Attachment V - Geotechnical Report_New Germany.pdf

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Delaware limited liability company. We acquire the requisite licenses in each state. Additional information can be obtained from the company.

Date: October 29, 2025

Curt Andrich State of Maryland 326 Tryon Road 100 Community Place Raleigh, NC 27603 Crownsville, Maryland 21032 (919) 661-6351

(804) 869-9004 Geotech@tepgroup.net

Subject: Subsurface Exploration Report – Revision 1

State of Maryland Designation: Site Name: New Germany

Engineering Firm Designation: TEP Project Number: 348475.1102276

Site Data: W Shale Road, Grantsville, MD 21536 (Garrett County) Latitude N39° 37' 38.2'', Longitude W79° 9' 6.8'' 330 Foot – Proposed Self Supporting Tower Curt Andrich, TEP is pleased to submit this “Subsurface Exploration Report” to evaluate subsurface conditions in the tower area as they pertain to providing support for the tower foundation.

This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions in this report are based on the applicable standards of TEP’s practice in this geographic area at the time this report was prepared. No other warranty, expressed or implied, is made.

TEP assumes the current ground surface elevation, tower location and subsequent centerline provided are correct and are consistent with the elevation and centerline to be used for construction of the structure. Should the ground surface elevation be altered and/or the tower location be moved or shifted TEP should be contacted to determine if additional borings are necessary.

The analyses and recommendations submitted herein are based, in part, upon the data obtained from the subsurface exploration. The soil conditions may vary from what is represented in the boring logs. While some transitions may be gradual, subsurface conditions in other areas may be quite different. Should actual site conditions vary from those presented in this report, TEP should be provided the opportunity to amend its recommendations, as necessary.

We at TEP appreciate the opportunity of providing our continuing professional services to you and State of Maryland. If you have any questions or need further assistance on this or any other project, please give us a call.

Report Prepared/Reviewed by: Zeke A. Buchta, G.I.T. / John D. Longest, P.E.

Respectfully submitted by:

Scott C. Brantley, P.E.

Revision # Date Issued Description

0 August 1, 2025 Original Subsurface Exploration Report

1 October 24, 2025 Revised to include additional borings

Scott Brantley

October 29, 2025 330 ft Proposed Self Support Tower Subsurface Exploration Report – Revision 1 New Germany Project Number 348475.1102276 Page 2

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

TABLE OF CONTENTS

1) PROJECT DESCRIPTION

2) SITE EXPLORATION

3) SITE CONDITIONS

4) SUBSURFACE CONDITIONS

4.1) Soil 4.2) Rock

4.3) Subsurface Water 4.4) Frost

5) TOWER FOUNDATION ANALYSIS

5.1) Shallow Foundation

Table 1 – Shallow Foundation Design Parameters

5.2) Drilled Shaft Foundation

Table 2 – Drilled Shaft Foundation Design Parameters

5.3) Modulus of Subgrade Reaction

6) SEISMIC SITE CLASS

7) SOIL RESISTIVITY

8) CONSTRUCTION CONSIDERATIONS - SHALLOW FOUNDATION

8.1) Excavation

8.2) Dewatering/Foundation Evaluation/Subgrade Preparation

8.3) Fill Placement and Compaction

8.4) Reuse of Excavated Soil

9) CONSTRUCTION CONSIDERATIONS - DRILLED SHAFTS

10) SITE PHOTOGRAPHS

APPENDIX A

Boring Layout

APPENDIX B

Boring Log

Project Number 348475.1102276 Page 3

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

1) PROJECT DESCRIPTION

It is understood a self supporting tower is being planned for construction at the above referenced site. The structure loads can be obtained from the tower manufacturer.

2) SITE EXPLORATION

The field exploration included the performance of three soil test borings (B-1, B-2, and B-3). The borings were advanced to the auger refusal depths ranging from of 11.9 to 21.5 feet below ground surface (bgs) at the staked location of each leg of the proposed self supporting tower. The borings were performed by a track mounted drill rig using continuous flight hollow stem augers to advance the hole. Split-spoon samples and Standard Penetration Test (SPT) resistance values (N-values) were obtained in accordance with ASTM D1586 at a frequency of five to seven samples prior to auger refusal.

The Split-spoon samples were transported to the TEP laboratory where they were classified by a qualified representative of the Geotechnical Engineer in general accordance with the Unified Soil Classification System (USCS), using visual-manual identification procedures (ASTM D2488).

Following auger refusal, diamond-bit core drilling procedures were used to help determine the character and continuity of the rock in borings B-1, B-2, and B-3. The core drilling procedures were in accordance with ASTM D2113. Rock core samples of the materials penetrated were protected and retained in a swivel-mounted inner tube of the core barrel. Upon completion of the drill run, the core barrel was brought to the surface and samples removed and placed in standard boxes. The samples were classified by a qualified representative of the Geotechnical Engineer and the “Recovery” and “Rock Quality Designation” were determined.

The “Recovery” is the ratio of the sample length obtained to the length drilled, expressed as a percent. The “Rock Quality Designation” (RQD) is the percent of the recovered rock samples in lengths of four or more inches, compared to the total length of the core run. This designation is generally applied to samples of NWX size (2-1/8 inch diameter) or larger and to samples described as moderately hard or harder. The percent recovery and RQD are related to rock soundness and continuity. Generalized rock descriptions, percent recovery, and the RQD value are shown on the boring logs.

A boring location plan showing the approximate boring locations and the boring logs presenting the subsurface information obtained, accompanied with a brief guide to interpreting the boring logs, are included in Appendix A and B, respectively.

3) SITE CONDITIONS

The site is located at W Shale Road in Grantsville, Garrett County, Maryland. The proposed tower and compound are to be located in a wooded area. The ground topography is gently sloping downward to the west.

Project Number 348475.1102276 Page 4

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

4) SUBSURFACE CONDITIONS

The following description of subsurface conditions is brief and general. For more detailed information, the individual boring logs contained in Appendix B may be consulted.

4.1) Soil

The USCS classification of the soils encountered in the borings include SP, GP, CL, and GM. The Standard Penetration Resistance (“N” Values) recorded in the subsurface materials range from 7 to 59 blows per foot of penetration.

4.2) Rock

Decomposed sandstone was encountered at depths ranging from 10 to 15 feet (bgs) transitioning to sandstone at 11.9 feet (bgs) underlain by claystone and shale in boring B-1. The claystone and shale are both coal-containing layers. In boring B-1 samples of coal could not be returned to the TEP laboratory, they were noted from the outwash returns from coring fluid. Coal was encountered at a depth of 24.5 feet (bgs) in boring B-3. Refusal of auger advancement was encountered at depths ranging from

11.9 to 21.5 feet (bgs) in the borings.

4.3) Subsurface Water

Subsurface water was not in the borings during drilling. Water was measured at a depth of 3.7 feet (bgs) following rock coring, however water is introduced into the hole during coring operations It should be noted the subsurface water level will fluctuate during the year due to seasonal variations, precipitation events and construction activity in the area.

4.4) Frost

The Telecommunications Industry Association (TIA) frost depth for Garrett County, Maryland is 40 inches.

Project Number 348475.1102276 Page 5

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

5) TOWER FOUNDATION ANALYSIS

Based on the boring data, it is the opinion of TEP that a pier for each leg extending to a single large mat foundation or an individual pier and spread footing for each leg be used to support the new tower.

Drilled shaft foundations may not be a reliable option due to varying rock layers with coal seams. There is insufficient coring depth to fully penetrate the coal containing rock layers. Drilled shaft parameters are being provided should they be necessary for lightly loaded ancillary structures. The following presents TEP’s conclusions and recommendations regarding the foundation types.

5.1) Shallow Foundation

Based on preliminary site information, the site is located on gently sloping ground. It is recommended that foundation designs account for site grades being raised with excavation spoils or that foundation drawings specify minimum embedment depths based on existing site elevations and factor in ground slopes.

The following values may be used for design of a shallow foundation. The foundation should bear a minimum of 40 inches below the ground surface to penetrate the frost depth and with sufficient depth to withstand overturning of the tower. To resist the overturning moment, the weight of the concrete and any soil directly above the foundation can be used. The values provided in Table 1 consider ground surface elevation at the time of the subsurface exploration and undisturbed, native materials. Due to the construction process disturbing the in-situ soils and reducing the soil densities above the new foundation from those provided in Table 1, TEP recommends that the foundation designer specify a minimum depth and unit weight for compacted backfill to resist overturning of the new shallow foundation.

Table 1 – Shallow Foundation Design Parameters

Depth (feet)

Subsurface Material

Gross Ultimate

Bearing1,2

(psf)

Cohesion1

(psf)

Friction Angle1

(degrees)

Effective Unit

Weight (pcf)

Friction Factor

Top Bottom

0 2.5 SP3 3750 - 28 104 0.34

2.5 3.3 SP3 7925 - 28 113 0.34

3.3 5 SM 39575 - 40 114 0.50

5 7.5 SM 39575 - 37 113 0.46

7.5 10 GM 45125 - 36 114 0.45

10 15 Decomposed Sandstone 73400 - 45 120 0.50

Notes:

1) These values should be considered ultimate soil parameters.

2) Bearing values consider a foundation width ranging from 8 to 40 feet and less than 1 inch of total settlement.

3) Values have been modified to account for strength losses due to freeze/thaw cycles.

Bearing above the seasonal frost depth may lead to settlement and rotation, settlement of the base, and potential and progressive movement downhill. Foundations bearing above the frost depth may experience fluctuations in vertical movements with the annual frost/thaw. If tower foundation bears above frost depth, more frequent maintenance visits should be made.

Project Number 348475.1102276 Page 6

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

5.2) Drilled Shaft Foundation

TEP does not recommend the use of drilled shaft foundations for the support of the planned tower. There is insufficient coring depth to penetrate coal layers. The following values may be used for design of a drilled shaft foundation for lightly loaded ancillary structures. TEP recommends the side frictional and lateral resistance values developed in the top section of the caisson for a depth equal to half the diameter of the caisson or the frost depth, whichever is greater, be neglected in design calculations. Design of drilled shaft foundations should ensure termination in a known material. The values presented in Table 2 are based on the ground surface elevation at the time of the subsurface exploration.

Table 2 – Drilled Shaft Foundation Design Parameters

Depth (feet)

Subsurface Material

Gross Ultimate Bearing1

(psf)

Ultimate Side

Frictional Resistance1

(psf)

Cohesion1

(psf)

Friction Angle1

(degrees)

Effective Unit

Weight (pcf)

Top Bottom

0 2.5 SP2 650 40 - 28 104

2.5 3.3 SP2 1800 110 - 28 113

3.3 5 SM 13900 250 - 40 114

5 7.5 SM 14125 360 - 37 113

7.5 10 GM 18125 490 - 36 114

10 15 Decomposed Sandstone 50450 940 - 45 120

15 20 Weathered Claystone3 - 1160 - 40 125

20 21.5 Weathered Claystone3 - 1400 - 40 125

21.5 24.5 Coal3 - 40 - 10 90

24.5 28.3 Coal3 - 40 - 10 90

28.3 29 Siltstone 166425 2500 1000 42 137

29 31.5 Sandstone 204525 2820 1000 45 137

Notes:

1) These values should be considered ultimate soil parameters.

2) Values have been modified to account for strength losses due to freeze/thaw cycles.

3) Due to the highly fractured nature of the rock sample, cohesion of the rock cannot be relied upon for strength parameters.

Indicated layers have been evaluated as a granular material.

Relying on soil strengths above the seasonal frost depth may lead to settlement and rotation, and settlement of the base. Where analysis of foundations relies on strengths of soils above the frost depth, more frequent maintenance visits should be made to check plumb and verify vertical movements of the foundation have not occurred.

Project Number 348475.1102276 Page 7

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

5.3) Modulus of Subgrade Reaction

A vertical modulus of subgrade reaction and a horizontal modulus of subgrade reaction may be derived using the following equations and soil parameters for analysis of foundations.

���� � 12 ∙

Where;

qa = Allowable Bearing Capacity (ksf) SF = Factor of Safety B = Base width (ft), use 1 if B < 1ft.

ks-v = Vertical Modulus of Subgrade Reaction (kcf) ks-h = Horizontal Modulus of Subgrade Reaction (ksf)

6) SEISMIC SITE CLASS

The Site Class, per Section 1613.2.2 of the 2018 International Building Code (2018 IBC) and Chapter 20 of ASCE 7 (2016), based on the site soil conditions is Site Class C.

7) SOIL RESISTIVITY

Soil resistivity testing was performed at the TEP laboratory in accordance with ASTM G57 (Standard Test Method for Measurement of Soil Resistivity Using the Four Electrode Soil Box Method). The test results indicate a resistivity of 37,000 to 65,000 ohm-cm in the near-surface soils. It should be noted that soil resistivity will fluctuate during the year due to seasonal variations, precipitation events and depth below surface.

Project Number 348475.1102276 Page 8

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

8) CONSTRUCTION CONSIDERATIONS - SHALLOW FOUNDATION

The following recommendations pertain to the newly proposed tower foundation only. Should additional recommendations be required for lightly loaded support structures, such as the equipment shelter, TEP can provide these, at the client’s request, for an additional fee.

8.1) Excavation

The boring data indicates excavation to the expected subgrade level for the shallow foundation will extend through sand, gravel, and clay. A large, tracked excavator should be able to remove the materials with moderate difficulty. A large, tracked excavator with rock teeth and/or a pneumatic hammer will be necessary to remove the materials with difficulty. TEP anticipates the depth to the surface of the rock will vary outside of the boring locations. Boulders and bedrock outcroppings are common to this geographic region and may also be encountered in the excavation area.

Excavations should be sloped or shored in accordance with local, state and federal regulations, including OSHA (29 CFR Part 1926) excavation trench safety standards. It is the responsibility of the contractor for site safety. This information is provided as a service and under no circumstance should TEP be assumed responsible for construction site safety.

8.2) Dewatering/Foundation Evaluation/Subgrade Preparation

As subsurface water was not encountered during the subsurface exploration, dewatering may or may not be required. Should subsurface water be encountered during construction, it can likely be controlled with the use of a sump and pump system and/or trenches. Dewatering components should be placed to not interfere with the placement of backfill materials and/or concrete foundations and should be utilized to keep the localized water table below the bottom of any excavation..

After dewatering and excavation to the design elevation for the footing, the materials should be evaluated by a Geotechnical Engineer or a representative of the Geotechnical Engineer prior to reinforcement and concrete placement. This evaluation should include probing, shallow hand auger borings and dynamic cone penetrometer testing (ASTM STP 399) to help verify that suitable residual material lies directly under the foundation and to determine the need for any undercut and replacement of unsuitable materials. Loose surficial material should be compacted in the excavation prior to reinforcement and concrete placement to stabilize surface soil that may have become loose during the excavation process. TEP recommends a 6-inch layer of compacted dense-graded stone be placed just after excavation to aid in surface stability.

8.3) Fill Placement and Compaction

Backfill materials placed above the shallow foundation to the design subgrade elevation should not contain more than 5 percent by weight of organic matter, waste, debris or any otherwise deleterious materials. To be considered for use, backfill materials should have a maximum dry density of at least 100 pounds per cubic foot as determined by standard Proctor (ASTM D698), a Liquid Limit no greater than 40, a Plasticity Index no greater than 20, a maximum particle size of 4 inches, and 20 percent or less of the material having a particle size between 2 and 4 inches. Because small handheld or walk-behind compaction equipment will most likely be used, backfill should be placed in thin horizontal lifts not exceeding 6 inches (loose).

Fill placement should be monitored by a qualified Materials Technician working under the direction of a Geotechnical Engineer. In addition to the visual evaluation, a sufficient amount of in-place field density tests should be conducted to confirm the required compaction is being attained.

Project Number 348475.1102276 Page 9

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

8.4) Reuse of Excavated Soil

The sand, gravel, and clay that meets the above referenced criteria can be utilized as backfill based on dry soil and site conditions at the time of construction.

9) CONSTRUCTION CONSIDERATIONS - DRILLED SHAFTS

Based on TEP’s experience, a conventional drilled shaft rig (Hughes Tool LDH, or equivalent) can be used to excavate to the auger refusal depth of TEP’s borings. An earth auger can typically penetrate the materials encountered to the auger refusal depth of the borings with moderate to high difficulty. Materials below the auger refusal depth may require a coring bit or roller-bit to remove. Boulders and bedrock outcroppings are sometimes encountered in this geographic region and may be encountered outside of the boring locations. Special excavation equipment may be necessary for a shaft greater that 60-inches in diameter.

The following are general procedure recommendations in drilled shaft construction using the “dry” method:

1) Drilling equipment should have cutting teeth to result in a hole with little or no soil smeared or caked on the sides; a spiral like corrugated side should be produced. The shaft diameter should be at least equal to the design diameter for the full depth.

2) The drilled shaft should be drilled to satisfy a plumbness tolerance of 1.5 to 2 percent of the length and an eccentricity tolerance of 2 to 3 inches from plan location.

3) Refer to Section 4.3) for subsurface water information. Water will fluctuate during the year and during rain events. Any subsurface water should be removed by pumping, leaving no more than 3 inches in the bottom of the shaft excavation.

4) A removable steel casing should be installed in the shaft to prevent caving of the excavation sides due to soil relaxation. Loose soils in the bottom of the shaft should be removed.

5) The drilled shaft should be evaluated by the Geotechnical Engineer or their representative to confirm suitable end bearing conditions and to verify the proper diameter and bottom cleanliness. The shaft should be evaluated immediately prior to and during concrete operations.

6) The drilled shaft should be concreted as soon as practical after excavation to reduce the deterioration of the supporting soils due to caving and subsurface water intrusion.

7) The slump of the concrete is critical for the development of side shear resistance. TEP recommends a concrete mix having a slump of 6 to 8 inches be used with the minimum compressive strength specified by the structural engineer. A mix design incorporating super plasticizer will likely be required to obtain this slump.

8) The concrete may be allowed to fall freely through the open area in the reinforcing steel cage provided it is not allowed to strike the reinforcing steel or the casing prior to reaching the bottom of the shaft excavation.

9) The protective steel casing should be extracted as concrete is placed. A head of concrete should be maintained above the bottom of the casing to prevent soil and water intrusion into the concrete below the casing.

Project Number 348475.1102276 Page 10

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

Due to the subsurface water and the sandy soil/gravel, the contractor may elect to/ utilize the “slurry” method for shaft construction. The following are general procedure recommendations in drilled shaft construction using the “slurry” method:

1) Slurry drilled shafts are constructed by conventional caisson drill rigs excavating beneath a drilling mud slurry. Typically, the slurry is introduced into the excavation after the water table has been penetrated and/or the soils on the sides of the excavation are observed to be caving-in. When the design shaft depth is reached, fluid concrete is placed through a tremie pipe at the bottom of the excavation.

2) The slurry level should be maintained at a minimum of 5 feet or one shaft diameter, whichever is greater, above the subsurface water level.

3) Inspection during excavation should include verification of plumbness, maintenance of sufficient slurry head, monitoring the specific gravity, pH and sand content of the drilling slurry, and monitoring any changes in the depth of the excavation between initial approval and prior to concreting.

4) A removable steel casing should be installed in the shaft to prevent caving of the excavation sides due to excavation disturbance and soil relaxation. Loose soils in the bottom of the shaft should be removed.

5) The specific gravity or relative density of the drilling mud slurry should be monitored from the initial mixing to the completion of the excavation. An increase in the specific gravity or density of the drilling slurry by as much as 10 percent is indicative of soil particles settling out of the slurry onto the bottom of the excavation. This settling will result in a reduction of the allowable bearing capacity of the bottom of the drilled shaft.

6) After approval, the drilled shaft should be concreted as soon as practical using a tremie pipe.

7) For slurry drilled shafts, the concrete should have a 6- to 8-inch slump prior to discharge into the tremie.

The bottom of the tremie should be set at about one tremie pipe diameter above the excavation. A closure flap at the bottom of the tremie should be used, or a sliding plug introduced into the tremie before the concrete, to reduce the potential for the concrete being contaminated by the slurry. The bottom of the tremie must be maintained in concrete during placement, which should be continuous.

8) The protective steel casing should be extracted as concrete is placed. A head of concrete should be maintained above the bottom of the casing to prevent soil and water intrusion into the concrete below the casing.

If variability in the subsurface materials is encountered, a representative of the Geotechnical Engineer should verify that the design parameters are valid during construction. Modification to the design values presented above may be required in the field.

Project Number 348475.1102276 Page 11

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350 website: http://www.tepgroup.net

10) PHOTOGRAPHS

Boring Location During Drilling Activities

Boring Location Following Drilling Activities

B-1 Rock Core Photograph

Project Number 348475.1102276 Page 12

Performed By: TEP 326 Tryon Road, Raleigh, NC 27603 O) 919.661.6351 F) 919.661.6350

B-2 Rock Core Photograph

B-3 Rock Core Photograph

330 ft Proposed Self Support Tower Subsurface Exploration Report – Revision 1 October 29, 2025 Project Number 348475.1102276 New Germany

Performed By: TEP

APPENDIX A

BORING LAYOUT

W

ES

T

SH

AL

E

RO

AD

348475.1135213

(919) 661-6351

RALEIGH, NC 27603

326 TRYON ROAD

NEW GERMANY

C-1

BORING LAYOUT

AutoCAD SHX Text

VERIFY

AutoCAD SHX Text

WOODED AREA

AutoCAD SHX Text B-2

AutoCAD SHX Text B-1

AutoCAD SHX Text B-3

AutoCAD SHX Text

TEP JOB #:

AutoCAD SHX Text

REVISION:

AutoCAD SHX Text

PROJECT INFORMATION:

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PREPARED FOR:

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PREPARED BY:

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SHEET NUMBER:

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100 COMMUNITY PLACE CROWNSVILLE, MD 21032 (804) 869-9004

AutoCAD SHX Text

WEST SHALE RD GRANTSVILLE, MD 21536 (GARRETT COUNTY)

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SCALE: N.T.S.

W

ES

T

SH

AL

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348475.1135213

(919) 661-6351

RALEIGH, NC 27603

326 TRYON ROAD

NEW GERMANY

C-1

BORING LAYOUT

AutoCAD SHX Text

VERIFY

AutoCAD SHX Text

WOODED AREA

AutoCAD SHX Text B-2

AutoCAD SHX Text B-1

AutoCAD SHX Text B-3

AutoCAD SHX Text

TEP JOB #:

AutoCAD SHX Text

REVISION:

AutoCAD SHX Text

PROJECT INFORMATION:

AutoCAD SHX Text

PREPARED FOR:

AutoCAD SHX Text

PREPARED BY:

AutoCAD SHX Text

SHEET NUMBER:

AutoCAD SHX Text

100 COMMUNITY PLACE CROWNSVILLE, MD 21032 (804) 869-9004

AutoCAD SHX Text

WEST SHALE RD GRANTSVILLE, MD 21536 (GARRETT COUNTY)

AutoCAD SHX Text

SCALE: N.T.S.

330 ft Proposed Self Support Tower Subsurface Exploration Report – Revision 1 October 29, 2025 Project Number 348475.1102276 New Germany

Performed By: TEP

APPENDIX B

BORING LOGS

Driller Note: Encountered small boulders from .5 to

7.5 feet bgs

Water at 3.7feet after coring (water introduced to hole for coring)

Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand trim for triaxial test specimen.

Estimated Unconfined Compressive Strength of 138 psi

Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand trim for triaxial test specimen.

Estimated Unconfined Compressive Strength of 138 psi

Driller Note: Core loss due to coal bed from 21 to 23 feet bgs

Driller Note: Core loss due to coal bed from 27.5 to

28.2 feet bgs

S1

S2

S3

S4

S5

R1

R2

R3

0.0-0.5: Topsoil - 6 inches 0.5-2.5: Loose, yellowish brown, fine to medium, poorly graded SAND (SP), trace clay, moist

2.5-5.0: Medium dense, brown, fine to coarse, poorly graded GRAVEL (GP), with sand, moist

5.0-7.5: Very stiff, grayish brown, lean CLAY (CL), with sand, moist

7.5-10.0: Medium dense, pale brown, fine to coarse, silty GRAVEL (GM), with sand, moist

10.0-11.9: Very dense, pale yellowish brown, decomposed fine to medium grained SANDSTONE, moist

11.9-18.2: Boring Terminated - Auger Refusal

Very hard, gray, fine to medium grained SANDSTONE, highly fractured, slightly weathered, moist

Unconfined Compressive Strength - 16,625 psi

18.2-23.2: Very soft, gray, CLAYSTONE, with interbedded coal, severely fractured, highly weathered, moist

23.2-28.2: Very soft, black, SHALE, carbonaceous, with interbedded coal and sandstone, severely fractured, highly weathered, moist

28.2: Rock Core Terminated

1-3-4 (7)

9-10-17 (27)

11-9-13 (22)

20-13-8 (21)

5-10-49 (59)

70 / 45

30 / 0

38 / 0

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-1

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

28.2 FT

RAB

U N

IT

W

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IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the northerneastern leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

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T

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V A

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B

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W C

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S (N

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DATE STARTED

New Germany

7/2/2025

Not Encountered

7/2/2025

326 Tryon Rd Raleigh, NC 27603 919-661-6351 geotech@tepgroup.net

Sample R1: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi

S1

S2

S3

S4

S5

S6

R1

R2

R3

0.0-2.5: Loose, brown, fine, silty SAND (SM), trace clay and rootlets, moist

2.5-5.0: Medium dense, brown, fine to coarse, poorly graded SAND (SP), trace rock fragments and silt, moist

5.0-15.0: Very stiff, brown, fine to medium, silty SAND (SM), with rock fragments, moist

15.0-19.8: Very dense, brown, decomposed fine grained SANDSTONE, moist

19.8-20.5: Very dense, gray, weathered fine grained SANDSTONE, moist

20.5-23.5: Boring Terminated - Auger Refusal

Very soft, grayish brown, SILTSTONE, severely fractured, moderately weathered, moist

23.5-28.5: to highly fractured

28.5-30.5: to severely fractured

30.5: Rock Core Terminated

2-2-3 (5)

6-9-15 (24)

16-17-16 (33)

9-10-12 (22)

11-36-40 (76)

32-50/2"

69 / 24

97 / 76

88 / 33

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-2

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

30.5 FT

RAB

U N

IT

W

E

IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the western leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

E E

T

E

LE

V A

T

IO

N (F

E E

T

U S

C S

G R

A P

H

IC

S A

M P

LE

G

R A

P H

IC

S A

M P

LE

L

E N

G T

H (I

N C

H E

S

B

LO

W C

O U

N T

S (N

R E

C

R

Q D

DATE STARTED

New Germany

9/11/2025

Not Encountered

9/11/2025

326 Tryon Rd Raleigh, NC 27603

Sample R1: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi

Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 3,000 psi

S1

S2

S3

S4

S5

S6

S7

R1

R2

0.0-2.5: No Recovery

2.5-5.0: Medium dense, grayish brown, fine to medium, silty SAND (SM), with rock fragments, trace rootlets, moist

5.0-7.5: to trace rock fragments, no rootlets

7.5-10.0: to few rock fragments

10.0-15.0: Dense, grayish brown, fine to coarse, poorly graded GRAVEL (GP), with sand, trace silt, moist

15.0-20.0: Very dense, grayish brown, weathered CLAYSTONE, moist

20.0-21.5: to gray

21.5-24.5: Boring Terminated - Auger Refusal

Very soft, grayish brown, CLAYSTONE, severely fractured, moderately weathered, moist

24.5-28.3: Very soft, black, COAL, severely fractured, moderately weathered, moist

28.3-29.0: Very soft, grayish brown, SILTSTONE, moderately fractured and weathered, moist

29.0-31.5: Soft, gray, fine grained SANDSTONE, trace coal, micaceous, severely fractured, slightly weathered, moist

31.5: Rock Core Terminated

1-2-1 (3)

4-5-10 (15)

7-12-11 (23)

12-10-9 (19)

10-17-17 (34)

23-50/2"

27-25-50/3"

84 / 35

90 / 47

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-3

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

31.5 FT

RAB

U N

IT

W

E

IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the southeastern leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

E E

T

E

LE

V A

T

IO

N (F

E E

T

U S

C S

G R

A P

H

IC

S A

M P

LE

G

R A

P H

IC

S A

M P

LE

L

E N

G T

H (I

N C

H E

S

B

LO

W C

O U

N T

S (N

R E

C

R

Q D

DATE STARTED

New Germany

9/11/2025

Not Encountered

9/11/2025

326 Tryon Rd Raleigh, NC 27603

Key to Soil Symbols and Terms

TERMS DESCRIBING CONSISTENCY OR CONDITION

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

Descriptive Terms SPT Blow Count

Very Loose < 4

Loose 4 to 10

Medium Dense 11 to 30

Dense 31 to 50

Very Dense > 50

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

Descriptive Terms SPT Blow Count

Very Soft < 2

Soft 2 to 4

Medium Stiff 5 to 8

Stiff 9 to 15

Very Stiff 16 to 30

Hard > 30

GENERAL NOTES

1. Classifications are bases on the Unified

Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

2. Surface elevations are based on topographic maps and estimated locations and should be considered approximate.

3. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not guaranteed to be representative of subsurface condition at other locations or times.

Group

Symbols

GW

GP

GC

SW

SP

SC

ML

CL

OL

MH

PT

OH

CH

Well-graded gravels, gravel-sand mixtures, little or no fines

Poorly-graded gravels, little or no fines/sands

Silty gravels, gravel-sand-silt mixtures

Split Spoon

Clayey gravels, gravel-sand-silt mixtures

Well-graded sands, gravelly sands, little or no fines

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Inorganic silts and very fine sands, rock floor, silty or clayey fine sands or clayey silts with slight plasticity

Organic silts and organic silty clays of low plasticity

Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity, organic silts

Peat and other highly organic soils

Poorly-graded sands, little or no fines/sands/gravels

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts, micaceous or distomaceous fine sandy or silty soils, elastic silts

Pushed Shelby Tube

Auger Cuttings

Grab Sample

Dynamic Cone Penetrometer

Hand Auger

Rock Core

Typical Names Sampler Symbols

326 Tryon Road

Raleigh, NC 27603

919-661-6351

Geotech@tepgroup.net

GM

SM

Standard Penetration Test

(SPT)

Log Abbreviations

ATD - At Time of Drilling

AD - After Drilling

EOD - End of Drilling

RMR - Rock Mass Rating

WOH - Weight of Hammer

WOR - Weight of Rod

REC - Rock Core Recovery

RQD - Rock Quality Designation

Driller Note: Encountered small boulders from .5 to

7.5 feet bgs

Water at 3.7feet after coring (water introduced to hole for coring)

Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand trim for triaxial test specimen.

Estimated Unconfined Compressive Strength of 138 psi

Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand trim for triaxial test specimen.

Estimated Unconfined Compressive Strength of 138 psi

Driller Note: Core loss due to coal bed from 21 to 23 feet bgs

Driller Note: Core loss due to coal bed from 27.5 to

28.2 feet bgs

S1

S2

S3

S4

S5

R1

R2

R3

0.0-0.5: Topsoil - 6 inches 0.5-2.5: Loose, yellowish brown, fine to medium, poorly graded SAND (SP), trace clay, moist

2.5-5.0: Medium dense, brown, fine to coarse, poorly graded GRAVEL (GP), with sand, moist

5.0-7.5: Very stiff, grayish brown, lean CLAY (CL), with sand, moist

7.5-10.0: Medium dense, pale brown, fine to coarse, silty GRAVEL (GM), with sand, moist

10.0-11.9: Very dense, pale yellowish brown, decomposed fine to medium grained SANDSTONE, moist

11.9-18.2: Boring Terminated - Auger Refusal

Very hard, gray, fine to medium grained SANDSTONE, highly fractured, slightly weathered, moist

Unconfined Compressive Strength - 16,625 psi

18.2-23.2: Very soft, gray, CLAYSTONE, with interbedded coal, severely fractured, highly weathered, moist

23.2-28.2: Very soft, black, SHALE, carbonaceous, with interbedded coal and sandstone, severely fractured, highly weathered, moist

28.2: Rock Core Terminated

1-3-4 (7)

9-10-17 (27)

11-9-13 (22)

20-13-8 (21)

5-10-49 (59)

70 / 45

30 / 0

38 / 0

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-1

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

28.2 FT

RAB

U N

IT

W

E

IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the northerneastern leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

E E

T

E

LE

V A

T

IO

N (F

E E

T

U S

C S

G R

A P

H

IC

S A

M P

LE

G

R A

P H

IC

S A

M P

LE

L

E N

G T

H (I

N C

H E

S

B

LO

W C

O U

N T

S (N

R E

C

R

Q D

DATE STARTED

New Germany

7/2/2025

Not Encountered

7/2/2025

326 Tryon Rd Raleigh, NC 27603

Sample R1: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi

S1

S2

S3

S4

S5

S6

R1

R2

R3

0.0-2.5: Loose, brown, fine, silty SAND (SM), trace clay and rootlets, moist

2.5-5.0: Medium dense, brown, fine to coarse, poorly graded SAND (SP), trace rock fragments and silt, moist

5.0-15.0: Very stiff, brown, fine to medium, silty SAND (SM), with rock fragments, moist

15.0-19.8: Very dense, brown, decomposed fine grained SANDSTONE, moist

19.8-20.5: Very dense, gray, weathered fine grained SANDSTONE, moist

20.5-23.5: Boring Terminated - Auger Refusal

Very soft, grayish brown, SILTSTONE, severely fractured, moderately weathered, moist

23.5-28.5: to highly fractured

28.5-30.5: to severely fractured

30.5: Rock Core Terminated

2-2-3 (5)

6-9-15 (24)

16-17-16 (33)

9-10-12 (22)

11-36-40 (76)

32-50/2"

69 / 24

97 / 76

88 / 33

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-2

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

30.5 FT

RAB

U N

IT

W

E

IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the western leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

E E

T

E

LE

V A

T

IO

N (F

E E

T

U S

C S

G R

A P

H

IC

S A

M P

LE

G

R A

P H

IC

S A

M P

LE

L

E N

G T

H (I

N C

H E

S

B

LO

W C

O U

N T

S (N

R E

C

R

Q D

DATE STARTED

New Germany

9/11/2025

Not Encountered

9/11/2025

326 Tryon Rd Raleigh, NC 27603

Sample R1: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi

Sample R2: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 125 psi Sample R3: Material crumbles under moderate blow with sharp end of pick and can be peeled with a knife, but is too hard to hand-trim fir triaxial test specimen.

Estimated Unconfined Compressive Strength - 3,000 psi

S1

S2

S3

S4

S5

S6

S7

R1

R2

0.0-2.5: No Recovery

2.5-5.0: Medium dense, grayish brown, fine to medium, silty SAND (SM), with rock fragments, trace rootlets, moist

5.0-7.5: to trace rock fragments, no rootlets

7.5-10.0: to few rock fragments

10.0-15.0: Dense, grayish brown, fine to coarse, poorly graded GRAVEL (GP), with sand, trace silt, moist

15.0-20.0: Very dense, grayish brown, weathered CLAYSTONE, moist

20.0-21.5: to gray

21.5-24.5: Boring Terminated - Auger Refusal

Very soft, grayish brown, CLAYSTONE, severely fractured, moderately weathered, moist

24.5-28.3: Very soft, black, COAL, severely fractured, moderately weathered, moist

28.3-29.0: Very soft, grayish brown, SILTSTONE, moderately fractured and weathered, moist

29.0-31.5: Soft, gray, fine grained SANDSTONE, trace coal, micaceous, severely fractured, slightly weathered, moist

31.5: Rock Core Terminated

1-2-1 (3)

4-5-10 (15)

7-12-11 (23)

12-10-9 (19)

10-17-17 (34)

23-50/2"

27-25-50/3"

84 / 35

90 / 47

HOLE SIZE

140lbs / 30in

HAMMER WEIGHT/FALL

GROUND EL.

Hollow Stem Auger

LOGGED BY CHECKED BY

Grantsville, Maryland

BACKFILL

Cuttings

LOG OF BORING B-3

PROJECT TEP NO.:

DRILLING METHOD

JDL

Auto Hammer

DATE COMPLETE

DEPTH/EL. GROUNDWATER

OF 11

CITY, STATE

BORING LOCATION

HAMMER TYPE TOTAL DEPTH

31.5 FT

RAB

U N

IT

W

E

IG

H T

P C

F

3.25 in

P O

C K

E T

P E

N T

S F

SITE ID:

REMARKS

S A

M P

LE

N

U M

B E

R

U N

C O

N F

IN

E

D S

T R

E N

G T

H , P

S F

At the staked location of the southeastern leg of the proposed tower

348475

DESCRIPTION AND CLASSIFICATION

DRILL RIG TYPE

CME 55

D E

P T

H (F

E E

T

E

LE

V A

T

IO

N (F

E E

T

U S

C S

G R

A P

H

IC

S A

M P

LE

G

R A

P H

IC

S A

M P

LE

L

E N

G T

H (I

N C

H E

S

B

LO

W C

O U

N T

S (N

R E

C

R

Q D

DATE STARTED

New Germany

9/11/2025

Not Encountered

9/11/2025

326 Tryon Rd Raleigh, NC 27603

Key to Soil Symbols and Terms

TERMS DESCRIBING CONSISTENCY OR CONDITION

COARSE-GRAINED SOILS (major portions retained on No. 200 sieve): includes (1) clean gravel and sands and (2) silty or clayey gravels and sands. Condition is rated according to relative density as determined by laboratory tests or standard penetration resistance tests.

Descriptive Terms SPT Blow Count

Very Loose < 4

Loose 4 to 10

Medium Dense 11 to 30

Dense 31 to 50

Very Dense > 50

FINE-GRAINED SOILS (major portions passing on No. 200 sieve): includes (1) inorganic and organic silts and clays (2) gravelly, sandy, or silty clays, and (3) clayey silts. Consistency is rated according to shearing strength, as indicated by penetrometer readings, SPT blow count, or unconfined compression tests.

Descriptive Terms SPT Blow Count

Very Soft < 2

Soft 2 to 4

Medium Stiff 5 to 8

Stiff 9 to 15

Very Stiff 16 to 30

Hard > 30

GENERAL NOTES

1. Classifications are bases on the Unified

Soil Classification System and include consistency, moisture, and color. Field descriptions have been modified to reflect results of laboratory tests where deemed appropriate.

2. Surface elevations are based on topographic maps and estimated locations and should be considered approximate.

3. Descriptions on these boring logs apply only at the specific boring locations and at the time the borings were made. They are not guaranteed to be representative of subsurface condition at other locations or times.

Group

Symbols

GW

GP

GC

SW

SP

SC

ML

CL

OL

MH

PT

OH

CH

Well-graded gravels, gravel-sand mixtures, little or no fines

Poorly-graded gravels, little or no fines/sands

Silty gravels, gravel-sand-silt mixtures

Split Spoon

Clayey gravels, gravel-sand-silt mixtures

Well-graded sands, gravelly sands, little or no fines

Silty sands, sand-silt mixtures

Clayey sands, sand-clay mixtures

Inorganic silts and very fine sands, rock floor, silty or clayey fine sands or clayey silts with slight plasticity

Organic silts and organic silty clays of low plasticity

Inorganic clays of high plasticity, fat clays

Organic clays of medium to high plasticity, organic silts

Peat and other highly organic soils

Poorly-graded sands, little or no fines/sands/gravels

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays

Inorganic silts, micaceous or distomaceous fine sandy or silty soils, elastic silts

Pushed Shelby Tube

Auger Cuttings

Grab Sample

Dynamic Cone Penetrometer

Hand Auger

Rock Core

Typical Names Sampler Symbols

326 Tryon Road

Raleigh, NC 27603

919-661-6351

Geotech@tepgroup.net

GM

SM

Standard Penetration Test

(SPT)

Log Abbreviations

ATD - At Time of Drilling

AD - After Drilling

EOD - End of Drilling

RMR - Rock Mass Rating

WOH - Weight of Hammer

WOR - Weight of Rod

REC - Rock Core Recovery

RQD - Rock Quality Designation