Geotech Report _ Belfast Keller Road Pavement.pdf

Pavement Evaluation Report

Belfast Keller Road Bryan County, Georgia

January 26, 2022 Terracon Project No. ES215252

Prepared for:

Thomas & Hutton

Savannah, Georgia

Prepared by:

Terracon Consultants, Inc.

Savannah, Georgia

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Terracon Consultants, Inc. 2201 Rowland Avenue Savannah, Georgia 31404 P (912) 629 4000 F (912) 629 4001 ter racon.com/savannah

January 26, 2022

Thomas & Hutton 50 Park of Commerce Way Savannah, Georgia 31405

Attn: Mr. Doyle Kelley – P.E.

P: (912) 721 4160 E: kelley.d@tandh.com

Re: Pavement Evaluation Report Belfast Keller Road Richmond Hill, Bryan County, Georgia Terracon Project No. ES215252

Dear Mr. Kelley:

Terracon Consultants, Inc. (Terracon) has completed the Geotechnical Engineering Investigation of the roadway pavement for the above-referenced project. The services were performed in general accordance with Terracon Proposal No.: PES215252 dated September 9, 2021. This report presents the findings of the subsurface exploration and provides geotechnical recommendations for pavement design and repair. This report has been updated from the previous version dated December 23, 2021.

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

Sincerely, Terracon Consultants, Inc.

Daniel Laitano, M.S., E.I.T. Guoming Lin, Ph.D., P.E.

Staff Geotechnical Engineer Senior Principal

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REPORT TOPICS

REPORT TOPICS

EXHIBITS

REPORT SUMMARY ................................................................................................................... i

INTRODUCTION

PROJECT INFORMATION

Project Description

EXISTING PAVEMENT CONDITIONS

SUBSURFACE CONDITIONS

Subsurface Profile Groundwater Conditions

PAVEMENT REPAIR AND DESIGN RECOMMENDATIONS

Existing Pavement Evaluation New Construction Considerations Pavement Design Considerations

SUBGRADE PREPARATION AND DRAINAGE

Pavement and Subgrade Drainage Pavement Maintenance New Pavement Construction Considerations

FULL-DEPTH RECLAMATION RECOMMENDATIONS

GENERAL COMMENTS

EXHIBITS

EXHIBIT A: EXPLORATION PLAN AND PROCEDURES

EXHIBIT B: EXPLORATION AND TESTING RESULTS

EXHIBIT C: SUPPORTING INFORMATION

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Belfast Keller Road ■ Bryan County, Georgia January 26, 2022 ■ Terracon Project No. ES215252

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REPORT SUMMARY

Topic Overview Statement 1

Project Description

The project is for the improvement of the existing Belfast Keller Road. The pavement coring and subgrade testing were performed to aid the pavement repair considerations.

Findings of Coring and Subgrade Testing n The existing pavement sections consist of asphaltic concrete of varying thicknesses from 8 to 13 inches over soil subgrade. It is important to note;

no aggregate base layer was encountered below the existing pavement section. Silty sands to clayey sands were encountered below the pavement to a depth of 3 feet below ground surface (BGS), followed by sandy clays to 5 feet BGS.

n In general, the existing pavement section satisfies the typical pavement sections shown in Drawing No. STP-2768, Sheet 5 for the original construction completed in 1993/94 (provided by Thomas & Hutton). The typical pavement section consisted of 8.5 asphalt concrete resting on an improved subgrade. However, the existing pavement is past it’s design period (1993-2013) and needs repair/improvement to withstand the existing and future traffic volumes.

n Organics (wood debris) were found at exploration location HA1 at depths of 10 inches BGS.

n Groundwater was not encountered in any of the boring locations during our field exploration.

n Mottling, an indicator of seasonal high groundwater table, was encountered between 1.5 and 2.5 feet BGS.

Pavement Repair Recommendations

The existing asphalt pavements exhibit two levels of defects:

■ A large majority of the road exhibited low-level cracking and uneven surface due to the aging of the asphalt layer and stresses from the previous use.

Based on email communications with the Thomas & Hutton, we understand the following improvement options are considered for Belfast Keller Road:

■ Crack remediation and overlay

■ New pavement construction

■ Full-depth reclamation (FDR) The traffic loading volume for each road segment (see Exhibit A-2) was provided by Thomas & Hutton via email communication on November 23, 2021 (revised December 8, 2021, and January 13, 2022) and is as follows:

Road Segment

Existing

VPD1,2

Future

VPD1,2

% Autos/Light trucks

Trucks % Single-unit Trucks

A 2,000 22,000 84 12 4 B 2,000 32,000 88.5 8.5 3 C 6,000 42,500 94.5 4 1.5 D 6,000 28,000 92 6 2

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E 6,000 21,000 94 4 2

1. VPD = vehicles per day

2. Provided by Thomas & Hutton via email communication on 12/8/2021 and 1/13/2022.

n Pavement design period = 20 years This report provides the minimum improved pavement sections for Bryan County’s review and final design. Please refer to the Pavement Design Consideration section for the recommended overlay sections.

Should the above traffic volumes differ from final design values, Terracon should be informed and retained for further evaluation.

General Comments

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

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

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GEOTECHNICAL ENGINEERING REPORT

Belfast Keller Road Pavement Evaluation Richmond Hill, Bryan County, Georgia

Terracon Project No. ES215252 January 26, 2022

INTRODUCTION

Terracon has completed the Geotechnical Engineering Investigation for the proposed pavement improvements of Belfast Keller Road near its intersection with Interstate Highway I-95 in Bryan County, Georgia. The pavement evaluation of Belfast Keller Road extends approximately 22,000 feet long. The investigation included a field exploration program and engineering evaluation of the subsurface and pavement conditions. The purpose of this study is to provide subsurface information and pavement repair and design recommendations.

The field exploration program consisted of eleven (11) pavement corings with auger borings to a maximum depth of 5 feet BGS were completed. A site location map and exploration location plan are included in Exhibit A of this report, along with the field exploration procedures.

PROJECT INFORMATION

Project Description

Item Description Proposed improvements

Application of an asphalt overlay layer to the existing asphalt road. Based on communication via email with Thomas & Hutton on November 23, 2021.

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Item Description

Traffic Data

The existing pavements had been used for heavy traffic. Based on the information provided by the client on 12-8-2021 and 01-13-2022, and the traffic impact study results as shown in Exhibit A-2-1, we have included the following into our pavement analysis:

Road Segment

Existing

VPD1,2

Future

VPD1,2

% Autos/Light trucks

Trucks

% Single-unit

Trucks A 2,000 22,000 84 12 4 B 2,000 32,000 88.5 8.5 3 C 6,000 42,500 94.5 4 1.5 D 6,000 28,000 92 6 2 E 6,000 21,000 94 4 2

3. VPD = vehicles per day

4. Provided by Thomas & Hutton via email communication on 12/8/2021 and 1/13/2022.

n Pavement design period = 20 years Should the above traffic volumes differ from final design values, Terracon should be informed and retained for further evaluation.

Should any of the above information or assumptions be inconsistent with the planned construction, Terracon should be informed so that modifications to this report can be made as necessary.

EXISTING PAVEMENT CONDITIONS

At each of the 11 pavement coring locations, the core thickness was measured, and a photograph was taken. A photograph log of the cores can be found in Exhibit C-4. The existing pavement sections consist of varying thicknesses from 8 to 13 inches. It is worth noting that no aggregate base was encountered under the existing asphalt section. The thickness of both the asphalt course varied greatly, apparently due to multiple overlays and repairs in different areas. The information on previous repairs was not available.

As shown in the site photographs in Exhibit C-3, the pavement distress observed during our site visits consisted of longitudinal and transverse cracking, some block cracking, and reflective cracking, . Based on our field observations, the guidance provided in the Georgia Department of Transportation (GDOT) Pavement Design Manual, Appendix E, the following table presents the pavement sections from our field tests.

Boring No.

Asphalt Thickness (inches)

Existing Structural Number

(SNex)

Required Structural Number

(SNreq) Load Cracking Rating / Level

HA1 8.5 2.4 5.43 Level 3

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HA2 8.25 2.48 5.43 Level 1

HA3 8.25 2.48 5.43 Level 3

HA4 11.25 3.38 5.42 Level 1

HA5 13 3.9 5.11 No cracking

HA6 10 3 5.18 Level 3

HA7 8 2.4 5.18 Level 3

HA8 9 2.7 5.18 Level 3

HA9 9.5 2.85 4.6 Level 3

HA10 9 2.7 4.6 Level 3

HA11 10 3 4.6 Level 2

SUBSURFACE CONDITIONS

Subsurface Profile

As shown in Exhibit A-2, eleven pavement corings and hand auger borings were performed. The hand auger borings were performed to an approximate depth of 5 feet below the existing ground surface. The full hand auger logs can be found in Exhibit B-1 and B-2.

Boring No. Location (Road) Soil Type

HA1 to HA11 Belfast Keller Road

Sand mixtures including mostly silty sands (SM) to clayey sands (SC) to 2 to 4 feet BGS. These were underlain by sandy clays (CL) to 5 feet BGS.

It is important to note, no graded aggregate base layer was encountered. Organics (wood debris) were found at exploration location HA1, at depths of approximately 10 inches below the existing ground surface.

Groundwater Conditions

The groundwater table was not encountered in any of the hand auger borings during the field exploration. Mottling, an indicator of seasonal high groundwater table, was noted at 1.5 to 3.25 feet below the existing ground surface. It should be noted that groundwater levels tend to fluctuate

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PAVEMENT REPAIR AND DESIGN RECOMMENDATIONS

Existing Pavement Evaluation

From the on-site observations, pavement coring, and hand auger borings, we derived the following evaluations about the existing pavements and subsurface soils for new construction.

A field engineer visited the site and performed a visual condition survey of the existing road.

Based on the site visit, the pavement is exhibiting various types of distress, such as longitudinal and transverse cracks. In general, the pavement was considered fair to poor condition. There were organics (wood debris) found in hand auger boring locations HA1 at approximately 10 inches BGS. Although groundwater was not encountered in most of the exploration locations, mottling (indicator of seasonal high groundwater table) was encountered in most boreholes ranging between 1.5 and 3.25 feet BGS.

Based on the findings in the pavement cores, hand auger borings and observations of existing pavement conditions and distresses, we believe the following attributed to the pavement distress:

n No aggregate base course: based on our hand auger boring findings, silty sands to clayey sands followed by mostly sandy clays at 3 to 5 feet BGS were encountered underneath the pavement sections throughout the studied road segments of Belfast Keller Road. Although the pavements are supported by well-compacted subgrade material, the local geology (Coastal Plain). Based on our experience on the local soils near this area, the soils under the improved subgrade consist of soft/weak silts and clays that are susceptible to settlements over time. We believe this is the main cause for most of the pavement distress/failure along Belfast Keller Road.

n Pavement aging: based on the pavement conditions encountered during our exploration, several potholes and alligator cracking were noted throughout the road. Besides the underlying soft/weak soils, the pavement sections with minor distress/cracking are due to aging. We understand the pavement along Belfast Keller Road was constructed between 1993 and 1994, with a full pavement improvement/patching completed at one point in time and various other isolated repaving/patching/pavement improvements over the years. Along with the heavy traffic loading over the years, this is another major cause of pavement failure.

New Construction Considerations

The pavement along Belfast Keller Road shows various levels of distress/cracking/potholes in different regions. Based on guidance provided in the Georgia Department of Transportation (GDOT) Pavement Design Manual, Appendix E (Pavement Condition Evaluation System), the

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Level Description Road Area 1

Load crack patterns are generally tight single longitudinal cracks in the wheelpaths. A wheelpath is approximately 3 feet wide and load cracking can occur at the edge of the wheelpath. Occasional short, tight longitudinal cracks parallel to the main longitudinal cracks can also occur and still be defined as level 1 load cracking pattern.

HA2, HA4

These cracks are wider than level 1 cracks and occur only in the wheelpaths. This level cracking has single or double longitudinal crack with a much larger number of 0-2 ft.

transverse cracks intersecting than in level 1 load cracking. Occasionally polygons will form, but are not prominent.

HA11

This type pattern generally has three or more longitudinal cracks in the wheelpaths with many interconnecting transverse cracks. Many small polygons are formed causing the appearance of “alligator hide.” This type cracking is marked by a definite, extensive pattern of small polygons and is sometimes accompanied by severe rutting.

HA1, HA3, HA6,

HA8, HA9, HA10

This type pattern has the definite “Alligator hide” pattern, but had deteriorated to the point that the small polygons are beginning to pop out. Rutting is usually severe and pumping of base material is sometimes evident.

None

1. Refer to Exhibit A-2 for location of road sections.

Pavement Design Considerations

Road Seg ment

Existing

ADT1,2

Future

ADT1,2

Growth Rate (%)

Truck2

% Single-unit

Trucks2 ESALs3

Existing Structural

Number1,3,4

Required Structural

Number1,3,4

A 2,000 22,000 50 12 4 10,132,400 2.40 5.43

B 2,000 32,000 75 8.5 3 9,979,100 3.38 5.42

C 6,000 42,500 30 4 1.5 6,548,100 3.90 5.11

D 6,000 28,000 18 6 2 7,175,900 2.70 5.18

E 6,000 21,000 13 4 2 3,190,100 2.85 4.60

1. See Exhibit A-2 for locations of road segments and daily traffic count.

2. Based on Kimley Horn’s traffic assessment provided by Thomas & Hutton via email communication on

November 23, 2021, December 8, 2021, and January 13, 2022.

3. Based on a 20-year design life.

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A CBR value of 8 was used as a representative value in our design to take into consideration modest variations in soil conditions, moisture content and compaction across the site. Climatic conditions have been considered in the design subgrade CBR value listed below and in the paving material characteristics outlined in the following subsections.

Pavement Design Parameters

Design Parameter Design Value

Initial Serviceability Index 4.21

Terminal Serviceability Index 2.01

Standard Deviation 0.45

Drainage 1

Reliability (%) 85

Analysis Period (years) 20

Load Transfer 3.2

CBR 8

1. Applicable for a flexible pavement design Based on the variability of the pavement failure and underlying soil conditions, we recommend three options for pavement improvement:

Overlay: if pavement elevation change is not a concern, areas with cracking due to heavy traffic loading and aging to be repaired by overlay as specified in the table below. Although this option may be cost-effective, based on the increased traffic load and subgrade conditions, additional settlement may occur and cause cracking in the long term. We recommend repair the existing degraded pavement areas with Level 3 damage using crack remediation/isolated patching and overlay with a new section as specified below. GDOT has used surface treatment between the existing asphalt and the overlay to prevent reflection of the existing cracks. We recommend one inch of GDOT’s Open graded interlayer (OGI) be considered for the areas with extensive cracking as alternative to surface treatment for crack control.

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Overlay on Existing Pavement

Road Segment

20-year design period

12.5 mm Superpave overlay (inches)

19 mm Superpave overlay (inches)

25 mm Superpave overlay (inches)

A 2.0 2 2.25

B 2.0 2 0

C 2.0 0 0

D 2.0 2 2

E 2.0 2 0

We recommend a one-inch thick open graded interlayer (OGI) being placed between the existing pavements and the new overlying to reduce the risk of reflective cracking.

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New Pavement Construction

Road Segment

20-year design period1,2,3

Surface Course

12.5 mm

Superpave (inches)

Intermediate Course

19 mm Superpave (inches)

Asphalt Base Course

25 mm Superpave (inches)

Graded Aggregate Base

Course (inches)

A 2 2 4 12

B 2 2 4 12

C 2 2 3 12

D 2 2 3.5 12

E 2 2 3 10

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 should use 12.5 mm Superpave. 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 15%. The fill material should be compacted to a minimum of 95% of the soil’s Modified Proctor maximum dry density (ASTM D-1557) for the lower lift and 100% for the surface 1 foot.

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 Subgrade Preparation and Drainage section.

Notes:

§ Proper surface and subgrade drainage systems 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 BX1100 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.

SUBGRADE PREPARATION AND DRAINAGE

For the new construction option, we recommend the subgrade be inspected for unsuitable material after removal of the existing asphalt and base. Unsuitable subgrade material such as organics should be removed and backfilled with granular fill. The subgrade should be evaluated using proofrolling and repaired as necessary. The structural fill should be non-plastic granular material with less than 15% fines passing the No. 200 sieves. The fill should be compacted to 95% of the maximum dry density as determined by the modified Proctor compaction test (ASTM D1557).

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Pavement and Subgrade Drainage

Poor subgrade drainage is the most common cause of pavement failure, including distress observed on this road. The 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 surround the areas anticipated to have 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. Subgrade drains should be installed at the bottom of the Graded Aggregate Base (GAB) layer. The civil engineer should decide the placement of the subgrade drains to avoid the saturation of the pavement subgrade.

Pavement Maintenance

The performance of pavements will require regular maintenance. One key component of the maintenance is to minimize the 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 to any major maintenance.

New 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. Attention should be paid to high traffic areas that are rutted and disturbed, and to areas where backfilled trenches are located.

Areas where unsuitable conditions are noted 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 percent of the materials’ Modified Proctor maximum dry density.

FULL-DEPTH RECLAMATION RECOMMENDATIONS

Reclamation and Overlay As an alternative to the overlay and new construction, Full-depth reclamation (FDR) can be used consisting of a Cement Modified Recycled Base/Subbase constructed by spreading and mixing cement with the existing asphalt base course and subgrade materials to a typical depth of 8 to 12 inches. The cement-mixed section will serve as the base layer for the new pavement. Another

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In FDR reconstruction, the chemical modification process should be accomplished with a specialty mixing machine or reclaimer by a contractor with experience in this type of soil stabilization. The chemical should be spread uniformly onto the area to be treated at the determined application rate. After the chemical is spread over the subgrade area, the mixing machine is used to uniformly blend the asphalt, soil, cement, and mixing water to the required depth. Construction methods and materials used in the development of the cement modified subbase should meet the requirements as directed by the GDOT Standard Specifications for Construction of Transportation Systems, 2013 edition. We recommend a collection and testing of FDR samples to determine the appropriate cement content and ratios for a detailed mix design. We recommend Terracon to be reatained for the additional FDR sampling and test services if the clients decides to pursue this alternative pavement repair option.

It is important to note, any drainage issues in the underlying soils must be addressed prior to FDR operations for successful performance. FDR does not cure all drainage issues in pavement structures.

GENERAL COMMENTS

Terracon should be consulted to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the project design and specifications. Terracon should also be retained to provide observation and testing services during grading, excavation, foundation construction, and other earth-related construction phases of the project.

The analyses and recommendations presented in this report are based upon the data obtained from the explorations performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between exploration locations, across the site, or may be caused due to the modifying effects of construction or weather. Bear in mind that the nature and extent of such variations may not become evident until construction has started or until construction activities have ceased.

If variations do appear, Terracon should be notified immediately so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, and bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials, or hazardous conditions. If the owner is concerned about the potential for such contamination or pollution, please advise so that additional studies may be undertaken.

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This report has been prepared for the exclusive use of our client for specific application to the project and site discussed, and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either expressed or implied, are intended or made. Site safety, excavation support and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes, and then either verifies or modifies the conclusions of this report in writing.

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EXHIBITS

EXHIBIT A: Exploration Plan and Procedures

EXHIBIT B: Exploration and Testing Results

EXHIBIT C: Supporting Information

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EXHIBIT A

EXPLORATION PLAN AND PROCEDURES

◼ Exhibit A-1: Site Location Plan

◼ Exhibit A-2: Exploration Plan

◼ Exhibit A-3: Exploration and Testing Procedures

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A-1

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

SI TE LOCATION MAP

Road Segment

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

N

JS

Image Courtesy of Google Earth™ DL

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

Belfast Keller Road

Belfast Keller Road

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LEGEND

Hand Auger Borings with Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-1

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA2

HA3

HA4

HA8

HA9

HA10

HA7

HA11

HA1

Belfast Keller Road

Belfast Keller Road

HA6

HA5

Segment A: 22,000 vpd

Segment B: 32,000 vpd

Segment C: 42,500 vpd

Segment D: 28,000 vpd

Segment E: 21,000 vpd

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Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-2

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA1 F

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Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-3

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA2

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Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-4

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA3

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-5

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA4

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-6

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA5

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-7

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA6

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-8

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA7

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-9

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA8 F

O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-10

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA9

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-11

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA10

F O

R

IN

F O

R M

A T

IO

N

O

Pavement Cores (5 ft.)

Exhibit:Project Manager:

Drawn by:

Checked by:

Approved by:

GL

GL

Project No.

Scale:

File Name:

Date:

ES215252

NTS

11-18-2021

EXPLORATION LOCATION PLAN

2201 Rowland Avenue Savannah, Georgia 31404

Phone (912) 629 4000 Fax (912) 629 4001

Belfast Keller Road Pavement Evaluation Bryan County, Georgia

JS

DL

A-2-12

Image Courtesy of Google Earth™

NOTES:

ALL EXPLORATION LOCATIONS WERE LOCATED IN THE FIELD USING A

GPS UNIT AND / OR SITE LANDMARKS. EXPLORATION LOCATIONS

SHOULD BE CONSIDERED APPROXIMATE. DIAGRAM IS FOR GENERAL

LOCATION ONLY; NOT INTENDED FOR CONSTRUCTION PURPOSES.

N

HA11 F

O

R

IN

F O

R M

A T

IO

N

O

EXHIBIT A-3 - EXPLORATION & TESTING PROCEDURES

Belfast Keller Road Pavement Evaluation ■ Richmond Hill, Bryan County, Georgia November 18, 2021 ■ Terracon Project No. ES215252

Responsive ■ Resourceful ■ Reliable Page 1 of 1

EXPLORATION AND TESTING PROCEDURES

FIELD EXPLORATION

Number/Type of Test Location Maximum Depth (feet, below ground surface)

11 Hand Auger (HA) borings with pavement coring Pavement areas 5

Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provided the boring layout.

Coordinates were obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet).

SUBSURFACE EXPLORATION PROCEDURES:

Hand Auger Borings: Hand auger borings were conducted in general accordance with ASTM D 1452-80 to determine the subsurface conditions at shallow depths. In this test, the hand auger boring is 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 will be visually classified by a geotechnical engineer or geologist in accordance with ASTM D-2488.

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 encountered 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 and tests of the samples.

LABORATORY TESTING

Laboratory testing procedures were performed on soil samples collected at hand auger boring location. Bag samples were obtained at multiple depths ranging from 1 to 5 feet below existing grade surface and shipped to Terracon’s laboratory for the following testing procedures:

§ Grain Size Analysis: ASTM D422 – Standard Test Method for Particle Size Distribution of Soils

§ Atterberg Limits: ASTM D4318 – Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils

Our laboratory testing results are represented in individual graphs and tables in detail in Exhibits B-5 and B-6.

F

O R

IN

F

O R

M A

T

IO

N O

EXHIBIT B

EXPLORATION AND TESTING RESULTS

◼ Exhibit B-1: Subsurface Profile

◼ Exhibit B-2: Hand Auger Boring Logs

F O

R

IN

F O

R M

A T

IO

N

O

-5.0

-4.5

-4.0

-3.5

-3.0

-2.5

-2.0

-1.5

-1.0

-0.5

-5.0

-4.5

-4.0

-3.5

-3.0

-2.5

-2.0

-1.5

-1.0

-0.5

BT-5.0 Ft.

HA1

BT-5.0 Ft.

HA2

BT-5.0 Ft.

HA3

BT-5.0 Ft.

HA4

BT-5.0 Ft.

HA5

BT-5.0 Ft.

HA6

BT-5.0 Ft.

HA7

BT-5.0 Ft.

HA8

BT-5.0 Ft.

HA9

BT-5.0 Ft.

HA10

BT-5.0 Ft.

HA11

NOTES:

Borehole Number

Liquid and Plastic Limits

AR

BT

LL PLMoisture Content

%w

HA1

Water Level Reading at time of drilling.

Water Level Reading after drilling.

Sampling (See General Notes)

Explanation

Borehole Lithology

Borehole Termination Type

Asphalt Silty Sand Sandy Lean Clay

Clayey Sand

D ep th

F ee t

See Exploration Plan for orientation of soil profile.

See General Notes in Supporting Information for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ AR - Auger Refusal BT - Boring Termination

SUBSURFACE PROFILE

BELFAST KELLER ROAD PAVEMENT EVALUATION

BELFAST KELLER RD

RICHMOND HILL, GA

Project No.: ES215252

Date: 11/19/2021

Scale: N.TS. 2201 Rowland Ave Savannah, GAT

H

IS

B O

R

IN

G L

O G

I S

N O

T V

A

LI

D I

F S

E P

A R

A T

E D

F R

O M

O R

IG

IN

A L

R E

P O

R T

S

M A

R T

F E

N C

E

E S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

/1

9/

F O

R

IN

F O

R M

A T

IO

N

O

ASPHALT CORE

SILTY SAND (SM), with wood debris @ 0.83' BGS, fine grained, dark brown

SANDY LEAN CLAY (CL), dark gray

Boring Terminated at 5 Feet

0.7

2.3

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8803° Longitude: -81.3495°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA1

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SILTY SAND (SM), fine grained, dark gray

SANDY LEAN CLAY (CL), dark gray

Boring Terminated at 5 Feet

0.7

2.3

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 1.83' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8755° Longitude: -81.3457°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA2

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SANDY LEAN CLAY (CL), dark gray

Boring Terminated at 5 Feet

0.7

3.0

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2.5' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8713° Longitude: -81.3424°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA3

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

Boring Terminated at 5 Feet

0.9

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8670° Longitude: -81.3391°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA4

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SILTY SAND (SM), fine grained, light brown

CLAYEY SAND (SC), fine grained, light brown

Boring Terminated at 5 Feet

1.1

4.0

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 3.17' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8609° Longitude: -81.3343°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA5

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O dark gray

SANDY LEAN CLAY (CL), dark gray

Boring Terminated at 5 Feet

0.8

4.0

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 1.67' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8562° Longitude: -81.3307°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA6

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SILTY SAND (SM), fine grained, dark brown

CLAYEY SAND (SC), fine grained, light brown

Boring Terminated at 5 Feet

0.7

3.3

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2.5' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8519° Longitude: -81.3273°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA7

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SANDY LEAN CLAY (CL), dark gray SILTY SAND (SM), fine grained, light brown

Boring Terminated at 5 Feet

0.8

2.5 2.6

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2.5' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8473° Longitude: -81.3237°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA8

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O light brown

CLAYEY SAND (SC), fine grained, light brown

Boring Terminated at 5 Feet

0.8

3.3

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2.5' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8426° Longitude: -81.3200°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA9

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O

SILTY SAND (SM), fine grained, dark brown

Boring Terminated at 5 Feet

0.8

5.0

Stratification lines are approximate. In-situ, the transition may be gradual.

mottling @ 2.5' BGS

T H

IS

B

O R

IN

G

L O

G

IS

N O

T V

A

LI

D

IF

S E

P A

R A

T E

D F

R O

M O

R

IG

IN

A

L R

E P

O R

T . G

E O

S M

A R

T L

O G

-N O

W E

LL

E

S

B

E

LF

A S

T K

E

LL

E R

R O

.G P

J T

E R

R A

C O

N _D

A T

A T

E M

P

LA

T E

.G D

T

1/

/2

D E

P T

H

F t.)

W

A T

E R

L E

V E

L O

B S

E R

V A

T

IO

N SLOCATION See Exploration Plan

Latitude: 31.8387° Longitude: -81.3133°

G R

A P

H

IC

L O

G

DEPTH

Advancement Method:

Hand Auger

Abandonment Method:

Boring backfilled with Auger Cuttings and/or Bentonite

Notes:

Project No.: ES215252

Drill Rig:

BORING LOG NO. HA10

Thomas & Hutton Engineering CoCLIENT:

Savannah, GA

Driller:

Boring Completed: 11-17-2021

PROJECT: Belfast Keller Road Pavement Evaluation

Elevations not obtained

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.

Belfast Keller Rd Richmond Hill, GA

SITE:

Boring Started: 11-17-2021

2201 Rowland Ave Savannah, GA

WATER LEVEL OBSERVATIONS

Groundwater not encountered

S A

M P

LE

T

Y P

E

F O

R

IN

F O

R M

A T

IO

N

O