2_Geotechnical Report_ TPW Way Phase I.pdf

Report Cover Page

Trade Port West Entrance Road Geotechnical Engineering Report

Midway, Georgia

April 1, 2026 | Terracon Project No. ES225126

Prepared for:

Liberty County Development Authority 425 W Oglethorpe Highway Hinesville, Georgia 31313

2201 Rowland Avenue Savannah, GA 31404

P (912) 629-4000 Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

April 1, 2026

Liberty County Development Authority 425 W Oglethorpe Highway Hinesville, Georgia 31313

Attn: Brynn Grant E: Brynn.grant@comegrow.global

Re: Geotechnical Engineering Report Trade Port West Entrance Road S Coastal Hwy Midway, Georgia Terracon Project No. ES225126

Dear Ms. Grant:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Change Order No. 2 (Reference Number ES255126) dated October 17, 2025. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning roadway pavements for the proposed project.

We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report or if we may be of further service, please contact us.

Sincerely, Terracon

Matthew L. Bemis, E.I.T. Guoming Lin, Ph.D., P.E., BC.GE Senior Staff Geotechnical Engineer Senior Consultant

Geotechnical Engineering Report Trade Port West Entrance Road | Midway, Georgia April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials i

Table of Contents

Report Summary .............................................................................................. i Introduction Project Description Site Conditions Geotechnical Characterization

Groundwater Conditions Earthwork

Subgrade Preparation Site Drainage Densification and Proofrolling Fill Material Types Fill Compaction Requirements Earthwork Construction Considerations Construction Observation and Testing

Pavements General Pavement Comments Asphalt Pavement Design Recommendations Concrete Pavement Design Recommendations Pavement Construction Considerations Pavement and Subgrade Drainage Pavement Maintenance

General Comments

Attachments

Exploration and Testing Procedures Site Location and Exploration Plans Exploration and Laboratory Results Supporting Information

Note: This report was originally delivered in a web-based format. Blue Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com.

Refer to each individual Attachment for a listing of contents.

April 1, 2026 | Terracon Project No. ES225126

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Report Summary

Topic 1 Overview Statement 2

Project Description

Building a new roadway to serve as the main access for the Tradeport West Development project.

Geotechnical Characterization

The subsurface conditions are relatively consistent between borings. Approximately 6 to 9 inches of topsoil as shown in the hand auger borings. The depth of topsoil may be deeper than 9 inches below the ground surface (BGS) in some areas. The thickness of topsoil will vary, depending upon the near-surface soil disturbance during site preparation. Refer to the Geotechnical Characterization section.

Below the topsoil, the site consists of sand and clay mixtures to the termination of exploration at 8 feet BGS.

Groundwater was encountered in four hand auger borings at depths ranging from 6.5 to 8 feet BGS.

Earthwork Recommendations

Install a site drainage system.

Level, densify, proofroll subgrade during subgrade preparation.

If any soft/weak areas are detected, the subgrade should be repaired by densification or undercut and backfill. For details, please refer to the Earthwork section.

Pavements

Anticipated AADT after full site buildout in 10 years is 3,969 trips.

AADT was provided as 3,969 trips. It is anticipated that the AADT will build to this volume over 10 years as the site is developed. A growth rate of 2% was considered for the 10 year site build out and single unit trucks are assumed to account for 35% of the traffic.

General Comments

This section contains important information about the limitations of this geotechnical engineering report.

1. If the reader is reviewing this report as a pdf, the topics above can be used to access the appropriate section of the report by simply clicking on the topic itself.

2. This summary is for convenience only. It should be used in conjunction with the entire report for design purposes.

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials 1

Introduction

This report presents the results of our subsurface exploration and Geotechnical Engineering services performed for the proposed industrial roadway to be located off S Coastal Hwy in Midway, Georgia. The purpose of these services was to provide information and geotechnical engineering recommendations relative to:

■ Subsurface soil conditions

■ Groundwater conditions

■ Site preparation and earthwork

■ Pavement design and construction

The geotechnical engineering Scope of Services for this project included the advancement of test borings, engineering analysis, and preparation of this report.

Drawings showing the site and boring locations are shown on the Site Location and Exploration Plan, respectively. The test boring classifications are including on boring logs in the Exploration Results section.

Project Description

Our initial understanding of the project was provided in our proposal and was discussed during project planning. A period of collaboration has transpired since the project was initiated, and our final understanding of the project conditions is as follows:

Item Description

Information Provided

An image showing the proposed roadway was sent via email by Daniel Greene of Thomas & Hutton on July 9, 2025.

The anticipated annual average daily traffic (AADT) was provided by Michael Roach, P.E. of Thomas & Hutton via email on January 27, 2026.

Project Description

The project consists of constructing a new roadway as the main access to the Tradeport West Development.

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Item Description

Pavements

We recommend both flexible (asphalt) and rigid (concrete) pavement sections be considered for this site.

AADT was provided as 3,969 trips. It is anticipated that the AADT will build to this volume over 10 years as the site is developed.

A breakdown of the anticipated AADT growth rate and traffic types was unavailable. A growth rate of 2% was considered for the 10-year site build out and single unit trucks are assumed to account for 35% of the traffic.

Terracon should be notified if any of the above information is inconsistent with the planned construction, especially the grading limits, as modifications to our recommendations may be necessary.

Site Conditions

The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps.

Item Description

Parcel Information

The project is located off S Coastal Hwy in Midway, Georgia.

Latitude: 31.7899°, Longitude: -81.4331° See Site Location

Existing Improvements

The roadway path has been cleared.

Current Ground Cover

Grass and dirt roadway.

Existing Topography

Relatively level.

Geotechnical Characterization

We have developed a general characterization of the subsurface soil and groundwater conditions based upon our review of the data and our understanding of the geologic setting and planned construction. The following tables provide our geotechnical characterization.

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The geotechnical characterization forms the basis of our geotechnical calculations and evaluation of site preparation, foundation options, and pavement options. As noted in General Comments, the characterization is based upon widely spaced exploration points across the site, and variations are likely.

Stratum Approximate Depth to

Bottom of Stratum (feet) Below Ground Surface

Material Description Based on CPT Soundings and Hand Auger Borings

Surface 0.5 to 0.81 Topsoil: brown/gray silty sand

8, termination of hand auger borings Sand and clay mixtures: silty sands, clayey sands, sandy clays

1. The thickness of the topsoil at the project site may reach deeper than 9 inches.

The depth/thickness of topsoil will vary, depending upon the near-surface soil disturbance during the site preparation.

Conditions encountered at each exploration location are indicated on the individual exploration logs shown in Exploration Results attached to this report. Stratification boundaries on the logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual.

Groundwater Conditions

The hand auger borings were observed while drilling and after completion for the presence and level of groundwater. Groundwater was observed in four borings at depths from 6.5 to 8 feet BGS. The water level observations for the hand auger borings can be found on the logs in the Exploration Results attached to this report.

Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, and other factors not evident at the time the borings were performed. The clay layer below the surface crust has poor drainage characteristics and is prone to perched water conditions. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of shallow groundwater/groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Mottling, as a strong indicator of water seepage during seasonal high groundwater levels, was noted on hand auger boring locations at depths ranging from 2 to 7 feet

BGS.

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Earthwork

Site preparation should include the installation of a site drainage system, topsoil stripping and grubbing, subgrade preparation, densification, and proofrolling. Please bear in mind, due to the uneven ground surface of the site, the volume of topsoil and organics may be significantly greater than the area times the topsoil/organics thickness indicated in the boring logs. Rutting of the subgrade can also cause the mixing of topsoil/organics with underlying soils, which will result in additional required topsoil/organics stripping. Deeper undercuts may be needed in some localized areas to remove unsuitable materials.

Subgrade Preparation

If weak soils are encountered at the proposed subgrade level, we recommend subgrade improvement with undercut and backfill. The subgrade improvement should initially start with 1 foot of undercut below the topsoil. Additional undercut and backfill may be necessary to achieve a stable subgrade.

During site preparation, topsoil, organic matter, stumps, existing fill, or other unsuitable materials should not be left in subgrade under buildings or pavements. All structures should bear on suitable natural soil or on properly compacted structural fills. Compacted fill should be placed directly on suitable natural soil.

Site Drainage

An effective drainage system should be installed prior to site preparation or grading activities, to intercept surface water and to improve overall shallow drainage. The drainage system may consist of perimeter ditches supplemented with parallel ditches and swales. Pumping equipment should be prepared if the above ditch system cannot effectively drain water away from the site, especially during the rainy season. The site should be graded to shed water and avoid ponding over the subgrade.

Densification and Proofrolling

Prior to fill placement on the subgrade, the proposed pavement areas should be densified with a heavy-duty static roller to achieve a uniform subgrade. However, during bridge lift construction in drainage and wet areas, the vibration should be turned off and only static rolling or compaction should be used for the bridge lift layer to avoid water draw-up, which may destabilize the subgrade. The subgrade underneath the pavement should be thoroughly proofrolled after the completion of densification. Proofrolling will help detect any isolated soft or loose areas that "pump", deflect or rut excessively, and also densify the near-surface soils for pavement support.

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A loaded tandem axle dump truck, capable of transferring a load in excess of 20 tons, should be utilized for this operation. Proofrolling should be performed under the Geotechnical Engineer’s observation. Areas where pumping, excessive deflection or rutting is observed after successive passes of the proofrolling equipment should be undercut, backfilled and then properly compacted.

Fill Material Types

Fill required to achieve a design grade should be classified as structural fill. Earthen materials used for structure should meet the following material property requirements:

Soil Type 1 USCS Classification

Acceptable Parameters (for Structural Fill)

Granular

GW, GP, GM, GC,

SW, SP, SM, SC

Less than 25% passing No. 200 sieve

1. Structural fill should consist of approved materials free of organic matter and debris. A sample of each material type should be submitted to the Geotechnical Engineer for evaluation prior to use on this site.

Based on the findings from our hand auger borings, the subject site consists of soils that are silty sands (SM), clayey sands (SC), and sandy clays (CL) in the upper 8 feet BGS.

The silty sands (SM) are generally considered suitable for structural fill, provided that the soils are free of roots, organics, or other foreign materials. Clayey sands (SC) and sands with clay (SP-SC) may be considered marginally suitable, while sandy clays (CL) are deemed unsuitable. See the Exploration Results attached to this report for the hand auger boring logs.

We define marginally suitable as the soils that may require extra effort to adjust the moisture before they can be compacted. The amount of effort required will be highly dependent on the season and the weather conditions during construction. We recommend Terracon be retained during construction to determine the suitability of the onsite soil as fill material.

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Fill Compaction Requirements

Structural fill should meet the following compaction requirements.

Item Structural Fill

Maximum Lift Thickness

8 to 10 inches or less in loose thickness when heavy, self-propelled compaction equipment is used 4 to 6 inches in loose thickness when hand-guided equipment (i.e. jumping jack or plate compactor) is used

Minimum Compaction Requirements 1 95% of max. below the finished pavement subgrade

Water Content Range Granular: -3% to +2% of optimum

1. Maximum density and optimum water content as determined by the modified Proctor test (ASTM D 1557).

Some manipulation of the moisture content (such as wetting, drying) will be required during the filling operations to obtain the required degree of compaction. The manipulation of the moisture content is highly dependent on weather conditions and site drainage conditions. Therefore, the contractor should prepare both dry and wet fill materials to obtain the specified compaction during grading. A sufficient number of density tests should be performed to confirm the required compaction of the fill material.

Earthwork Construction Considerations

Shallow undercuts, for the proposed pavement sections, are anticipated to be accomplished with conventional construction equipment. Construction traffic over the completed subgrades should be avoided. The site should also be graded to prevent ponding of surface water on the prepared subgrades or in excavations. Water collecting over, or adjacent to, construction areas should be removed. If the subgrade freezes, desiccates, saturates, or is disturbed, the affected material should be removed, or the materials should be scarified, moisture conditioned, and recompacted, prior to pavement construction.

As a minimum, excavations should be performed in accordance with OSHA 29 CFR, Part 1926, Subpart P, “Excavations” and its appendices, and in accordance with any applicable local, and/or state regulations.

Construction site safety is the sole responsibility of the contractor who controls the means, methods, and sequencing of construction operations. Under no circumstances shall the information provided herein be interpreted to mean Terracon is assuming responsibility for construction site safety, or the contractor's activities; such responsibility shall neither be implied nor inferred.

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Construction Observation and Testing

The earthwork efforts should be monitored under the direction of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and topsoil, verification of on-site fill material, proofrolling, and mitigation of areas delineated by the proofroll to require mitigation.

Each lift of compacted fill should be tested, evaluated, and reworked, as necessary, until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency provided by the project plan and specifications.

Pavements

General Pavement Comments

We understand the proposed project will consist of a paved roadway.

This section presents the thickness recommendations for asphalt and concrete pavements and general considerations for pavement design and construction. The required pavement thickness will depend upon:

■ The traffic loads including traffic pattern and the service life of the pavement;

■ Subgrade conditions including soil strength and drainage characteristics;

■ Paving material characteristics;

■ Climatic conditions of the region.

The assumed anticipated traffic volumes are provided in the Project Description section. If heavier/higher volume traffic loading is expected, we should be provided with the information and allowed to review these pavement sections. As typical for pavement, maintenance repairs are typically required after a period of 7 to 10 years to keep the pavement in acceptable condition. For pavement support, subgrade conditions can often be the overriding factor in pavement performance. Subgrade conditions will depend on the in-situ soils at the subgrade level, characteristics of fill material for the subgrade, as well as the site preparation procedures.

Assuming the finished subgrade will be near the existing ground surface, based on the hand auger borings, the near surface soils are partially sandy clays in the upper 8 feet.

These clayey soils have poor drainage characteristics and are not considered suitable for subgrade support. If, during construction, sandy clays are encountered at the subgrade level, the upper (2) feet of the subgrade should be replaced with relatively clean sands with percent fines less than 25 percent or cement treated to be less susceptible to water

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials 8 softening. A California Bearing Ratio (CBR) value of 8 has been estimated based on the in-situ soils at the site, and typical imported fills available in this area. Climatic conditions are considered in the design subgrade support value listed above and in the paving material characteristics. The recommended paving material characteristics, taken from the Georgia Department of Transportation’s (GDOT) 2021 edition of Standard Specifications for Construction of Transportation Systems, are included for the asphalt concrete sections.

The following table provided the recommended asphalt pavement sections.

Asphalt Pavement Design Recommendations

Layer Minimum Section Thickness (inches)

Asphalt Surface Course 1 2.5

Asphalt Intermediate Course 1 3.5

Aggregate Base Course 1 8

Total Pavement Section 14

Structural fill 2/improved subgrade 3 24

1. Asphalt concrete and base course materials should conform to the following GDOT material specifications.

■ Section 815 for Graded Aggregate

■ Section 828 for Hot Mix Asphalt Concrete Mixture. Surface course may use 12.5 mm Superpave and 19 mm and/or 25 mm Superpave is recommended for the intermediate course.

2. The select fill should be relatively clean sands with percent fines less than 25%.

The fill material should be compacted to a minimum of 95% of the soil’s Modified Proctor maximum dry density (ASTM D-1557).

3. If SP or SP-SM or SM soils exist at the proposed subgrade elevation extending to a depth at least 24 inches below the proposed subgrade level, the in-situ soils can replace the select fill and the subgrade should be improved using densification as discussed in the Earthwork section.

Notes:

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■ Proper surface and subgrade drainage system should be installed to avoid saturation of subgrade soils underneath the asphalt pavements. The site drainage should be designed to maintain the groundwater at least 2 feet below the top of the subgrade.

■ Some subgrade soil undercutting and backfilling with suitable structural fill will be required if unstable subgrade soils are encountered during subgrade preparation. The use of geogrid (Tensar BX1200 or equivalent) may be necessary to help reduce the depth of undercut to achieve stability if the unstable subgrade soils extend to greater depths. The need for geogrid and/or the need for undercutting and backfilling should be determined in the field during subgrade preparation.

Concrete Pavement Design Recommendations

Layer Minimum Section Thickness (inches)

Concrete 1 8

Graded aggregate base 2 4

Structural fill 3/improved subgrade 4 24

1. The concrete should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of lab curing per ASTM C-31.

2. Graded aggregate base should conform to the GDOT material specification Section 815. The GAB layer may be eliminated if the upper 12 inches of subgrade is improved using cement stabilization. The aggregate base course may be eliminated if the upper 12 inches of the subgrade is improved using cement stabilization.

3. The select fill should be relatively clean sands with percent fines less than 15%.

The fill material should be compacted to a minimum of 95% of the soil’s Modified Proctor maximum dry density (ASTM D-1557).

4. If SP or SP-SM or SM soils exist at the proposed subgrade elevation extending to a depth at least 24 inches below the proposed subgrade level, the in-situ soils can replace the select fill and the subgrade should be improved using densification as discussed in the Earthwork section.

Notes:

■ Concrete joints should be sealed properly to avoid ingress of surface water into the subgrade soils. A jointing plan including dowels should be developed to avoid irregularly shaped panels to control shrinkage cracking in heavy duty areas. Proper surface and subgrade drainage systems should be installed to

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials 10 avoid saturation of subgrade soils underneath the concrete pavements. The site drainage should be designed to maintain the groundwater at least 2 feet below the top of the subgrade.

■ Some subgrade soil undercutting and backfilling with suitable structural fill will be required if unstable subgrade soils are encountered during subgrade preparation. The use of geogrid (Tensar BX1200 or equivalent) may be necessary to help reduce the depth of undercut to achieve stability if the unstable subgrade soils extend to greater depths. The need for geogrid and/or undercutting and backfilling should be determined in the field during subgrade preparation.

■ In the areas with truck turning, the pavement should be designed to resist lateral sliding from the truck turning force. Additional measures such as aggregate base course, tied edge panels or keyways along the curbs may be considered to add the lateral resistance against sliding.

Pavement Construction Considerations

Pavement subgrades prepared early in the project should be carefully evaluated as the time for pavement construction approaches. We recommend the pavement areas be rough graded and then thoroughly proofrolled with a loaded tandem-axle dump truck.

Particular attention should be paid to the high traffic areas that were rutted and disturbed. Areas where unsuitable conditions are located should be repaired by removing and replacing the materials with properly compacted fill. After proofrolling and repairing subgrade deficiencies, the entire subgrade should be scarified to a depth of 12 inches, and uniformly compacted to at least 95% of the materials’ modified Proctor maximum dry density.

Pavement and Subgrade Drainage

Poor subgrade drainage is the most common cause of pavement failure. Pavement should be sloped to provide rapid drainage of surface water. Water should not be allowed to pond on or adjacent to the pavement which would saturate the subgrade soils and weaken the subgrade support.

We recommend the site drainage be designed to maintain the groundwater at least two

(2) feet below the top of the subgrade. Pavement subgrade drainage should be installed surrounding the areas anticipated for frequent wetting or having poor natural drainage, such as landscaped islands, along curbs and gutters and around drainage structures. All landscaped areas in or adjacent to pavements should be sealed to reduce moisture migration to subgrade soils.

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Subgrade drains should be installed with the pipe bottom at least two (2) feet below the top of the select fill. The civil engineer should decide the placement of the subgrade drains to avoid the saturation of pavement subgrade.

Pavement Maintenance

The performance of pavements will require regular maintenance. One key component of the maintenance is to minimize infiltration of water into the pavement base and subgrade. Preventive maintenance should include crack and joint sealing and patching as well as overall surface sealing and overlay. Additional engineering observation and evaluation is recommended prior to any major maintenance.

General Comments

Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration.

Variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction.

Terracon should be retained as the Geotechnical Engineer, where noted in this report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations.

Our Scope of Services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken.

Our services and any correspondence are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third-party beneficiaries intended.

Any third-party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made.

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Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly affect excavation cost.

Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety and cost estimating including excavation support and dewatering requirements/design are the responsibility of others. Construction and site development have the potential to affect adjacent properties. Such impacts can include damages due to vibration, modification of groundwater/surface water flow during construction, foundation movement due to undermining or subsidence from excavation, as well as noise or air quality concerns. Evaluation of these items on nearby properties are commonly associated with contractor means and methods and are not addressed in this report. The owner and contractor should consider a preconstruction/precondition survey of surrounding development.

If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing.

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials

Attachments

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials

Exploration Procedures

Field Exploration

Number of Borings

Type of Exploration Maximum Boring

Depth (feet) Location

6 Hand Auger (HA) Boring 8 Proposed industrial roadway

Boring Layout and Elevations: Terracon personnel provided the boring layout using handheld GPS equipment (estimated horizontal accuracy of about ±10 feet) and referencing existing site features. If elevations and a more precise boring layout are desired, we recommend borings be surveyed.

Subsurface Exploration Procedures: Hand auger borings were conducted in general accordance with ASTM D 1452, Standard Practice for Soil Investigation and Sampling by Auger Borings. In this test, hand auger borings are drilled by rotating and advancing a bucket auger to the desired depths while periodically removing the auger from the hole to clear and examine the auger cuttings. The soils are classified in accordance with

ASTM D2488.

We also observed the boreholes while drilling and at the completion of drilling for the presence of groundwater. The groundwater level is shown on the attached boring logs.

For safety purposes, all borings were backfilled with auger cuttings after their completion.

The sampling depths, penetration distances, and other sampling information was recorded on the field boring logs. Our exploration team prepared field boring logs as part of the drilling operations. These field logs included visual classifications of the materials observed during drilling and our interpretation of the subsurface conditions between samples. Final boring logs were prepared from the field logs. The final boring logs represent the Geotechnical Engineer's interpretation of the field logs and include modifications based on observations of site conditions.

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials

Site Location and Exploration Plans

Contents:

Site Location Plan Exploration Plan

Note: All attachments are one page unless noted above.

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials

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Site Location Plan

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH MAPS

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Facilities | Environmental | Geotechnical | Materials

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Exploration Plan

DIAGRAM IS FOR GENERAL LOCATION ONLY, AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY GOOGLE EARTH MAPS

April 1, 2026 | Terracon Project No. ES225126

Exploration Results

Contents:

Hand Auger Boring Logs (HA01-HA06, 6 pages) Previous Hand Auger Boring Logs (HA03-P, HA07-P, HA10-P, 3 pages)

TOPSOIL, fine to medium grained, brown/gray, moist, silty sand with vegetation

SILTY SAND (SM), fine to medium grained, very light brown, moist

CLAYEY SAND (SC), fine to medium grained, very light brown/orange, moist

SILTY SAND (SM), fine to medium grained, light gray, moist

Refusal due to cave in at 7 Feet

Boring Log No. HA01

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

1.0

2.8

7.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling not encountered

Groundwater encountered @ 7 ft BGS

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7899° Longitude: -81.4331°

Depth (Ft.)

TOPSOIL, fine to medium grained, dark brown, moist, silty sand with vegetation

SILTY SAND (SM), fine to medium grained, brown/gray, moist

CLAYEY SAND (SC), fine to medium grained, brown/yellow, moist

Refusal due to cave in at 6.5 Feet

Boring Log No. HA02

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.7

4.6

6.5

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling not encountered

Groundwater encountered @ 6.5 ft BGS

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7883° Longitude: -81.4303°

TOPSOIL, fine to medium grained, brown/gray, dry, silty sand with vegetation

SILTY SAND (SM), fine to medium grained, brown/gray, moist

CLAYEY SAND (SC), fine to medium grained, light gray, moist brown/orange

Boring Terminated at 8 Feet

Boring Log No. HA03

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.7

2.6

8.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling encountered @ 3.3 ft BGS

Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7866° Longitude: -81.4276°

SILTY SAND (SM), fine to medium grained, light brown, moist

CLAYEY SAND (SC), fine to medium grained, red/brown, moist brown/gray

Boring Terminated at 8 Feet

Boring Log No. HA04

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

3.3

8.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling encountered @ 7 ft BGS

Groundwater encountered @ 8 ft BGS

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7847° Longitude: -81.4262°

CLAYEY SAND (SC), fine to medium grained, brown/red, moist brown/gray

Refusal due to cave in at 7 Feet

Boring Log No. HA05

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

7.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling encountered @ 3.5 ft BGS

Groundwater encountered @ 7 ft BGS

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7813° Longitude: -81.4254°

SILTY SAND (SM), fine to medium grained, light brown, moist

CLAYEY SAND (SC), fine to medium grained, light brown/orange, moist

Boring Terminated at 8 Feet

Boring Log No. HA06

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

2.7

8.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling encountered @ 2.7 ft BGS

Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

MA

Logged by

LH

Boring Started 11-13-2025

Boring Completed 11-13-2025

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7778° Longitude: -81.4210°

TOPSOIL, fine to medium grained, brown, silty sand with grass

SILTY SAND (SM), fine to medium grained, light brown

CLAYEY SAND (SC), fine to medium grained, brown/orange

SANDY LEAN CLAY (CL), orange/brown

Boring Terminated at 5 Feet

Boring Log No. HA03-P

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.8

2.0

3.0

5.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling noted @ 2' BGS

Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

LJR

Logged by

HMS

Boring Started 06-14-2022

Boring Completed 06-14-2022

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7834° Longitude: -81.4257°

TOPSOIL, fine to medium grained, brown, silty sand with grass

SANDY LEAN CLAY (CL), gray/orange

SILTY SAND (SM), fine to medium grained, dark brown

CLAYEY SAND (SC), fine to medium grained, gray/orange

SANDY LEAN CLAY (CL), gray/orange

Boring Terminated at 5 Feet

Boring Log No. HA07-P

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

0.8

2.5

3.0

5.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling noted @ 2.5' BGS

Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

LJR

Logged by

HMS

Boring Started 06-14-2022

Boring Completed 06-14-2022

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7799° Longitude: -81.4237°

TOPSOIL, fine to medium grained, gray, silty sand with grass and roots

SILTY SAND (SM), fine to medium grained, light gray

SANDY LEAN CLAY (CL), gray/orange

CLAYEY SAND (SC), medium to coarse grained, gray fine to medium grained, gray/orange

Boring Terminated at 5 Feet

Boring Log No. HA10-P

W at er L ev el

O bs er va tio ns

D ep th

Ft

Facilities | Environmental | Geotechnical | Materials

G ra p h ic

L o g

0.5

3.0

3.5

5.0

Advancement Method Manual hand auger

Notes

Water Level Observations

Mottling noted @ 3' BGS

Groundwater not encountered

See Exploration and Testing Procedures for a description of field and laboratory procedures used and additional data (If any).

See Supporting Information for explanation of symbols and abbreviations.

Trade Port West Entrance Road

Mamies Road | Midway, GA

Terracon Project No. ES225126 Savannah, GA

2201 Rowland Ave

Drill Rig Hand Auger

Driller

LJR

Logged by

HMS

Boring Started 06-14-2022

Boring Completed 06-14-2022

Abandonment Method Boring backfilled with auger cuttings upon completion.

S am pl e

T yp eSee Exploration PlanLocation:

Latitude: 31.7762° Longitude: -81.4211°

April 1, 2026 | Terracon Project No. ES225126

Supporting Information

Contents:

General Notes Unified Soil Classification System

Ring Sampler

SA

M

PL

IN

G

G R

O U

N D

W

AT

ER

Groundwater Initially Encountered

(More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance

Includes gravels, sands and silts.

Boulders Cobbles Gravel Sand Silt or Clay

Auger Split Spoon

No Recovery Rock Core

Shelby Tube Macro Core

FI

EL

D T

ES

TS

PLASTICITY DESCRIPTION

Term

Hand Penetrometer

Torvane

Standard Penetration Test (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Groundwater Level After a Specified Period of Time

Static Groundwater Level After a Specified Period of Time

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

Non-plastic Low Medium High

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

1 - 10 11 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s) of other constituents

Percent of Dry Weight

< 5 5 - 12 > 12

Trace With Modifier

RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY

Hard

Trace With Modifier above 4.00 > 30

2.00 to 4.00

1.00 to 2.00

0.50 to 1.00

0.25 to 0.50 less than 0.25

(50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance

CONSISTENCY OF FINE-GRAINED SOILS

Very Loose

Loose

Medium Dense

Dense

Descriptive Term (Density)

> 50

30 - 50

10 - 29

4 - 9

0 - 3

ST

R

EN

G

TH

T

ER

M

S Std. Penetration Resistance (blows per foot)

Very Stiff

Stiff

RELATIVE DENSITY OF COARSE-GRAINED SOILS

15 - 30

8 - 14

Medium-Stiff

Soft

Very Soft

Descriptive Term (Consistency)

2 - 4

0 - 1

Std. Penetration Resistance (blows per foot)

Undrained Shear Strength (kips per square foot)

Very Dense

5 - 7

Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm)

3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm

Passing #200 sieve (0.075mm)

< 15 15 - 29 > 30

Descriptive Term(s) of other constituents

Percent of Dry Weight

Descriptive Term(s) of other constituents

Percent of Dry Weight

No Groundwater Observed

GENERAL NOTES

LOCATION AND ELEVATION NOTES

(HP)

(T)

(b/f)

(PID)

(OVA)

Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated.

Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations.

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

DESCRIPTIVE SOIL CLASSIFICATION

Facilities | Environmental | Geotechnical | Materials

April 1, 2026 | Terracon Project No. ES225126

Facilities | Environmental | Geotechnical | Materials

Unified Soil Classification System Criteria for Assigning Group Symbols and Group Names Using

Laboratory Tests A

Soil Classification Group

Symbol Group Name B

Coarse-Grained Soils:

More than 50% retained on No. 200 sieve

Gravels:

More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels:

Less than 5% fines C

Cu≥4 and 1≤Cc≤3 E GW Well-graded gravel F

Cu<4 and/or [Cc<1 or Cc>3.0] E GP Poorly graded gravel F

Gravels with Fines:

More than 12% fines C

Fines classify as ML or MH GM Silty gravel F, G, H

Fines classify as CL or CH GC Clayey gravel F, G, H

Sands:

50% or more of coarse fraction passes No. 4 sieve

Clean Sands:

Less than 5% fines D

Cu≥6 and 1≤Cc≤3 E SW Well-graded sand I

Cu<6 and/or [Cc<1 or Cc>3.0] E SP Poorly graded sand I

Sands with Fines:

More than 12% fines D

Fines classify as ML or MH SM Silty sand G, H, I

Fines classify as CL or CH SC Clayey sand G, H, I

Fine-Grained Soils:

50% or more passes the

No. 200 sieve

Silts and Clays:

Liquid limit less than

Inorganic:

PI > 7 and plots above “A” line J CL Lean clay K, L, M

PI < 4 or plots below “A” line J ML Silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OL

Organic clay K, L, M, N

Organic silt K, L, M, O

Silts and Clays:

Liquid limit 50 or more

Inorganic:

PI plots on or above “A” line CH Fat clay K, L, M

PI plots below “A” line MH Elastic silt K, L, M

Organic:

𝐿𝐿 𝑜𝑣𝑒𝑛 𝑑𝑟𝑖𝑒𝑑

𝐿𝐿 𝑛𝑜𝑡 𝑑𝑟𝑖𝑒𝑑

< 0.75 OH

Organic clay K, L, M, P

Organic silt K, L, M, Q

Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve.

B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name.

C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay.

E Cu = D60/D10 Cc =

F If soil contains ≥ 15% sand, add “with sand” to group name.

G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name.

I If soil contains ≥ 15% gravel, add “with gravel” to group name.

J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

K If soil contains 15 to 29% plus No. 200, add “with sand” or

“with gravel,” whichever is predominant.

L If soil contains ≥ 30% plus No. 200 predominantly sand, add

“sandy” to group name.

M If soil contains ≥ 30% plus No. 200, predominantly gravel, add

“gravelly” to group name.

N PI ≥ 4 and plots on or above “A” line.

O PI < 4 or plots below “A” line.

P PI plots on or above “A” line.

Q PI plots below “A” line.

DxD

)(D