image. The ATV and OTV data are also constructed as 3D virtual cores and borehole images. The 3D virtual core logs can be constructed using ATV reflection amplitude, OTV images, centralized travel-time data, and caliper data to define the 3D core characteristics. The acoustic travel time provides a more accurate 3D physical representation of the borehole geometry. The 3D virtual core log can be rotated and analyzed using the WellCAD Reader and is useful for analyzing the physical characteristics of the structures/discontinuities shown as changes in reflection amplitude or as optical images in the 2D image log format. Where ATV travel-time data are not available, the caliper log data may be used to define the core shape and diameter, or the 3D core may be rendered with smooth sides without caliper data.

Structure logs identifying discontinuities from ATV and OTV data were constructed using WellCAD. The orientation, classification, and fracture aperture of rock structures were measured and stored as structure logs. The structure data were converted from apparent to true dip and rotated from magnetic north reference markers to true north using a site-specific 14.16-degree west magnetic declination. Therefore, all structural data are relative to true north. Structure data for discontinuities interpreted from the ATV and OTV logs are also compiled as Excel data tables in Appendix B.

Bedrock structure classification and orientation have been compiled as stereonets (polar plots) and rose diagrams for the open-hole bedrock interval. The rose diagrams and stereonets show structure geometry in terms of dip azimuth and dip angle. The stereonets are constructed using a southern

Merimere Dike Page 4 hemisphere equal-area Schmidt polar projection showing dip direction (azimuth) and dip angle.

Rose diagrams are simple graphs and are read directly to obtain dip direction. Readers must be familiar with southern hemisphere stereonet projections (polar plots) in order to obtain correct dip direction, dip angle, and strike information.

Stereonet and rose diagrams have been prepared for each borehole and are included in Appendix C. The pairs of diagrams represent all mapped structural categories, including open and filled fractures (veins), foliation, banding, cleavage, and lithologic contacts.

The structural data sets have been color-coded to reflect the apparent aperture of the imaged discontinuities. The classification system is intended only as a guide for data review. The ranking system is a subjective determination based on caliper, acoustic amplitude and travel time, and optical logs. The ranking index attempts to qualitatively identify the potential weakness of the individual discontinuities. Red (code 105), green (code 106), blue (code 107), and magenta (code

110) colors represent large, moderate, small, and tight fracture aperture, respectively. It is common for planes of weakness in rock to appear in acoustic images and remain invisible to the naked eye during core evaluations.

Code 108 (cyan-circle) is used to represent general rock fabric, which may include foliation, or other planar rock-fabric features. Unless otherwise noted with an open aperture code, the rock fabric features (108) are generally tight.

Codes 109 (yellow), 111 (gold-square), and 112 (orange) are reserved for bedding, vein-type features, and contacts, respectively. Code 109.5 (lavender) depicts bedding or banding features with aperture.

The WellCAD logs and Reader are available on request.

5.0 DATA SUMMARY

This report contains the completed geophysical logs and data analysis for boreholes B23-1 through B23-4. Appendix A contains the composite image and structure geophysical logs.

Appendix B contains tabularized structure data. Appendix C contains structure data diagrams.

The bedrock lithology for the four boreholes along the Merimere Reservoir dike varies from west to east. In the west there is the New Haven Arkose, a brick red, micaceous feldspathic sandstone with few high angle features. In the east the Talcott Basalt, a blue-grey fine grained basalt containing veins of calcite.

The exposed bedrock within B23-1 and B23-2 is composed of the New Haven Arkose. The structures in B23-1 are almost all near-horizontal tight fractures and bedding planes that dip East-Northeast. B23-2 has a similar structure, but with more fractures at angles greater than 15 degrees from horizontal. However all but one fracture is less than 30 degrees. Almost all structures of B23-2 dip East-Southeast, as seen in the Appendix 3 Rose Diagram.

Exposed bedrock in B23-3 appears to be the Talcott Basalt, a porphyritic basalt (microgabbro?), and the New Haven Arkose. The Talcott Basalt appears from the bottom of the casing to around

Merimere Dike Page 5

52 feet bgs before transitioning to the porphyritic basalt, and the New Haven Arkose appears at approximately 90 feet bgs. Most of the structure of B23-3 dips East-Southeast with several veins and fractures dipping west-northwest, most of which is located in the Talcott Basalt and the top of the porphyritic basalt. Almost all the structures in B23-3 have a dip of less than 30 degrees.

B23-3 contains two hydrothermally altered zones within the microgabbro from 58 to 60 and 65 to 68 feet bgs. This borehole also contains a large brecciated zone from 78 to 90 feet bgs indicating faulting occurred nearby. This is not seen in any of the other boreholes.

B23-4 contains the Talcott Basalt. The structures are more varied than in the other boreholes and are at steeper angles. The greatest number of features dip southeast, and most fractures are less than 15 degrees from horizontal. Two groups of veins are visible, one dipping Southeast and the other dipping Northeast. Similar to B23-3, B23-4 also contains two hydrothermally altered zones. These are located from 52 to 55 feet bgs and 61 to 65 feet bgs.

Due to the limited visible structure in borehole B23-2, the stereonets and rose diagrams in Appendix C show all data and are not split into fractures and veins and rock fabric. B23-4 is also shown with all data in Appendix C due to limited rock fabric features.

6.0 LIMITATIONS OF IMAGE LOG (ATV AND OTV) MEASUREMENTS

The image log must be properly centered in the borehole to provide clear images. A non-centered image log tool in the borehole will produce asymmetrical patterns of acoustic signal reflection amplitude and two-way travel time (ATV) and optical image focal length (OTV), thereby making it difficult to establish a uniform background value of reflection amplitude, travel-time, and image quality against which the anomalous features can be discerned. Borehole tilt and small borehole diameters also degrade image quality.

Image log features or discontinuities may represent open or filled fractures, foliation, and mineralized or weathered zones. Interpreting the type of feature present from the image log requires using other logs or core data, if available. Measurements of open fractures or features in ATV logs may not represent the true aperture or thickness dimension of the fracture or feature. A portion of the acoustic energy hitting the fracture surface is diffracted. The recorded arrivals of these diffractions will appear on the log above and below the normal position of the fracture edges as lower-amplitude arrivals with longer travel times. Subtle changes in amplitude within each discontinuity can be used to approximate the true aperture; however, the measurement is approximate and should be designated as “apparent aperture.”

Merimere Dike

Hager GeoScience, Collier Consulting

APPENDIX A

B23-1, B23-2, B23-3, B23-4

Composite & Structure Log

B23-1

Site:

Logged By:

Hager GeoScience

Boring #:

Geophysical Logging Record:

Client:

Date Logged:Location:

Depth (ft):

Casing (ft):

Water (ft):

A Company of Collier Geophysics

Meriden, CT

AECOM

Merimere Dike

1/24/24

CPM, BA

53.9

92.23B23-1

11.6

Composite Televiewer Log

Depth 1ft:12ft

Azimuth_Adj

0 360deg

Amplitude_Rot-MN

0° 0°180°90° 270° 0 12000

3D Virtual Core

33°

Image_Rot-MN

0° 0°180°90° 270°

Caliper

2 6in

Structure_TN

0 90

Polar Plot - Dip Azimuth & Angle

Schmidt Plot - LH - Standard

Rose Diagram - Dip Azimuth

Azimuth - Percent Log (Count)

Schmidt Plot - LH - Standard Depth: 50.00 [ft] to 90.00 [ft]

Mean Counts

Dip[deg]

6.01 Azi[deg]

86.84

47 6.18 89.39 8 5.72 72.56 2 4.45 83.14

0°

270° 90°

180°

Azimuth - Percent Log (Count) Depth: 50.00 [ft] to 90.00 [ft]

0°

270° 90°

180°

Depth Relative to Ground Surface

Bottom of Casing

OTV could not see through thick sediment, run ended

B23-2

Hager GeoScience

Boring #:

Geophysical Logging Record:

Client:

Date Logged:Location:

Depth (ft):

Casing (ft):

Water (ft):

A Company of Collier Geophysics

AECOM

Meriden, CT

Merimere Dike

CPM, BA

1/24/24 66.2

79.8

6.76

B23-2

Composite Televiewer Log

Depth 1ft:12ft

Azimuth_Adj

0 360deg

Amplitude_Rot-MN

0° 0°180°90° 270° 0 9000

3D Virtual Core

-0°

Caliper

2 6in

Image_Rot-MN

0° 0°180°90° 270°

Structure_TN

0 90

Rose Diagram - Dip Azimuth

Azimuth - Percent Log (Count)

Polar Plot - Dip Azimuth & Angle

Schmidt Plot - LH - Standard

Azimuth - Percent Log (Count) Depth: 65.00 [ft] to 80.00 [ft]

0°

270° 90°

180°

Schmidt Plot - LH - Standard Depth: 65.00 [ft] to 80.00 [ft]

Mean Counts

Dip[deg]

2.97 Azi[deg]

15.85

20 3.56 356.92 2 5.78 104.82 1 7.61 93.09

0°

270° 90°

180°

Depth Relative to Ground Surface

Bottom of Casing

B23-3

Hager GeoScience

Boring #:

Geophysical Logging Record:

Client:

Date Logged:Location:

Depth (ft):

Casing (ft):

Water (ft):

A Company of Collier Geophysics

AECOM

Meriden, CT

Merimere Dike

CPM, BA

1/25/24 45.9

101.24

4.4

B23-3

Composite Televiewer Log

Depth

1ft:12ft

Azimuth_Adj

0 360deg

Amplitude_Rot-MN_Norm-1

0° 0°180°90° 270° 0 1024

3D Virtual Core

44°

Image_Rot-MN

0° 0°180°90° 270°

Caliper

2 6in

Structure_TN

0 90

Polar Plot - Dip Azimuth & Angle

Schmidt Plot - LH - Standard

Rose Diagram - Dip Azimuth

Azimuth - Percent Interval (Count)

Schmidt Plot - LH - Standard Depth: 42.50 [ft] to 95.00 [ft]

Mean Counts

Dip[deg]

9.65 Azi[deg] 131.22

5 6.11 126.80 9 6.89 147.73 25 9.13 119.09 2 30.24 121.23 8 10.00 168.08 1 32.68 125.92

0°

270° 90°

180°

Azimuth - Percent Interval (Count) Depth: 42.50 [ft] to 95.00 [ft]

0°

270° 90°

180°

Depth Relative to Ground Surface

Bottom of Casing

H yd ro th er m al ly

A lte re d

Z on e H yd ro th er m al ly A lte re d Z on e

B re cc ia te d

Z on e

B23-4

Hager GeoScience

Boring #:

Geophysical Logging Record:

Client:

Date Logged:Location:

Depth (ft):

Casing (ft):

Water (ft):

A Company of Collier Geophysics

AECOM

Meriden, CT

Merimere Dike

CPM, BA

1/25/24 44.0

69.88

4.26

B23-4

Composite Televiewer Log

Depth

1ft:12ft

Azimuth_Adj

0 360deg

Amplitude_Rot-MN

0° 0°180°90° 270° 0 9000

3D Virtual Core

238°

Image_Rot-MN

0° 0°180°90° 270°

Caliper

2 6in

Polar Plot - Dip Azimuth & Angle

Schmidt Plot - LH - Standard

Rose Diagram - Dip Azimuth

Azimuth - Percent Interval (Count)

Structure_TN

0 90

Azimuth - Percent Interval (Count) Depth: 42.50 [ft] to 70.00 [ft]

0°

270° 90°

180°

Schmidt Plot - LH - Standard Depth: 42.50 [ft] to 70.00 [ft]

Mean Counts

Dip[deg]

7.83 Azi[deg] 133.21

27 4.03 213.60 18 32.82 110.88 1 4.89 217.54 1 33.92 268.60 2 32.80 137.12 1 24.56 290.22

0°

270° 90°

180°

Depth Relative to Ground Surface

Bottom of Casing

H yd ro th er m al ly

A lte re d

Z on e H yd ro th er m al ly A lte re d Z on e

Meriden, CT

Hager GeoScience, Collier Consulting

APPENDIX B

B23-1, B23-2, B23-3, B23-4

TABULATED STRUCTURE DATA

APPENDIX B

Borehole Geophysical Logging Merrimere Dike Meriden, CT

Table B23-1 B23-1

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

54.1 133.05 8.690 110 Tight Magenta 43.1 NE SE NE

54.96 83.71 5.46# 109 Bed/Band Yellow 353.7 NW NE NW

55.08 94.98 5.720 110 Tight Magenta 5.0 NE SE NE

56.45 66.89 5.210 110 Tight Magenta 336.9 NW NE NW

56.52 140.28 3.650 110 Tight Magenta 50.3 NE SE NE

57.85 120.81 66.430 110 Tight Magenta 30.8 NE SE NE

57.94 120.73 37.20 110 Tight Magenta 30.7 NE SE NE

58.42 2 6.030 110 Tight Magenta 272.0 NW NE NW

59.04 11.4 4.90 110 Tight Magenta 281.4 NW NE NW

59.89 54.04 6.680 110 Tight Magenta 324.0 NW NE NW

59.97 67.26 8.180 110 Tight Magenta 337.3 NW NE NW

60.28 100.86 67.790 110 Tight Magenta 10.9 NE SE NE

61.42 63.08 6.570 110 Tight Magenta 333.1 NW NE NW

62.23 284.4 5.330 110 Tight Magenta 194.4 SW NW NE

62.31 94.52 2.580 110 Tight Magenta 4.5 NE SE NE

62.94 74.58 19.070 110 Tight Magenta 344.6 NW NE NW

63.01 106.26 20.530 110 Tight Magenta 16.3 NE SE NE

63.46 63.99 2.950 110 Tight Magenta 334.0 NW NE NW

64.23 2.7 4.96# 109 Bed/Band Yellow 272.7 NW NE NW

65.78 79.66 3.720 110 Tight Magenta 349.7 NW NE NW

65.88 102.61 2.080 110 Tight Magenta 12.6 NE SE NE

66.88 72.29 4.09# 109 Bed/Band Yellow 342.3 NW NE NW

67.31 172.65 7.490 110 Tight Magenta 82.7 NE SE NE

67.45 116.19 7.070 110 Tight Magenta 26.2 NE SE NE

68.78 66.64 3.190 109 Bed/Band Yellow 336.6 NW NE NW

69.17 62.23 4.380 110 Tight Magenta 332.2 NW NE NW

69.91 47.16 11.060 110 Tight Magenta 317.2 NW NE NW

70.42 28.25 9.070 110 Tight Magenta 298.3 NW NE NW

70.61 41.35 1.380 110 Tight Magenta 311.4 NW NE NW

70.95 10.7 1.220 110 Tight Magenta 280.7 NW NE NW

71.2 78.64 7.170 109 Bed/Band Yellow 348.6 NW NE NW

71.53 69.25 8.390 109 Bed/Band Yellow 339.3 NW NE NW

71.73 63.27 7.620 109 Bed/Band Yellow 333.3 NW NE NW

72.14 83.96 6.80 110 Tight Magenta 354.0 NW NE NW

73.11 102.96 9.720 109 Bed/Band Yellow 13.0 NE SE NE

73.44 110.1 12.580 110 Tight Magenta 20.1 NE SE NE

73.85 66.72 3.654 107 <1.0 Small Blue 336.7 NW NE NW

74.07 142.94 4.620 110 Tight Magenta 52.9 NE SE NE

74.12 134.76 9.90 110 Tight Magenta 44.8 NE SE NE

77.13 77.51 4.740 110 Tight Magenta 347.5 NW NE NW

80.41 64.36 1.360 110 Tight Magenta 334.4 NW NE NW

80.53 73.68 7.040 110 Tight Magenta 343.7 NW NE NW

80.65 83.4 13.520 110 Tight Magenta 353.4 NW NE NW

80.73 58.71 14.010 110 Tight Magenta 328.7 NW NE NW

80.77 116.01 7.510 110 Tight Magenta 26.0 NE SE NE

80.91 225.42 0.820 110 Tight Magenta 135.4 SE SW NW

Hager GeoScience, Collier Consulting 42

Meriden, CT

Table B23-1 B23-1

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

80.95 192.13 1.70 110 Tight Magenta 102.1 SE SW NW

81.27 81.36 10.30 110 Tight Magenta 351.4 NW NE NW

81.86 135.15 12.630 110 Tight Magenta 45.2 NE SE NE

82.09 68.48 4.540 110 Tight Magenta 338.5 NW NE NW

82.35 37.86 8.130 110 Tight Magenta 307.9 NW NE NW

82.93 74.69 6.20 110 Tight Magenta 344.7 NW NE NW

83.03 141.69 4.250 110 Tight Magenta 51.7 NE SE NE

85.48 154.2 0.220 110 Tight Magenta 64.2 NE SE NE

85.96 108.68 2.770 110 Tight Magenta 18.7 NE SE NE

87.13 93.99 5.497 107 <1.0 Small Blue 4.0 NE SE NE

88.29 323.85 33.180 110 Tight Magenta 233.9 SW NW NE

Hager GeoScience, Collier Consulting 43

Meriden, CT

Table B23-2 B23-2

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

66.69 267.78 25.720 110 Tight Magenta 177.8 SE SW NW

66.78 90.24 7.060 110 Tight Magenta 0.2 NE SE NE

67.29 96.56 8.740 110 Tight Magenta 6.6 NE SE NE

67.78 95.66 7.66# 109 Bed/Band Yellow 5.7 NE SE NE

68.7 87.82 7.660 110 Tight Magenta 357.8 NW NE NW

69.69 273.57 26.420 110 Tight Magenta 183.6 SW NW NE

70.91 51.72 3.140 110 Tight Magenta 321.7 NW NE NW

71.07 88.58 6.910 110 Tight Magenta 358.6 NW NE NW

71.13 74.91 8.870 110 Tight Magenta 344.9 NW NE NW

72.08 99.59 25.140 110 Tight Magenta 9.6 NE SE NE

72.1 297.66 22.570 110 Tight Magenta 207.7 SW NW NE

72.53 99.68 26.160 110 Tight Magenta 9.7 NE SE NE

73.91 310.15 14.180 110 Tight Magenta 220.2 SW NW NE

73.95 309.11 12.390 110 Tight Magenta 219.1 SW NW NE

74.16 95.82 17.950 110 Tight Magenta 5.8 NE SE NE

74.26 76.23 14.150 110 Tight Magenta 346.2 NW NE NW

75.18 307 28.20 110 Tight Magenta 217.0 SW NW NE

75.34 312.49 41.580 110 Tight Magenta 222.5 SW NW NE

75.65 110.29 6.760 110 Tight Magenta 20.3 NE SE NE

75.96 333.9 9.650 110 Tight Magenta 243.9 SW NW NE

76.69 121.73 4.180 109 Bed/Band Yellow 31.7 NE SE NE

76.95 102.18 4.770 110 Tight Magenta 12.2 NE SE NE

77.23 93.09 7.61# 107 <1.0 Small Blue 3.1 NE SE NE

Hager GeoScience, Collier Consulting 45

Meriden, CT

Table B23-3 B23-3

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

46.43 218.67 8.04# 107 <1.0 Small Blue 128.7 SE SW NW

46.8 132.13 22.880 111 Vein Gold 42.1 NE SE NE

47.06 141.77 22.160 111 Vein Gold 51.8 NE SE NE

47.71 269.31 19.720 111 Vein Gold 179.3 SE SW NW

49.08 247.64 9.840 110 Tight Magenta 157.6 SE SW NW

49.15 83.57 23.960 111 Vein Gold 353.6 NW NE NW

50.14 183.97 40.980 110 Tight Magenta 94.0 SE SW NW

50.8 119.19 26.176 107 <1.0 Small Blue 29.2 NE SE NE

50.94 293.95 24.940 111 Vein Gold 204.0 SW NW NE

51.08 281.81 46.30 111 Vein Gold 191.8 SW NW NE

51.4 123.69 15.780 110 Tight Magenta 33.7 NE SE NE

51.4 286.68 29.140 110 Tight Magenta 196.7 SW NW NE

52.97 123.85 18.490 112 Contact Orange 33.9 NE SE NE

53.59 291.96 22.430 107 <1.0 Small Blue 202.0 SW NW NE

53.84 111.05 62.05# 111 Vein Gold 21.1 NE SE NE

55.1 86.16 36.220 110 Tight Magenta 356.2 NW NE NW

55.31 97.21 31.270 110 Tight Magenta 7.2 NE SE NE

59.54 302.96 22.150 110 Tight Magenta 213.0 SW NW NE

60.77 63.08 2.680 110 Tight Magenta 333.1 NW NE NW

61.54 71.85 9.520 110 Tight Magenta 341.9 NW NE NW

62.25 122.38 41.50 110 Tight Magenta 32.4 NE SE NE

62.76 359.29 7.30 107 <1.0 Small Blue 269.3 SW NW NE

63.78 104.79 6.640 110 Tight Magenta 14.8 NE SE NE

64.09 139.61 11.760 110 Tight Magenta 49.6 NE SE NE

65.22 118.17 31.087 107 <1.0 Small Blue 28.2 NE SE NE

65.39 142.01 17.430 110 Tight Magenta 52.0 NE SE NE

67.26 158.17 27.760 109 Bed/Band Yellow 68.2 NE SE NE

67.94 149.6 27.880 109 Bed/Band Yellow 59.6 NE SE NE

68.29 145.77 27.860 109 Bed/Band Yellow 55.8 NE SE NE

69.58 159.36 13.840 109 Bed/Band Yellow 69.4 NE SE NE

69.89 273.42 4.750 111 Vein Gold 183.4 SW NW NE

70.44 134.61 23.550 111 Vein Gold 44.6 NE SE NE

70.66 297.96 6.870 109 Bed/Band Yellow 208.0 SW NW NE

71.17 272.76 13.560 110 Tight Magenta 182.8 SW NW NE

73.15 90.21 7.430 110 Tight Magenta 0.2 NE SE NE

73.41 119.14 18.980 110 Tight Magenta 29.1 NE SE NE

74.42 185.89 14.760 110 Tight Magenta 95.9 SE SW NW

75.27 170.36 4.780 110 Tight Magenta 80.4 NE SE NE

76.72 270.03 15.31# 109 Bed/Band Yellow 180.0 SW NW NE

77.39 355.49 5.880 109 Bed/Band Yellow 265.5 SW NW NE

78.13 254.83 5.980 109 Bed/Band Yellow 164.8 SE SW NW

90.54 119.99 420 112 Contact Orange 30.0 NE SE NE

91.21 125.92 32.68# 105 6.926 Large Red 35.9 NE SE NE

91.65 114.44 31.930 110 Tight Magenta 24.4 NE SE NE

91.95 99.18 18.020 110 Tight Magenta 9.2 NE SE NE

91.98 128.74 12.740 110 Tight Magenta 38.7 NE SE NE

Hager GeoScience, Collier Consulting 47

Meriden, CT

Table B23-3 B23-3

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

92.1 102.94 26.370 110 Tight Magenta 12.9 NE SE NE

92.65 107.46 27.910 110 Tight Magenta 17.5 NE SE NE

93.14 304.29 19.640 110 Tight Magenta 214.3 SW NW NE

93.7 339.65 25.820 110 Tight Magenta 249.7 SW NW NE

Hager GeoScience, Collier Consulting 48

Meriden, CT

Hager GeoScience, Collier Consulting

APPENDIX B

B23-4

Meriden, CT

Table B23-4 B23-4

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

45.33 200.85 15.830 110 Tight Magenta 110.9 SE SW NW

45.4 229.9 15.310 110 Tight Magenta 139.9 SE SW NW

45.64 78.48 13.580 110 Tight Magenta 348.5 NW NE NW

46.2 346.45 3.420 110 Tight Magenta 256.5 SW NW NE

46.63 62.43 6.030 111 Vein Gold 332.4 NW NE NW

47.39 222.29 41.780 110 Tight Magenta 132.3 SE SW NW

47.41 150.59 10.630 110 Tight Magenta 60.6 NE SE NE

48.63 288.32 33.180 111 Vein Gold 198.3 SW NW NE

48.7 130.75 9.30 110 Tight Magenta 40.8 NE SE NE

49.86 260.6 10.210 110 Tight Magenta 170.6 SE SW NW

50.1 217.54 4.890 107 <1.0 Small Blue 127.5 SE SW NW

50.9 200.14 2.940 110 Tight Magenta 110.1 SE SW NW

52.26 239.33 37.90 110 Tight Magenta 149.3 SE SW NW

52.32 291.98 44.530 110 Tight Magenta 202.0 SW NW NE

52.48 135.64 32.910 111 Vein Gold 45.6 NE SE NE

52.53 126.74 52.22# 111 Vein Gold 36.7 NE SE NE

52.86 121.83 41.690 111 Vein Gold 31.8 NE SE NE

53.53 268.6 33.92# 109 Bed/Band Yellow 178.6 SE SW NW

53.59 253.47 7.150 110 Tight Magenta 163.5 SE SW NW

53.76 124.7 40.570 111 Vein Gold 34.7 NE SE NE

53.82 131.72 46.210 111 Vein Gold 41.7 NE SE NE

54.04 20.65 19.580 110 Tight Magenta 290.7 NW NE NW

54.08 266.81 39.490 111 Vein Gold 176.8 SE SW NW

54.53 98.95 31.080 110 Tight Magenta 9.0 NE SE NE

56.12 57.81 43.080 111 Vein Gold 327.8 NW NE NW

56.32 281.4 17.80 110 Tight Magenta 191.4 SW NW NE

56.48 27.95 17.940 110 Tight Magenta 298.0 NW NE NW

56.63 99.11 24.990 110 Tight Magenta 9.1 NE SE NE

56.89 62.7 51.470 111 Vein Gold 332.7 NW NE NW

57.38 138.87 7.720 111 Vein Gold 48.9 NE SE NE

57.75 183.59 7.380 110 Tight Magenta 93.6 SE SW NW

57.77 28.6 10.810 110 Tight Magenta 298.6 NW NE NW

57.82 326.69 78.840 111 Vein Gold 236.7 SW NW NE

58 11.53 10.650 110 Tight Magenta 281.5 NW NE NW

58.15 245.2 12.630 110 Tight Magenta 155.2 SE SW NW

58.47 200.18 64.470 110 Tight Magenta 110.2 SE SW NW

58.69 210.12 10.070 110 Tight Magenta 120.1 SE SW NW

58.9 152.42 2.290 110 Tight Magenta 62.4 NE SE NE

59.11 100.85 10.910 110 Tight Magenta 10.9 NE SE NE

59.87 74.69 39.360 111 Vein Gold 344.7 NW NE NW

59.89 86.43 16.050 110 Tight Magenta 356.4 NW NE NW

60.15 131.69 68.550 111 Vein Gold 41.7 NE SE NE

60.7 117.82 45.92# 106 2.653 Moderate Green 27.8 NE SE NE

60.76 142.74 68.740 111 Vein Gold 52.7 NE SE NE

62.17 242.02 26.270 110 Tight Magenta 152.0 SE SW NW

62.93 135.25 27.970 111 Vein Gold 45.3 NE SE NE

Hager GeoScience, Collier Consulting 50

Meriden, CT

Table B23-4 B23-4

Structure Data

File 230348

Depth (ft bgl)

True Dip Azimuth

True Dip Angle

Apparent Aperture

Code Aperture (inches) Code Desc.

Code Color

Azimuth Strike

(RHR)

Strike Direction

(RHR)

Dip Direction Quadrant

Strike Direction Quadrant

65.07 83 30.580 111 Vein Gold 353.0 NW NE NW

66.1 290.22 24.56# 105 16.173 Large Red 200.2 SW NW NE

67.85 55.39 47.520 111 Vein Gold 325.4 NW NE NW

67.98 171.02 25.2# 106 1.337 Moderate Green 81.0 NE SE NE

Hager GeoScience, Collier Consulting 51

APPENDIX C

ROSE AND STEREONET DIAGRAMS

B23-1, B23-2, B23-3, B23-4 All Data, Rock Fabric, Fractures and Veins

All Data

B23-4 All Data

Attachment 3

Laboratory Test Results

Client: AECOM Project: Merimere Dike Location: Meriden, CT Project No: GTX-318554 Boring ID: B23-01 Sample ID: SS4 Depth : 14-16'

Sample Type: Jar Test Date: 02/07/24 Test Id: 757284

Tested By: ckg Checked By:

Test Comment: --- Visual Description: Moist, reddish brown silty sand with gravel Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 2/7/2024 4:21:06 PM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

in

0.

% Cobble

% Gravel

25.6

% Sand

46.1

% Silt & Clay Size

28.3 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

0.5 in

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0347

0.0225

0.0133

0.0094

0.0067

0.0047

0.0034

0.0014

Percent Finer

Spec. Percent Complies

Coefficients D =6.9257 mm85

D =2.5007 mm60

D =1.3517 mm50

D =0.1015 mm30

D =0.0117 mm15

D =0.0046 mm10

C =543.630u C =0.896c

Classification

ASTM N/A

AASHTO Silty Gravel and Sand (A-2-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Est. Specific Gravity : 2.65

Separation of Sample: #200 Sieve

Location: Meriden, CT Project No: GTX-318554 Boring ID: B23-02 Sample ID: SS5 Depth : 8-10'

Sample Type: Jar Test Date: 02/07/24 Test Id: 757285

Tested By: ckg Checked By:

Test Comment: --- Visual Description: Moist, reddish brown silt with sand and gravel Sample Comment: ---

Particle Size Analysis - ASTM D6913/D7928 printed 2/7/2024 4:21:08 PM

0.0010.010.11101001000

Pe rc en t F in er

Grain Size (mm)

0.

0.

% Cobble

% Gravel

19.4

% Sand

26.0

% Silt & Clay Size

54.6 Sieve Name Sieve Size, mm Percent Finer Spec. Percent Complies

0.5 in

0.375 in

#4

#10

#20

#40

#60

#100

#140

#200

Hydrometer

12.50

9.50

4.75

2.00

0.85

0.42

0.25

0.15

0.11

0.075

Particle Size (mm)

0.0335

0.0217

0.0127

0.0091

0.0065

0.0046

0.0033

0.0013

Percent Finer

Spec. Percent Complies

Coefficients D =6.1776 mm85

D =0.2117 mm60

D =0.0500 mm50

D =0.0117 mm30

D =0.0031 mm15

D =N/A10

C =N/Au C =N/Ac

Classification

ASTM N/A

AASHTO Silty Soils (A-4 (0))

Sample/Test Description Sand/Gravel Particle Shape : ANGULAR

Sand/Gravel Hardness : HARD

Dispersion Device : Apparatus A - Mech Mixer

Dispersion Period : 1 minute

Est. Specific Gravity : 2.65

Separation of Sample: #200 Sieve

Location: Meriden, CT Project No: GTX-318554 Boring ID: --- Sample ID: --- Depth : ---

Sample Type: --- Test Date: 02/16/24 Test Id: 757280

Tested By: te Checked By: smd

Bulk Density and Compressive Strength of Rock Core Specimens by ASTM D7012 Method C printed 2/27/2024 9:43:55 AM

Boring ID Sample Number

Depth Bulk Density, pcf

Compressive strength, psi

Failure Type

Meets ASTM D4543

Note(s)

B23-01

B23-02

B23-02

B23-03

B23-03

B23-04

C3

C2

C4

C3

C7

C1

66-71 ft

31-37 ft

40-50 ft

51-56 ft

71-76 ft

46-51 ft

10179

24657

19247

No

No

No

Yes

No

Yes

1,*

1,*

1,*

1,*

Notes: Density determined on core samples by measuring dimensions and weight and then calculating.

All specimens tested at the approximate as-received moisture content and at standard laboratory temperature.

The axial load was applied continuously at a stress rate that produced failure in a test time between 2 and 15 minutes.

Failure Type: 1 = Intact Material Failure; 2 = Discontinuity Failure; 3 = Intact Material and Discontinuity Failure (See attached photographs)

1: Best effort end preparation. See Tolerance report for details.

2: The as-received core did not meet the ASTM side straightness tolerance due to irregularities in the sample as cored.

3: Specimen L/D < 2.

4: The as-received core did not meet the ASTM minimum diameter tolerance of 1.875 inches.

5: Specimen diameter is less than 10 times maximum particle size.

6: Specimen diameter is less than 6 times maximum particle size.

*Because the indicated tested specimens did not meet the ASTM D4543 standard tolerances, the results reported here may differ from those for a test specimen within tolerances.

Client: AECOM Test Date: 2/16/2024 Project Name: Merimere Dike Tested By: gp Project Location: Meriden, CT Checked By: smd

GTX #: 318554

Boring ID: B23-01 Sample ID: C3 Depth: 66-71 ft Visual Description: See photographs

BULK DENSITY DEVIATION FROM STRAIGHTNESS (Procedure S1)

Specimen Length, in: Maximum gap between side of core and reference surface plate:

Specimen Diameter, in: Is the maximum gap < 0.02 in.? YES Specimen Mass, g:

Bulk Density, lb/ft3 Minimum Diameter Tolerence Met? YES Maximum difference must be < 0.020 in.

Length to Diameter Ratio: Length to Diameter Ratio Tolerance Met? YES Straightness Tolerance Met? YES

END FLATNESS AND PARALLELISM (Procedure FP1) END 1 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875 Diameter 1, in 0.00270 0.00240 0.00200 0.00150 0.00090 0.00060 0.00020 0.00000 -0.00040 -0.00080 -0.00140 -0.00200 -0.00250 -0.00300 -0.00320 Diameter 2, in (rotated 90o) 0.00070 0.00060 0.00050 0.00040 0.00020 0.00010 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00010 -0.00030 -0.00040 -0.00060

Difference between max and min readings, in:

0° = 0.00590 90° = 0.00130

END 2 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875 Diameter 1, in 0.00290 0.00260 0.00210 0.00170 0.00110 0.00070 0.00020 0.00000 -0.00030 -0.00080 -0.00120 -0.00170 -0.00220 -0.00280 -0.00350 Diameter 2, in (rotated 90o) -0.00060 -0.00030 -0.00020 -0.00010 0.00000 0.00000 0.00000 0.00000 0.00010 0.00020 0.00030 0.00040 0.00050 0.00060 0.00070

Difference between max and min readings, in:

0° = 0.0064 90° = 0.0013

Maximum difference must be < 0.0020 in. Difference = + 0.00320 Flatness Tolerance Met? NO

DIAMETER 1

End 1:

Slope of Best Fit Line 0.00344 Angle of Best Fit Line: 0.19726

End 2:

Slope of Best Fit Line 0.00351 Angle of Best Fit Line: 0.20086

Maximum Angular Difference: 0.00360

Parallelism Tolerance Met? YES Spherically Seated

DIAMETER 2

End 1:

Slope of Best Fit Line 0.00063 Angle of Best Fit Line: 0.03585

End 2:

Slope of Best Fit Line 0.00061 Angle of Best Fit Line: 0.03503

Maximum Angular Difference: 0.00082

Parallelism Tolerance Met? YES Spherically Seated

PERPENDICULARITY (Procedure P1) (Calculated from End Flatness and Parallelism measurements above) END 1 Diameter (in.) Slope Angle° Perpendicularity Tolerance Met? Maximum angle of departure must be < 0.25° Diameter 1, in 0.00590 2.470 0.00239 0.137 Diameter 2, in (rotated 90o) 0.00130 2.470 0.00053 0.030 Perpendicularity Tolerance Met? YES

END 2

Diameter 1, in 0.00640 2.470 0.00259 0.148 Diameter 2, in (rotated 90o) 0.00130 2.470 0.00053 0.030

YES

5.40 5.40 5.40

UNIT WEIGHT DETERMINATION AND DIMENSIONAL AND SHAPE TOLERANCES OF ROCK CORE SPECIMENS BY ASTM D4543

1 2 Average

YES

YES

2.47 2.47 2.47 1046.51

2.2

YES

Difference, Maximum and Minimum (in.)

y = -0.00344x - 0.00020

-0.00400

-0.00200

0.00000

0.00200

0.00400

-1.00 -0.75 -0.50 -0.25 0.00 0.25 0.50 0.75 1.00D ia l G ag e R ea di ng , i n

Diameter, in

End 1 Diameter 1 y = -0.00063x + 0.00007

-0.00200

-0.00100

0.00000

0.00100

0.00200

-1.00 -0.75 -0.50 -0.25 0.00 0.25 0.50 0.75 1.00D ia l G ag e R ea di ng , i n

Diameter, in

End 1 Diameter 2 y = -0.00351x - 0.00008

-0.00400

-0.00200

0.00000

0.00200

0.00400

-1.00 -0.75 -0.50 -0.25 0.00 0.25 0.50 0.75 1.00

D ia l G ag e R ea di ng , i n

Diameter, in

End 2 Diameter 1 y = 0.00061x + 0.00011

-0.00200

-0.00100

0.00000

0.00100

0.00200

-1.00 -0.75 -0.50 -0.25 0.00 0.25 0.50 0.75 1.00D ia l G ag e R ea di ng , i n

Diameter, in

End 2 Diameter 2

Project Location: Checked By: smd

GTX #:

Boring ID:

Sample ID:

Depth (ft):

Visual Description: See photographs

END FLATNESS

END 1

Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES

END 2

Diameter 1 Is the maximum gap < +0.001 in.? YES Diameter 2 (rotated 90o) Is the maximum gap < +0.001 in.? YES

End Flatness Tolerance Met? YES

Meriden, CT

Reliable dial gauge measurements could not be performed on this rock type. Tolerance measurements were performed using a machinist straightedge and feeler gauges to ASTM specifications.

BEST EFFORT END FLATNESS TOLERANCES OF ROCK CORE SPECIMENS TO

ASTM D4543

66-71

C3

B23-01

318554

Project Name: Merimere Dike Project Location: Meriden, CT

GTX #: 318554

Test Date: 2/16/2024 Tested By: te Checked By: smd Boring ID: B23-01 Sample ID: C3 Depth, ft: 66-71

After cutting and grinding

After break

Project Location: Meriden, CT Checked By: smd

GTX #: 318554

Boring ID: B23-02 Sample ID: C2 Depth: 31-37 ft Visual Description: See photographs

BULK DENSITY DEVIATION FROM STRAIGHTNESS (Procedure S1)

Specimen Length, in: Maximum gap between side of core and reference surface plate:

Specimen Diameter, in: Is the maximum gap < 0.02 in.? YES Specimen Mass, g:

Bulk Density, lb/ft3 Minimum Diameter Tolerence Met? YES Maximum difference must be < 0.020 in.

Length to Diameter Ratio: Length to Diameter Ratio Tolerance Met? YES Straightness Tolerance Met? YES

END FLATNESS AND PARALLELISM (Procedure FP1) END 1 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875 Diameter 1, in -0.00150 -0.00110 -0.00100 -0.00060 -0.00030 -0.00020 -0.00010 0.00000 0.00010 0.00030 0.00040 0.00080 0.00080 0.00090 0.00110 Diameter 2, in (rotated 90o) -0.00130 -0.00120 -0.00100 -0.00070 -0.00050 -0.00040 -0.00010 0.00000 0.00030 0.00040 0.00060 0.00080 0.00110 0.00120 0.00140

Difference between max and min readings, in:

0° = 0.00260 90° = 0.00270

END 2 -0.875 -0.750 -0.625 -0.500 -0.375 -0.250 -0.125 0.000 0.125 0.250 0.375 0.500 0.625 0.750 0.875 Diameter 1, in -0.00110 -0.00090 -0.00080 -0.00060 -0.00040 -0.00020 0.00000 0.00000 0.00010 0.00020 0.00030 0.00040 0.00080 0.00090 0.00090 Diameter 2, in (rotated 90o) 0.00180 0.00150 0.00140 0.00100 0.00070 0.00050 0.00010 0.00000 -0.00010 -0.00020 -0.00060 -0.00090 -0.00100 -0.00140 -0.00170

Difference between max and min readings, in:

0° = 0.002 90° = 0.0035

Maximum difference must be < 0.0020 in. Difference = + 0.00175 Flatness Tolerance Met? NO

DIAMETER 1

End 1:

Slope of Best Fit Line 0.00137 Angle of Best Fit Line: 0.07874

End 2:

Slope of Best Fit Line 0.00114 Angle of Best Fit Line: 0.06515

Maximum Angular Difference: 0.01359

Parallelism Tolerance Met? NO Spherically Seated

DIAMETER 2

End 1:

Slope of Best Fit Line 0.00157 Angle of Best Fit Line: 0.09020

End 2:

Slope of Best Fit Line 0.00191 Angle of Best Fit Line: 0.10968

Maximum Angular Difference: 0.01948

Parallelism…