ES225343 _ Hutchinson Island Slip 3 Buckhead .pdf

Report Cover Page

Hutchinson Island Slip 3 Buckhead Repair

Geotechnical Engineering Report

December 12, 2023 | Terracon Project No. ES225343

Prepared for:

Moffatt & Nichol

2E Bryan St. Ste 501

Savannah, GA 31401

2201 Rowland Avenue

Savannah, GA 31404

P (912) 629-4000

Terracon.com

Facilities | Environmental | Geotechnical | Materials

Report Cover Letter to Sign

December 12, 2023

Moffatt & Nichol

2E Bryan St. Ste 501

Savannah, GA 31401

Attn: Mr. Michael Pettijohn, P.E.

P: (912) 298 0708

E: mpettijohn@moffattnichol.com

Re: Geotechnical Engineering Report

Hutchinson Island Slip 3 Buckhead Repair

Hutchinson Island

Savannah, Georgia

Terracon Project No. ES225343

Dear Mr. Pettijohn:

We have completed the scope of Geotechnical Engineering services for the above referenced project in general accordance with Terracon Proposal No. PES225343 dated

September 14, 2023. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning the design parameters for the proposed project.

Project Description

The Slip 3 bulkhead, approximately 1,290 feet long, is located on the west (32.0858, -

81.0885) of the Savannah Convention Center on Hutchinson Island in Savannah, Georgia.

This project is for the repair or replacement study of the Slip 3 bulkhead due to the extensive fill loss behind a portion of the bulkhead, severe corrosion and other concerns.

This geotech investigation is for assessing the condition of the existing Slip 3 bulkhead and provides further recommendations for repair and replacement.

Hutchinson Island Slip 3 Buckhead Repair | Savannah, Georgia

Geotechnical Characterization

The subsurface profile is variable along the bulkhead alignment. We have developed a general characterization of the subsurface conditions based upon our review of the subsurface exploration, geologic setting, and our understanding of the project. The following tables provide our geotechnical characterization.

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)

Material Description Consistency/Relative

Density

1 0.5 to 1.3 Topsoil/Asphalt pavement -

2 5 to 12 Silty sand, with variable clay contents Loose to medium dense

3 27 to 39 Sandy clay, with interbedded sand layers Very soft and soft

4 62 to 69 Silty sand Medium dense to dense

74, termination of borings Sandy clay/sandy silt Very stiff

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

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

The conditions observed at each exploration point are indicated on the individual logs shown in the Exploration Results attachment of 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 soundings and hand auger borings were observed while drilling and after completion for the presence and level of groundwater. We used a Slope Indicator® water level meter upon completing the CPT sounding tests to obtain the groundwater depths. The water levels observed in the soundings and borings can be found on the individual logs shown in the Exploration Results attachment of this report.

Groundwater was measured or estimated based on cave-in at depths ranging from approximately 5 to 9.9 ft BGS among the CPT sounding locations. The site has clayey soils (sandy clay/clayey sand) close to the surface, which have poor drainage characteristics and are prone to perched water table conditions that will have a direct impact on the subgrade stability and site work conditions.

It should be noted that groundwater levels tend to fluctuate with seasonal and climatic variations, as well as with construction activities. The groundwater in the bulkhead and deadman areas will be significantly influenced by the tides in the Savannah

River. 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 logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project.

Soil Parameters for Bulkhead Wall

Soil Parameters for Bulkhead Wall (C1A) Marl Top Depth 65 feet

Soil

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion, c (psf)

Friction Angle φ

Soil Cohesion, c

(psf)

Friction Angle φ

1 5 Sand 120 0 32 0 32

2 39 Clay 95 200 0 100 10

3 65 Sand 115 0 32 0 32

4 74 Marl 120 4000 10 500 30

Wall Design Parameters (C1A) Marl Top Depth 65 feet

Soil

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall friction

Ka Kp K0 Cal

(psf)

Wall

Friction

1 5 Sand 120 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

2 39 Clay 95 1.00 1.00 1.00 100 0 0.65 1.62 0.83 50 7

3 65 Sand 115 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

4 74 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C2) Marl Top Depth 61 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion, c (psf)

Friction

Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 4 Sand 115 0 30 0 30

2 6 Clay 105 500 0 250 10

3 11 Sand 105 0 28 0 28

4 21 Clay 95 250 0 125 10

5 26 Sand 110 0 28 0 28

6 39 Clay 100 250 0 125 10

7 61 Sand 110 0 32 0 32

Wall Design Parameters (C2) Marl Top Depth 61 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 4 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 6 Clay 105 1.00 1.00 1.00 250 0 0.65 1.62 0.83 125 7

3 11 Sand 105 0.32 5.15 0.53 0 19 0.32 5.15 0.53 0 19

4 21 Clay 95 1.00 1.00 1.00 125 0 0.65 1.62 0.83 62.5 7

5 26 Sand 110 0.32 5.15 0.53 0 19 0.32 5.15 0.53 0 19

6 39 Clay 100 1.00 1.00 1.00 125 0 0.65 1.62 0.83 62.5 7

7 61 Sand 110 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

Soil Parameters for Bulkhead Wall (C3) Marl Top Depth 60 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion, c

(psf)

Friction

Angle φ

Soil Cohesion, c

(psf)

Friction

Angle φ (°)

1 5 Sand 115 0 30 0 30

2 10 Sand 105 0 28 0 28

3 35 Clay 90 250 0 125 10

4 54 Clay 105 750 0 375 10

5 60 Sand 110 0 30 0 30

Wall Design Parameters (C3) Marl Top Depth 60 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 5 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 10 Sand 105 0.32 5.15 0.53 0 19 0.32 5.15 0.53 0 19

3 35 Clay 90 1.00 1.00 1.00 125 0 0.65 1.62 0.83 62.5 7

4 54 Clay 105 1.00 1.00 1.00 375 0 0.65 1.62 0.83 187.5 7

5 60 Sand 110 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

Soil Parameters for Bulkhead Wall (C4) Marl Top Depth 60 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion, c (psf)

Friction

Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 4 Sand 120 0 30 0 30

2 37 Clay 105 500 0 250 10

3 54 Sand 115 0 30 0 30

4 57 Clay 105 500 0 250 10

5 60 Sand 115 0 30 0 30

6 68 Marl 120 4000 10 500 30

Wall Design Parameters (C4) Marl Top Depth 60 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 4 Sand 120 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 37 Clay 105 1.00 1.00 1.00 250 0 0.65 1.63 0.83 125 7

3 54 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

4 57 Clay 105 1.00 1.00 1.00 250 0 0.65 1.62 0.83 125 7

5 60 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

6 68 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C5) Marl Top Depth 61 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion, c (psf)

Friction

Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 6 Sand 115 0 30 0 30

2 35 Clay 100 350 0 175 10

3 61 Sand 115 0 32 0 32

4 70 Marl 120 4000 10 500 30

Wall Design Parameters (C5) Marl Top Depth 61 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 6 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 35 Clay 100 1.00 1.00 1.00 175 0 0.65 1.63 0.83 87.5 7

3 61 Sand 115 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

4 70 Marl 120 0.65 1.62 0.83 2000 7 0.3 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C6) Marl Top Depth 62 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion c (psf)

Friction Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 13 Sand 115 0 30 0 30

2 20 Clay 100 350 0 175 10

3 26 Clay 105 750 0 375 10

Wall Design Parameters (C6) Marl Top Depth 62 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 13 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 20 Clay 100 1.00 1.00 1.00 175 0 0.65 1.63 0.83 87.5 7

3 26 Clay 105 1.00 1.00 1.00 375 0 0.65 1.62 0.83 187.5 7

Soil Parameters for Bulkhead Wall (C7) Marl Top Depth 62 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion c (psf)

Friction Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 12 Sand 110 0 28 0 28

2 17 Clay 100 350 0 175 10

3 27 Clay 105 750 0 375 10

4 62 Sand 115 0 30 0 30

5 80 Marl 120 4000 10 500 30

Wall Design Parameters (C7) Marl Top Depth 62 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 12 Sand 110 0.32 5.15 0.53 0 19 0.30 5.15 0.53 0 19

2 17 Clay 100 1.00 1.00 1.00 175 0 0.65 1.63 0.83 87.5 7

3 27 Clay 105 1.00 1.00 1.00 375 0 0.65 1.62 0.83 187.5 7

4 62 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

5 80 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C8) Marl Top Depth 63 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion c (psf)

Friction Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 8 Sand 115 0 30 0 30

2 20 Clay 105 350 0 175 10

3 27 Clay 115 1000 0 500 10

4 63 Sand 115 0 32 0 32

5 74 Marl 120 4000 10 500 30

Wall Design Parameters (C8) Marl Top Depth 63 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 8 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 20 Clay 105 1.00 1.00 1.00 175 0 0.65 1.63 0.83 87.5 7

3 27 Clay 115 1.00 1.00 1.00 500 0 0.65 1.62 0.83 250 7

4 63 Sand 115 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

5 74 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C9) Marl Top Depth 68 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion c (psf)

Friction Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 10 Sand 115 0 30 0 30

2 20 Clay 100 500 0 250 10

3 23 Sand 115 0 30 0 30

4 29 Clay 110 750 0 375 10

5 40 Sand 115 0 30 0 30

6 48 Clay 110 500 0 250 10

7 68 Sand 120 0 32 0 32

8 74 Marl 120 4000 10 500 30

Wall Design Parameters (C9) Marl Top Depth 68 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 10 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

2 20 Clay 100 1.00 1.00 1.00 250 0 0.65 1.63 0.83 125 7

3 23 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

4 29 Clay 110 1.00 1.00 1.00 375 0 0.65 1.63 0.83 187.5 7

5 40 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

6 48 Clay 110 1.00 1.00 1.00 250 0 0.65 1.63 0.83 125 7

7 68 Sand 120 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

8 74 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Soil Parameters for Bulkhead Wall (C10) Marl Top Depth 66 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Soil Cohesion c (psf)

Friction Angle φ (°)

Soil Cohesion, c (psf)

Friction Angle φ (°)

1 15 Clay 110 750 0 375 10

2 28 Clay 105 300 0 150 10

3 32 Sand 115 0 30 0 30

4 46 Clay 105 500 0 250 10

5 66 Sand 120 0 32 0 32

6 73 Marl 120 4000 10 500 30

Wall Design Parameters (C10) Marl Top Depth 66 feet

Stratum

Bottom

Depth of

Stratum

(ft)

Soil type

Total

Unit

Weight

(pcf)

Short-term Design Long-term Design

Ka Kp K0 Cas

(psf)

Wall

(psf)

Wall

1 15 Clay 110 1.00 1.00 1.00 375 0 0.65 1.63 0.83 187.5 7

2 28 Clay 105 1.00 1.00 1.00 150 0 0.65 1.63 0.83 75 7

3 32 Sand 115 0.30 6.11 0.50 0 20 0.30 6.11 0.50 0 20

4 46 Clay 105 1.00 1.00 1.00 250 0 0.65 1.63 0.83 125 7

5 66 Sand 120 0.28 7.33 0.47 0 21 0.28 7.33 0.47 0 21

6 73 Marl 120 0.65 1.62 0.83 2000 7 0.30 6.11 0.50 250 20

Note: Ka = the coefficient of active earth pressure; Kp = the coefficient of passive earth pressure;

Ko= the coefficient of at-rest earth pressure; Cas and Cal = adhesion under short-term and long-term, respectively.

The above earth pressure parameters were calculated using Coulomb’s Earth Pressure

Theory, which accounts for the wall friction between the wall and the soils. A factor of safety of 1.5 to 2.0 should apply to the passive earth pressure to limit deflection that would be required to fully mobilize the soil wedge.

Driven Pile Design Parameters

We understand the new bulkhead wall will include deadman supported on HP 14x89 driven steel piles. The site includes very soft to soft clay layer to the depth of 40 feet

BGS, followed with medium dense to dense silty sand layer to the depths of 62 to 68 feet which are the approximate top depth of Marl layer.

The following table can be used to estimate capacities for individual H piles. We recommend all piles be driven into the marl formation. An allowable pile capacity is estimated for pile length from 75 to 95 feet below the existing grade. A factor of 2 is included in the allowable pile capacities. Driven piles should be spaced at least three pile widths apart (center-to-center).

We assume less than two of fill will be placed over the existing grades to cause additional ground settlements. No downdrag load was explicitly considered in the pile capacity analysis. Based on our experience, piles embedded into the marl have a low risk of pile foundation settlement.

Approximately Depth of Bottom of Stratum (feet) HP14x89

Allowable Compression Capacities (kips) 1, 2

75 158

80 185

85 215

90 245

95 274

Allowable Tension Capacities (kips) 1, 2

70 97

75 116

80 136

85 155

95 175

1. Design capacities are dependent upon the method of installation and quality control parameters. The values provided are estimates and should be verified during construction through pile testing using pile driving analyzer (PDA).

2. Based on soil profiles of CPT soundings C1A and C4.

Because the soil transitions between borings are irregular and a majority of the axial capacities are from the marl formation. We recommend the above pile capacities be used for all driven steel H piles for this site.

After the sheet pile length has been determined, the engineer should evaluate the global stability of the bullhead system. Based on our experience, the sheet pile embedded into the marl formation should be able to achieve the required factor of safety against global stability failure.

We understand the existing sheet piles experienced severe corrosion. Our scope of work did not include testing of soil and water corrosion potential. Based on our experience, the site has a corrosive environment. We recommend the new sheet pile uses corrosion protection measures or corrosion-resistant material.

Unbalanced water levels on both sides of the sheet piles can have a significant effect on the stability of the bulkhead. The Savannah River has two tide cycles each day, and the groundwater will be influenced by the tide levels. The bulkhead should be designed with drains to reduce the Waterhead difference and unbalanced hydrostatic pressure.

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

Chao Zheng, Ph.D., P.E. Guoming Lin, Ph.D., PE, D.GE

Project Engineer Senior Consultant

November 15, 2023 | Terracon Project No. ES225343

Attachments

Exploration and Testing Procedures

Field Exploration

Number of

Borings Type of Exploration

Approximate

Boring Depth (feet) Location

Cone Penetration Test

(CPT) Sounding 25 to 74 Existing Bulkhead

Standard Penetration

Test (SPT) Boring 80 Existing Bulkhead

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.

Subsurface Exploration Procedures: We pushed the CPT soundings with a track-mounted drill rig. CPT sounding is the technology in which an electronically instrumented cone penetrometer is hydraulically pushed through the soil while nearly continuous readings are recorded to a portable computer. The cone is equipped with electronic load cells to measure tip resistance and sleeve resistance and a pressure transducer to measure the generated ambient pore pressure. The face of the cone has an apex angle of 60° and an area of 10 cm2. Digital data representing the tip resistance, friction resistance, pore water pressure, and probe inclination angle are recorded about every 2 centimeters while advancing through the ground at a rate between 1½ and 2½ centimeters per second. These measurements are correlated to various soil properties used for geotechnical design. No soil samples are gathered through this subsurface investigation technique.

CPT testing was conducted in general accordance with ASTM D5778 "Standard Test

Method for Performing Electronic Friction Cone and Piezocone Penetration Testing of

Soils." Upon completion, the CPT data collected was analyzed and processed by the project engineer.

The SPT soil borings were performed with a truck mounted mud rotary type drill rigs equipped with a hydraulic head employed in drilling and sampling operations. The borings were advanced using 6-inch diameter hollow stem augers. Soil samples were obtained using spilt-barrel sampling procedures in accordance with ASTM Specifications

D1586. In the split-barrel sampling procedure the number of blows required to advance a standard 2-inch O.D., 1-3/8-inch I.D spilt-barrel sampler from 6 to 18 inches of penetration by means of a 140-pound hammer with a free fall of 30 inches is used to obtain the Standard Penetration Test (SPT) or N-value. The SPT is used to estimate the in-situ relative density of cohesionless soils and the consistency of cohesive soils.

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. The samples were placed in appropriate containers and taken to our soil laboratory for testing and classification by a Geotechnical Engineer. 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 and tests of the samples in our laboratory.

Laboratory Testing

The project engineer reviewed the field data and assigned laboratory tests. The laboratory testing program included the following types of tests:

■ ASTM D2216 Standard Test Methods for Laboratory Determination of Water

(Moisture)

■ ASTM D422 Standard Test Method for Particle-Size Analysis of Soils

■ ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity

Index of Soils

The laboratory testing program often included examination of soil samples by an engineer.

Based on the results of our field and laboratory programs, we described and classified the soil samples in accordance with the Unified Soil Classification System.

Photography Log

Pavement Coring at C7

Pavement Coring at C9

Pavement Coring at C10

Site Location and Exploration Plans

Contents:

Site Location Plan

Exploration Plan

Note: All attachments are one page unless noted above.

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Site Location

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

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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

LEGEND

CPT Sounding

SPT Boring

Exploration and Laboratory Results

Subsurface Profile Cross Section

CPT Sounding Logs

SPT Boring Log

Lab Results Summary

Grain Size Distribution Results

Atterberg Limits Results

Liquid and Plastic Limits

Borehole Number

Borehole Termination Type

Borehole Lithology

Explanation

D ep th

F ee t

Water Level Reading after drilling.

Water Level Reading at time of drilling.

C01A

%wMoisture Content

LL PL

AR

BT

Sampling

SUBSURFACE PROFILE EXHIBITNOTES:

Approved by: GL

Project Manager: CZ

HUTCHINSON ISLAND SLIP 3 BUCKHEAD REPAIR

1 INTERNATIONAL DR

SAVANNAH, GA

File Name: ES225343

Scale: N.T.S.

Project No.: ES225343

Drawn by: CZ

Date: 11/15/2023

See Exhibit for orientation of soil profile.

See General Notes in Appendix for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ.

AR - Auger Refusal BT - Boring Termination

2201 Rowland Ave Savannah, GA

PH. 912-629-4000 FAX. 912-629-4001

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C1A Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C2 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C3 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C4 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C5 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C6 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

Liquid and Plastic Limits

Borehole Number

Borehole Termination Type

Borehole Lithology

Explanation

Water Level Reading after drilling.

Water Level Reading at time of drilling.

C08

%wMoisture Content

LL PL

AR

BT

Sampling

SUBSURFACE PROFILE EXHIBITNOTES:

Approved by: GL

Project Manager: CZ

HUTCHINSON ISLAND SLIP 3 BUCKHEAD

REPAIR 1 INTERNATIONAL DR

SAVANNAH, GA

File Name: ES225343

Scale: N.T.S.

Project No.: ES225343

Drawn by: CZ

Date: 11/15/2023

See Exhibit for orientation of soil profile.

See General Notes in Appendix for symbols and soil classifications.

Soils profile provided for illustration purposes only.

Soils between borings may differ.

AR - Auger Refusal BT - Boring Termination

2201 Rowland Ave Savannah, GA

PH. 912-629-4000 FAX. 912-629-4001

T H

IS

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1X

C P

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E N

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C8 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C9 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

C10 Material

Description Normalized CPT

Soil Behavior Type Tip Resistance, qt

(tsf) 0 100 200 300 400

D ep th

F ee t

Depth (ft)

Depth (ft)

CPT Sounding ID C1A

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 74 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

9.9 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0870° Longitude: -81.0885°

North: 0 East: 1

CPT Completed: 11/1/2023

CPT Started: 11/1/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

CPT Rig: Geoprobe

Facilities | Environmental | Geotechnical | Materials 1

Depth (ft)

CPT Sounding ID C2

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 60.8 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

5.7 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0866° Longitude: -81.0885°

North: 0 East: 2

CPT Completed: 11/1/2023

CPT Started: 11/1/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

Facilities | Environmental | Geotechnical | Materials 2

Depth (ft)

CPT Sounding ID C3

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Hydrostatic Pressure

CPT Terminated at 60.2 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

6.2 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0862° Longitude: -81.0885°

North: 0 East: 3

CPT Completed: 11/1/2023

CPT Started: 11/1/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

Facilities | Environmental | Geotechnical | Materials 3

Depth (ft)

CPT Sounding ID C4

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 68.2 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

5.6 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0859° Longitude: -81.0885°

North: 0 East: 4

CPT Completed: 11/1/2023

CPT Started: 11/1/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

Facilities | Environmental | Geotechnical | Materials 4

Depth (ft)

CPT Sounding ID C5

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 69.6 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

6.2 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0856° Longitude: -81.0885°

North: 0 East: 5

CPT Completed: 11/2/2023

CPT Started: 11/2/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

Facilities | Environmental | Geotechnical | Materials 5

Depth (ft)

CPT Sounding ID C6

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Facilities | Environmental | Geotechnical | Materials

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 25.7 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

9 ft estimated water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0852° Longitude: -81.0885°

North: 0 East: 6

CPT Completed: 11/2/2023

CPT Started: 11/2/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

CPT Rig: Geoprobe

Pavement Coring to 6.5" BGS

CONCRETE CORE, [5" thick] SILTY SAND (SM), with asphalt debris and graded aggregate base (GAB), fine to medium grained, gray/white, medium dense with large rocks low recovery, loose with brick and other debris, gray, medium dense with large wood debris, some rock debris, wet soil, loose

SANDY SILT (ML), with elastic silt (MH), gray, very soft soft

SILTY SAND (SM), gray, loose

POORLY GRADED SAND, fine to coarse grained, gray, medium dense with some mica with mica, fine to medium grained with wood debris (2"), fine to coarse grained loose

SANDY SILT (ML), marl, gray, very stiff hard very stiff Boring Terminated at 80 Feet

Boring Log No. C7

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

32.1

81.8

23.1

21.3

23.4

27.5

19.6

40-27-13

0.4

12.0

22.0

27.0

62.0

80.0

1-5-12-22 N=17

3-7-5-10 N=12

5-4-5-5 N=9

4-5-9-11 N=14

7-3-2-3 N=5

1-0-1 N=1

3-2-2 N=4

4-3-5 N=8

3-6-6 N=12

4-4-8 N=12

5-7-7 N=14

2-5-11 N=16

4-5-5 N=10

5-8-8 N=16

5-4-2 N=6

5-7-10 N=17

4-6-9 N=15

14-26-31 N=57

5-7-10 N=17

Abandonment Method Boring backfilled with auger cuttings upon completion.

Advancement Method Mud Rotary

Hammer Type Automatic

Driller

PG/DZ

Logged by

Boring Started 11-09-2023

Boring Completed 11-09-2023

2201 Rowland Ave

Drill Rig

CME 45

Hutchinson Island Slip 3 Buckhead Repair

Savannah, GA

1 International Dr | Savannah, GA

Terracon Project No. ES225343

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.

Notes

Water Level Observations

Groundwater not recorded due to drilling techniques

S am pl e

T yp e

O rg an ic

C o n te n t

Pe rc en t

Fi n es

W at er C o n te n t

) Atterberg

Limits

LL-PL-PI

See Exploration PlanLocation:

Latitude: 32.0849° Longitude: -81.0886°

Depth (Ft.)

Fi el d T es t

R es u lt s

Depth (ft)

CPT Sounding ID C8

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 73.8 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

8.5 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0845° Longitude: -81.0886°

North: 0 East: 8

CPT Completed: 11/2/2023

CPT Started: 11/2/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

Facilities | Environmental | Geotechnical | Materials 7

Depth (ft)

CPT Sounding ID C9

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 74 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

5 ft estimated water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0842° Longitude: -81.0886°

North: 0 East: 9

CPT Completed: 11/2/2023

CPT Started: 11/2/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

CPT Rig: Geoprobe

Facilities | Environmental | Geotechnical | Materials 8 to 16" BGS

Depth (ft)

CPT Sounding ID C10

5 10 15 20

Tip Resistance, qt (tsf)

50 100 150 200

Friction Ratio, Fr

0.8 1.6 2.4 3.2

Sleeve Friction, fs (tsf)

0.5 1.0 1.5 2.0

0.05 0.10 0.15 0.20 Material Description

Normalized CPT Soil Behavior Type

1 2 3 4 5 6 7 8

Pore Pressure, u2 (tsf)

0 1 2 3

Hydrostatic Pressure

CPT Terminated at 73 Feet

1 Sensitive, fine grained

Normalized Soil Behavior Type (Robertson 1990)

Water Level ObservationSee 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. (used in normalizations and correlations)

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Notes

Test Location: See Exploration Plan

6.9 ft measured water depth

CPT Equipment

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

3 Clay - silty clay to clay

2 Organic soils - clay

CPT sensor calibration reports available upon request

Probe No. 5890 with net area ratio of 0.842

Manufactured by Geotech A.B.- Calibrated 3/28/2023

Tip and sleeve areas of 15 cm2 and 225 cm2

Latitude: 32.0838° Longitude: -81.0886°

North: 0 East: 10

CPT Completed: 11/2/2023

CPT Started: 11/2/2023

9 Very stiff fine grained

4 Silt mixtures - clayey silt to silty clay

8 Very stiff sand to clayey sand

7 Gravelly sand to dense sand

6 Sands - clean sand to silty sand

5 Sand mixtures - silty sand to sandy silt

Operator: AF/SJ

CPT Rig: Geoprobe

Facilities | Environmental | Geotechnical | Materials 9 to 14.5" BGS

C7 8-10

SILTY SAND(SM)

81.8 32.1

C7 13.5-15

SANDY SILT(ML)

23.1 0.0 48.7 51.3 40 27 13

C7 23.5-25

SILTY SAND(SM)

21.3 0.0 85.0 15.0

C7 28.5-30

POORLY GRADED SAND(SP)

23.4 0.0 97.1 2.9

C7 43.5-45

POORLY GRADED SAND(SP)

27.5 0.0 95.9 4.1

C7 58.5-60

POORLY GRADED SAND(SP)

19.6 1.1 95.8 3.1

PAGE 1 OF 1SUMMARY OF LABORATORY RESULTS

PROJECT: Hutchinson Island Slip 3 Buckhead Repair PROJECT NUMBER: ES225343

CLIENT: Moffatt & Nichol Savannah, GA

SITE: 1 International Dr Savannah, GA

PH. 912-629-4000 FAX. 912-629-4001

2201 Rowland Ave Savannah, GA

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BORING

ID

Soil Classification

USCS

Depth (Ft.) % Gravel Liquid Limit

Plastic Limit

Plasticity Index

Organic Content (%)

Water Content

% Sand % Fines

0.0010.010.1110100 Grain Size (mm)

30 403 60

U.S. Sieve Numbers

16 20

44 10063 2 10 14 506 2001.5 81 140

HydrometerU.S. Sieve Opening in Inches

Grain Size Distribution

ASTM D422 / ASTM C136

3/4 1/23/8

D30

0.034 0.111 0.344

Pe rc en t

Fi n er b y

W ei g h t

Sand Silt or ClayCobbles coarse fine coarse finemedium

Gravel

Pe rc en t

Fi n er b y

W ei g h t

Percen t C o arser b y W eig h t

Boring ID

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

3.36 2.42

D60 0.088 0.154 0.55

1.74 0.95

CU

Sieve % FinerSieve% Finer

Sieve% Finer

#10 #20 #40 #60 #100 #140 #200

100.0 99.56 89.32 42.69 10.92 6.07 3.97 2.91

#4 #10 #20 #40 #60 #100 #140 #200

100.0 99.88 98.16 93.66 58.31 26.09 14.96

48.7

85.0

97.1

% Fines

Grain Size

D10 0.046 0.227

Coefficients

CC

Remarks

#10 #20 #40 #60 #100 #140 #200

100.0 99.71 99.04 98.59 94.4 70.56 51.28

0.0

0.0

% Cobbles % Gravel % Sand % Clay

23.6

4.7

0.0

0.0

0.0

% Silt

2.9

27.7

10.3

SANDY SILT

SILTY SAND(SM)

POORLY GRADED SAND

Description

13.5 - 15

23.5 - 25

28.5 - 30

Depth

C7

C7

C7

Savannah, GA

2201 Rowland Ave

USCS

ML

SM

SP

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Terracon Project No. ES225343

0.0010.010.1110100 Grain Size (mm)

30 403 60

U.S. Sieve Numbers

16 20

44 10063 2 10 14 506 2001.5 81 140

HydrometerU.S. Sieve Opening in Inches

Grain Size Distribution

ASTM D422 / ASTM C136

3/4 1/23/8

D30

0.196 0.423

Pe rc en t

Fi n er b y

W ei g h t

Sand Silt or ClayCobbles coarse fine coarse finemedium

Gravel

Pe rc en t

Fi n er b y

W ei g h t

Percen t C o arser b y W eig h t

Boring ID

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

2.03 3.21

D60 0.288 0.818

0.94 0.86

CU

Sieve % FinerSieve% Finer

Sieve% Finer

#10 #20 #40 #60 #100 #140 #200

100.0 98.87 90.17 61.76 30.22 9.25 5.18 3.87 3.1

95.9

95.8

% Fines

Grain Size

D10 0.142 0.255

Coefficients

CC

Remarks

3/8" #4 #10 #20 #40 #60 #100 #140 #200

100.0 99.43 93.73 47.58 10.83 5.56 4.13

1.1

% Cobbles % Gravel % Sand % Clay

0.0

0.0

% Silt

4.1

3.1

POORLY GRADED SAND

POORLY GRADED SAND

Description

43.5 - 45

58.5 - 60

Depth

C7

C7

Hutchinson Island Slip 3 Buckhead Repair

1 International Dr | Savannah, GA

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

USCS

SP

SP

0 10 20 30 40 50 60 70 80 90 100 110

"A " L ine

ASTM D4318

CH

o r

OH

CL

or

OL

ML or OL

MH or OH

13 51.3 ML27 13 51.3 ML27 40 SANDY SILT

Atterberg Limit Results

"U " L in e

Liquid Limit

LL PL PI Fines USCS DescriptionFines

Pl as ti ci ty I n d ex

CL - ML

Facilities | Environmental | Geotechnical | MaterialsLaboratory tests are not valid if separated from original report.

C7 13.5 - 15

Boring ID Depth (Ft)

Hutchinson Island Slip 3 Bulkhead Repair

1 International Dr | Savannah, GA

Terracon Project No. ES225343

Savannah, GA

2201 Rowland Ave

Supporting Information

General Notes

Unified Soil Classification System

CPT General Notes

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

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

CPT GENERAL NOTES

DESCRIPTION OF GEOTECHNICAL CORRELATIONSDESCRIPTION OF MEASUREMENTS

AND CALIBRATIONS

REPORTED PARAMETERS

CONE PENETRATION SOIL BEHAVIOR TYPE

WATER LEVEL

Effective Friction Angle, '

100.1 1

N O

R M

AL

IZ

ED

C

O N

E R

ES

IS

TA

N

C E, q t / a tm

4 Silt mixtures - clayey silt to silty clay

5 Sand mixtures - silty sand to sandy…