GEOTECH_REPORT_DATED_Feb_2_18.pdf

February 2, 2018

LS3P Collaborative 227 West Trade St, Suite 700 Charlotte, NC 28202 Attn: Ms. Jennifer Dillon

Subject: Geotechnical Site Characterization Report P977 Combat Vehicle Warehouse, MCLB Albany, GA AE Contract N69450-13-D-0010, Task Order: X070 eProjects Work Order No.: 1583133 Schnabel Ref. 17C19074.00

Dear Ms. Dillon:

SCHNABEL ENGINEERING, LLC (Schnabel) is pleased to submit our geotechnical site characterization report for this project. This study was performed in accordance with our proposal dated October 4, 2017.

SCOPE OF SERVICES

Our agreement dated October 4, 2017 defines the scope of services for this project. Our detailed scope of work for this data report is described below:

Coordinate dig permit for subsurface investigation.

Perform 8 test borings with Standard Penetration Test (SPT) to depths of 50 feet below the ground surface.

Core existing pavement at all boring locations and measure/photo-document each. Patch pavement core holes after drilling.

Infiltration testing at two (2) locations, as agreed upon by NAVFAC.

Laboratory testing of select boring and bulk soil samples, including both geotechnical and environmental (chemical) test methods.

Provide letter report of findings.

Services with respect to detailed engineering analyses, quantity or cost estimates, or other professional services not specifically cited herein are not included in our scope, but can be provided upon request.

PROJECT DESCRIPTION

We understand that the project will construct a 200,000 SF dehumidified warehouse for the storage of ground weapon system Principal End Items (PEI) and associated collateral material. The structure shall be a clear span gable rigid frame of 200 ft wide with a minimum interior clear height of 24 ft and a low profile sloped roof (1 on 12) to minimize the volume of interior space to be dehumidified. The project will include 56 total overhead roll-up doors on both north and south sides of the building, personnel doors, P977 Combat Vehicle Warehouse, MCLB Albany, GA

17C19074.00 / February 2, 2018 Page 2 Schnabel Engineering, LLC ©2018 All Rights Reserved mechanical, electrical, fire protection systems, and exterior building perimeter lighting to illuminate the building perimeter and entrances. Supporting facilities to include paving improvements, electrical and communications service, access driveways, chain link fence and gate, fill to stabilize and improve site drainage, and storm sewer system.

FIELD INVESTIGATION

Following utility clearances and dig permit approval, our subcontractor advanced 8 soil test borings to depths of 50 feet below existing ground surface grades under our observation on December 18-21, 2017.

The locations of B-1 through B-8 are shown on Figure 1. Details of the SPT and test results are included in Appendix A.

The test borings were backfilled upon completion, and then the final 8 to 12 inches was replaced with concrete.

The existing ground surface at all boring locations except B-4 consisted of asphalt, Portland cement concrete, or stone at varying thicknesses. Stone was found at borings B-3 and B-6 at thicknesses of approximately 6 to 7 inches. The asphalt pavement at borings B-1, B-5, B-7, and B-8 was not cored (auger used to penetrate), but was measured to be approximately 4 inches thick. The concrete surface at boring B-2 was cored and the thickness of the core specimen was measured as 5.75 inches. See Appendix B for concrete core photo-documentation.

Based on the test boring data, beneath the surface layer (or beginning at the ground surface for B-4), a layer of Fill (Stratum A) was encountered to depths ranging from 0.8 to 5 feet below existing ground surface grades. The Fill generally consisted of soil cement, poorly graded sand, clayey sand, and silty sand. Soil cement was typically found in a thin layer (3 to 6 inches) at the surface and/or directly beneath the asphalt pavement. The poorly graded sand Fill was only found beneath the concrete pavement at boring B-2. Fill material found elsewhere on the site predominantly consisted of silty/clayey sand with natural moisture contents ranging from 3.4 to 14.4% and Plasticity Indices (PI) ranging from Non-Plastic (NP) to 13. The SPT N-values of the Fill material range from 7 to 28 blows per foot (bpf), indicating loose to medium density material, with an average N-value of about 8 bpf across the site.

Beneath the Fill, the on-site soils encountered were natural materials (Strata B and C - Coastal Plain).

Stratum B material predominantly consisted of Clayey SAND (SC) and Sandy FAT CLAY (CH), with trace ironite and limestone fragments throughout. Natural moisture contents within Stratum B range from 11.6 to 56% and PI ranged from 6 to 70. The SPT N-values of the Stratum B material range from Weight-of- Hammer (WOH) to 33 bpf, indicating very loose to dense sandy material and very soft to hard clayey material. The average N-value across all Stratum B material is about 11 bpf, although several borings indicated average N-values of about 5 bpf for these materials over large depth ranges, with pockets of higher and lower N-values at various depths.

Stratum C material was typically encountered below Stratum B to boring termination depths of 50 feet, with the exception of a 5-foot layer from 23.5 to 28.5 feet at boring B-1 and a 1-foot layer from 10 to 11 feet at B-6, and predominantly consisted of Silty SAND (SM) or Sandy SILT (ML), with some gravel and trace limestone fragments throughout. Natural moisture contents within Stratum C range from 30.2 to 42.6% and PI ranged from 2 to 26. The SPT N-values of the Stratum C material range from 2 to 61 bpf, indicating very loose to very dense sandy material and very soft to very hard silty material. The average

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N-value across all Stratum C material is about 15 bpf. The highest N-value of 61 bpf may have been influenced by trace limestone fragments observed within the split-spoon sampler.

A Subsurface Profile illustrating the stratigraphy, groundwater depths, and SPT data from our borings is included as Figure 2.

Groundwater was generally encountered during drilling at depths of 41 to 46 feet, with stabilized water levels encountered 24 hours later at depths of 38 to 44 feet below existing grades. However, after 24 hours, boring B-5 was dry and in boring B-4 the water level had risen significantly to about 18.6 feet below existing grades. Fluctuations in the hydrostatic water table depend on variations in precipitation, surface runoff, pumping, evaporation, leaking utilities, and similar factors. Perched groundwater can occur when a lower permeability layer retards surface water infiltration, such as in the areas of clayey sands, sandy lean clays, and fat clays, where encountered near the base of excavations during foundation construction and/or site work. Based on our preliminary review of the soil samples and site conditions to date, the seasonal high water table (SHWT) appears to be well below the probable stormwater infiltration basin depths for this project.

Two field infiltration tests were performed at the locations of borings B-1 (INF-02) and B-4 (INF-01).

Details of the infiltration tests and the results are included in Appendix C. Our drilling subcontractor drilled a hole to the prescribed testing depth (5 feet) and then a 5-inch diameter 5-foot long PVC pipe was installed within the open borehole. The pipe was then sealed by filling the annular space between the pipe and borehole sidewalls with bentonite. The pipe was then filled with water and allowed to pre-soak for one hour. Following the pre-soak period, the pipe was refilled with water to 24 inches (if initial water level had dropped below 24 inches). Readings were then taken for the next four consecutive hours recording each drop in water level. If the water level was found to have dropped below 24 inches, water was then added to the pipe between each hour reading in order to maintain 24 inches of head. The average of the four readings was reported as the infiltration rate for the test location. Field infiltration testing resulted in an infiltration rate of 0.11 inches per hour at INF-01 and 0.08 inches per hour at INF-

02. These infiltration rates are anticipated to be representative of the near surface clayey sand soils at the project site. Note that the infiltration rates may be reduced somewhat where the soils are recompacted.

We obtained one composite sample of the soils from a depth of about 2 to 6 feet for chemical analyses consisting of TCLP, BTEX, and TPH-DRO & GRO using the appropriate EPA SW 846 method. The purpose of the chemical analyses was to evaluate the soils for possible contamination in the event that some of the soils could not be reused onsite and must be hauled offsite for disposal. Sampling protocol followed Schnabel’s Standard Operating Procedures (SOPs) to ensure the results provide an accurate representation of the soil quality. Sample bottles were appropriately labeled with the location identification, date, time and name of sampler. The samples were packed in coolers containing ice to maintain sample integrity. Proper chain-of-custody protocols and preservation techniques were followed.

The samples were packaged and delivered to Shealy Environmental Services, Inc. of West Columbia, SC.

USDA WEB SOIL SURVEY MAPPING

We reviewed the USDA Web Soil Survey Map for Dougherty County, Georgia and focused our review at the project site along Radford Street. Based on our review of the USDA Web Soil Survey Map, the soils at the site predominantly consist of Orangeburg Loamy Sand, with a small area of Tifton Sandy Loam on the eastern end and a small area of material designated as “Borrow Pit” on the far western end. In the

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Orangeburg Loamy Sand, the depth to water table is reported to typically be greater than 80 inches. In the Tifton Sandy Loam, the depth to water table is reported to typically be between 40 and 70 inches.

Based on our field investigation, the depth to water table is significantly greater than 80 inches across the site. A copy of the USDA Web Soil Survey Map info is included as Appendix D.

HISTORIC DATA REVIEW

Based on a review of historic aerial photographs and geological maps, it appears this site has been a container storage area since 1993 (earliest aerial photograph reviewed), although it may have been grass covered or gravel surfaced at that time. Since that time, it appears the site has been developed into the existing concrete and asphalt pavement container storage area. In addition, based on a review of existing boring and geotechnical data, as well as the USDA Soil Survey Map, the site contains Fill (or “Borrow Pit” material), which was likely utilized to bring the site up to its existing ground surface grade;

however, this material does not exhibit properties that would negatively impact the project.

SOIL LABORATORY TESTING

Our laboratory performed tests on selected samples obtained during the subsurface exploration. A total of four (4) bulk samples were also collected from the drill cuttings within the upper 6 feet at borings B-2, B-3, B-6, and B-7 for laboratory testing in addition to the split spoon samples. The testing aided in the classification of materials encountered in the subsurface exploration and provided data for use in the development of recommendations for design of pavements. Moisture contents and index test results are shown on the boring logs in Appendix A.

We performed natural moisture content (ASTM D2216), Atterberg Limits (ASTM D4318), and gradation tests (ASTM D422 and D1140) on numerous soil samples to provide soil classifications and to provide parameters for use with published correlations with soil properties. Natural moisture contents ranged from 6.3 to 56%, while PI ranged from NP to 70. The Fat Clay materials all exhibited PI values of 60 or greater and likely also exhibit expansive properties at these high PI values, although swell testing was not performed on the Fat Clays. The results are presented in the Summary of Laboratory Tests in Appendix E.

Moisture-Density Relations - Standard Proctor (ASTM D698) and CBR testing (ASTM D1883) were performed on bulk samples representative of the on-site soils to evaluate compaction characteristics and to provide soil parameters for pavement design. The maximum dry densities ranged from 104.2 to 124.9 pcf at optimum moisture contents of 10.1 to 18.5%. The CBR values for these materials ranged from 2.7 to 5, with swell values of 0 to 1.4%. The results and curves for the Moisture-Density Relations and CBR tests are included in Appendix E.

ENVIRONMENTAL ANALYTICAL LABORATORY TESTING

Shealy Environmental Services, Inc. of West Columbia, SC, is a certified laboratory under the National Environmental Laboratory Accreditation Program (NELAP) and conducted all soil analyses using analytical methods that accurately measure the constituents in the respective composite sample. The size and number of sample containers were determined and prepared by the laboratory according to Environmental Protection Agency (EPA) guidelines (SW-846) depending upon the parameters to be analyzed. The container type (glass) and the preservatives (if any) were also determined by the laboratory.

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The composite sample was analyzed for:

Volatile Organic Compounds (VOCs) by TCLP Leachate method SW846 1311 and

8260B Semivolatile Organic Compounds by TCLP Leachate method SW846 1311 and 8270D Total Petroleum Hydrocarbons (TPH) Diesel range organics (DRO) by SW846 8015C Total Petroleum Hydrocarbons (TPH) Gasoline range organics (GRO) by SW846 8015C

The analytical report is included as Appendix F. The report includes “J” qualified results for some of the compounds. “J” qualified results indicate that the detected concentration is an estimated number that is less than the reporting limit (RL) but greater than or equal to the method detection limit (MDL). The MDL is the minimum concentration of a substance that can be measured and reported with 99% confidence that the analyte concentration is greater than zero. The MDL is the concentration that can be reliably measured within specified limits during routine laboratory operating conditions using approved methods.

Based on the analytical laboratory test results, TPH-DRO and TPH-GRO were the only detections above the MDL. TPH-DRO was detected at 3.6 mg/kg and TPH-GRO was detected at 1.6 mg/kg in the composite soil sample.

SITE GRADING AND EARTHWORK

Since the majority of the project site is covered in existing concrete or asphalt pavement, stripping will likely not be necessary in order to provide a suitable base for placement and compaction of earthwork;

however, removal of concrete pavement and some existing fill material may be necessary. Minimal site grading is anticipated due to the assumption that proposed site grades will remain at or near existing grades.

Based on the assumption that proposed grades will be at or near existing site grades, we also do not anticipate significant cut and/or fill will be required. Recommendations for compacted fill subgrade preparation, fill soil requirements, placement, and compaction criteria are presented in the subsequent sections.

Compacted Fill Subgrades

Subgrades to receive compacted structural fill for building or structure support should have any existing pavements, trees, and root systems removed, and be stripped of vegetation, organic matter, and any soft or otherwise unsuitable materials.

The Geotechnical Engineer should evaluate the suitability of the fill subgrades. The stripped subgrades should be proofrolled with a loaded dump truck to evaluate the subgrade suitability for support of compacted structural fill prior to any undercutting or initiation of fill placement. Areas that exhibit excessive pumping, weaving, or rutting should be scarified, dried and recompacted, or undercut and replaced with compacted structural fill as recommended by the Geotechnical Engineer. Subgrade evaluation techniques complementary to proofrolling could include a combination of probing with a penetrometer, drilling hand augers, or observing test pits.

It is anticipated that areas of near-surface loose sands and silty/clayey sands, which are considered unsuitable for foundation or slab support in their existing condition, may need to be reworked and recompacted or undercut and replaced with compacted structural fill in order to meet compaction criteria.

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When excavation of unsuitable materials is required, it should be performed in a manner to limit disturbance of the underlying suitable material. The excavation should be performed under the observation of the Geotechnical Engineer to evaluate required excavation depths.

Based on the test boring data and the assumption that site grading will be minimal, Fat Clays are not anticipated to be encountered at planned cut subgrade levels over a majority of the project site, except in the vicinity of boring B-6 (Fat Clay encountered 3 feet below grade). However, if encountered, Fat Clays should not be used as compacted fill within the last 12 inches of fill beneath building floor slab subgrades and pavement subgrade areas. In addition, where Fat Clays are present at finished subgrade levels in cut areas, these soils should be undercut 12 inches beneath finished floor slab subgrade levels in building areas and pavement subgrade areas, and be replaced with lower plasticity soils.

Compacted Fill

Successful re-use of the existing non-organic, low plasticity on-site soils as compacted structural fill will depend on their natural moisture contents during excavation. We recommend that the earthwork be performed during the warmer, drier times of the year. Samples of the existing fill material that are proposed for re-use should be submitted to the Geotechnical Engineer for an evaluation of their suitability.

The contractor should proofroll the final pavement subgrades under the observation of the Geotechnical Engineer to evaluate the suitability of these subgrades. No fill material should be placed until the subgrades have been observed and are considered suitable by the Geotechnical Engineer.

FOUNDATION CONSIDERATIONS

We based our geotechnical engineering analysis on the information developed from our subsurface exploration and soil laboratory testing, along with the proposed project development plans furnished to our office.

Spread Footings

If shallow spread footings are planned for support of the proposed structure, the contractor’s consulting geotechnical engineer should determine the appropriate foundation system and evaluate any impacts of the loose sands encountered near the surface. Loose sands were generally encountered in borings B-1, B-2, B-4, and B-7 within the Fill materials and some of the upper Stratum B material, as shown in the attached boring logs. In their present condition, these soils are considered unsuitable for foundation and slab support, and may need to be reworked and recompacted or undercut and replaced with compacted structural fill.

In addition, the very soft to soft Fat Clays and Sandy Lean Clays of Stratum B may be considered expansive, especially where PI values are above 30. A majority of the clays likely to be expansive are found in deeper portions of Stratum B; however, at boring B-6 the Fat Clays are encountered as shallow as 3 feet and exhibit PI values in excess of 60, which are likely expansive and may swell at higher moisture contents, resulting in foundation heave. The Fat Clays also likely exhibit high compressibility, resulting in excessive total and/or differential settlement of spread footings, depending on structural loading conditions. As mentioned above, Fat Clays encountered within 12 inches of finished subgrade levels in cut areas for foundations, pavements, or slabs should be undercut and replaced with low plasticity compacted structural fill material. Additional laboratory swell testing should be performed on

17C19074.00 / February 2, 2018 Page 7 Schnabel Engineering, LLC undisturbed samples of the potential expansive materials in order to fully evaluate the potential effects on foundations.

Assuming shallow foundations are feasible, footings should be founded on suitable existing Fill soils, natural soils, and/or new or on-site compacted structural fill. Column and wall footings should be at least 24 and 12 inches wide, respectively, for shear considerations. Based on UFC 3-301-1 (with 12-Sept-16 changes) the extreme frost depth at MCLB Albany is 0 inches. However, exterior footings should be founded at least 16 inches below final exterior grades for embedment and bearing capacity factor of safety considerations. Interior footings may be founded at nominal depths below the floor slabs.

The contractor should place footing concrete as soon as possible after excavation to limit the potential for moisture changes at the foundation level. Similarly, the contractor should backfill foundation walls as soon as possible to reduce the potential for infiltration of water into the soils beneath the footings.

Backfilling should follow the recommendations for placement of compacted structural fill. To further limit the potential for damage from moisture-related volume change of foundation soils, site grades should be set to permit positive drainage of surface water away from the building.

Building Floor Slabs

Any proposed floor slabs should be supported on firm to compact density existing Fill material, natural soils, and/or new compacted structural fill. The contractor’s consulting geotechnical engineer must determine the appropriate modulus of subgrade reaction to be utilized in the design of slabs on grade. A crushed stone or washed gravel capillary moisture barrier should underlie interior floor slabs on grade.

Moisture barrier material should consist of AASHTO size No. 57, 67, or 78 crushed stone. Alternatively, a non-plastic moisture barrier containing less than six (6) percent fines passing the No. 200 sieve may be utilized. Moisture barrier materials should be tamped in place by at least two complete passes with vibratory compaction equipment. A polyethylene layer should also overlie the capillary moisture barrier.

Due to the presence of potentially expansive Fat Clays at shallow depths, the above discussion of their potential swell characteristics and effects on foundations should be considered with regard to support of proposed building slabs.

Pavements

Any proposed pavements should be supported on firm to compact density existing Fill material, natural soils, and/or new compacted structural fill. The contractor’s consulting geotechnical engineer must determine the appropriate CBR value and modulus of subgrade reaction to be utilized in the design of pavements. The CBR testing performed for this investigation indicates laboratory-soaked CBR values of

2.7 to 5 for the Clayey Sands tested, which are considered low for typical pavement support. The Clayey Sand subgrade soils may become softened when disturbed or if they become wet; therefore, they should be moisture-conditioned, reworked, and adequately recompacted, or be undercut and replaced with suitable granular material, prior to placing any additional fill. A potential remediation option includes the use of a geogrid for reinforcement of the soft/loose subgrade soils, which could reduce the required depth of undercut and replacement. Additionally, a geotextile separation fabric should be placed between the subgrade and the aggregate base course in order to improve the long term performance of the pavements and to provide positive separation of aggregate and subgrade materials. If additional remediation of the low CBR subgrade material is desired, a soil cement option could be evaluated in

17C19074.00 / February 2, 2018 Page 8 Schnabel Engineering, LLC order to provide stabilization of this material and an increase in the design CBR value for pavement support.

Groundwater and Stormwater Infiltration Considerations

Despite groundwater being observed at depths of about 40 feet below existing grade in most borings, due to the presence of silty/clayey sands and fat clays near the surface, perched water conditions could be encountered, and the infiltration of stormwater may not be effective. Based on the infiltration testing performed during our investigation, the anticipated infiltration rates of the near-surface soils (0.08 to 0.11 in/hr) is considered very low.

LIMITATIONS

We have endeavored to complete the services identified herein in a manner consistent with that level of care and skill ordinarily exercised by members of the profession currently practicing in the same locality and under similar conditions as this project. No other representation, express or implied, is included or intended, and no warranty or guarantee is included or intended in this report, or any other instrument of service.

We appreciate the opportunity to be of service for this project. Please call us if you have any questions regarding this report.

Sincerely, SCHNABEL ENGINEERING, LLC.

Jacob C. Wessell, PE Senior Engineer

Richard H. Wargo, PE Principal

JCW:RHW

Figures: Boring Plan, Figure 1

Subsurface Profile A-A’, Figure 2

Appendix A: Subsurface Exploration Procedures Identification of Soil Boring Logs, B-1 through B-8

Appendix B: Photodocumentation of Concrete Cores

Appendix C: Infiltration Test Data

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Appendix D: USDA Soil Survey Data

Appendix E: Summary of Laboratory Tests

Gradation Test Curves Proctor Test Curves CBR Test Curves

Appendix F: Environmental Analytical Laboratory Tests

17C19074.00 / February 2, 2018 Schnabel Engineering, LLC

FIGURES

Boring Location Plan, Figure 1 Subsurface Profile A-A’, Figure 2

APPENDIX A

SUBSURFACE EXPLORATION DATA

Subsurface Exploration Procedures

General Notes for Subsurface Exploration Logs Identification of Soil Boring Logs, B-1 through B-8

SUBSURFACE EXPLORATION PROCEDURES

Test Borings – Hollow Stem Augers

The borings are advanced by turning a continuous flight auger with a center opening of 4¼ inches. A plug device blocks off the center opening while augers are advanced. Cuttings are brought to the surface by the auger flights. Sampling is performed through the center opening in the hollow stem auger, by standard methods, after removal of the plug. Usually, no water is introduced into the boring using this procedure.

Standard Penetration Test Results

The numbers in the Sampling Data column of the boring logs represent Standard Penetration Test (SPT) results.

Each number represents the blows needed to drive a 2-inch O.D., 1⅜-inch I.D. split-spoon sampler 6 inches, using a 140-pound hammer falling 30 inches. The sampler is typically driven a total of 18 or 24 inches. The first 6 inches are considered a seating interval. The total of the number of blows for the second and third 6-inch intervals is the SPT “N value.” The SPT is performed according to ASTM D1586.

The SPT samples were obtained using a hydraulically driven automatic trip hammer (ATH). Most correlations with SPT data are based on N-values collected with a safety hammer. The energy applied to the split-spoon sampler using the ATH is about 33 percent greater than that applied using the safety hammer, resulting in lower N-values. The hammer blows shown on the boring logs are uncorrected for the higher energy. However, we correct SPT N values for the higher energy when using N values in our analyses.

Soil Classification Criteria

The group symbols on the logs represent the Unified Soil Classification System Group Symbols (ASTM D2487) based on visual observation and limited laboratory testing of the samples. Criteria for visual identification of soil samples are included in this appendix. Some variation can be expected between samples visually classified and samples classified in the laboratory.

Boring Locations and Elevations

Boring locations (Northing and Easting) and ground surface elevations were estimated using available topographic information from a recent survey. Approximate boring locations are shown on Figure 1.

GENERAL NOTES FOR

SUBSURFACE EXPLORATION LOGS

1. Numbers in sampling data column next to Standard Penetration Test (SPT) symbols indicate blows required to drive a 2-inch O.D., 1⅜-inch I.D. sampling spoon 6 inches using a 140 pound hammer falling 30 inches. The Standard Penetration Test (SPT) N value is the number of blows required to drive the sampler 12 inches, after a 6 inch seating interval. The Standard Penetration Test is performed in general accordance with ASTM D1586.

2. Visual classification of soil is in accordance with terminology set forth in “Identification of Soil.” The ASTM D2487 group symbols (e.g., CL) shown in the classification column are based on visual observations.

3. Estimated water levels indicated on the logs are only estimates from available data and may vary with precipitation, porosity of the soil, site topography, and other factors.

4. Refusal at the surface of rock, boulder, or other obstruction is defined as an SPT resistance of 50 blows for 1 inch or less of penetration.

5. The logs and related information depict subsurface conditions only at the specific locations and at the particular time when drilled or excavated. Soil conditions at other locations may differ from conditions occurring at these locations. Also, the passage of time may result in a change in the subsurface soil and water level conditions at the subsurface exploration location.

6. The stratification lines represent the approximate boundary between soil and rock types as obtained from the subsurface exploration. Some variation may also be expected vertically between samples taken. The soil profile, water level observations and penetration resistances presented on these logs have been made with reasonable care and accuracy and must be considered only an approximate representation of subsurface conditions to be encountered at the particular location.

7. Key to symbols and abbreviations:

S-1, SPT Sample No., Standard Penetration Test 5+10+1 Number of blows in each 6-inch increment

S-1, SAMPLE Sample No., Hand Auger or Test Pit sample

DCP Dynamic Cone Penetrometer LL Liquid Limit MC Moisture Content (percent) PL Plastic Limit %Passing#200 Percent by weight passing a No. 200 Sieve

IDENTIFICATION OF SOIL

I. DEFINITION OF SOIL GROUP NAMES (ASTM D2487) SYMBOL GROUP NAME

Coarse-Grained Soils More than 50% retained on No. 200 sieve

Gravels – More than 50% of coarse fraction retained on No. 4 sieve Coarse, ¾” to 3” Fine, No. 4 to ¾”

Clean Gravels Less than 5% fines

GW WELL GRADED

GRAVEL

GP POORLY GRADED

GRAVEL

Gravels with fines More than 12% fines

GM SILTY GRAVEL

GC CLAYEY GRAVEL

Sands – 50% or more of coarse Fraction passes No. 4 sieve Coarse, No. 10 to No. 4 Medium, No. 40 to No. 10 Fine, No. 200 to No. 40

Clean Sands Less than 5% fines

SW WELL GRADED

SAND

SP POORLY GRADED

SAND

Sands with fines More than 12% fines

SM SILTY SAND

SC CLAYEY SAND

Fine-Grained Soils 50% or more passes the No. 200 sieve

Silts and Clays – Liquid Limit less than 50 Low to medium plasticity

Inorganic CL LEAN CLAY

ML SILT

Organic OL ORGANIC CLAY

ORGANIC SILT

Silts and Clays – Liquid Limit 50 or more Medium to high plasticity

Inorganic CH FAT CLAY

MH ELASTIC SILT

Organic OH ORGANIC CLAY

ORGANIC SILT

Highly Organic Soils Primarily organic matter, dark in color and organic odor PT PEAT

II. DEFINITION OF SOIL COMPONENT PROPORTIONS (ASTM D2487)

Examples Adjective Form

GRAVELLY

SANDY

>30% to <50% coarse grained component in a fine-grained soil

GRAVELLY LEAN CLAY

CLAYEY

SILTY

>12% to <50% fine grained component in a coarse-grained soil

SILTY SAND

“With” WITH GRAVEL

WITH SAND

>15% to <30% coarse grained component in a fine-grained soil

FAT CLAY WITH GRAVEL

WITH GRAVEL

WITH SAND

>15% to <50% coarse grained component in a coarse-grained soil

POORLY GRADED GRAVEL WITH SAND

WITH SILT

WITH CLAY

>5% to <12% fine grained component in a coarse-grained soil

POORLY GRADED SAND WITH SILT

III. GLOSSARY OF MISCELLANEOUS TERMS

SYMBOLS ............................ Unified Soil Classification Symbols are shown above as group symbols. A dual symbol “-“ indicates the soil belongs to two groups. A borderline symbol “/” indicates the soil belongs to two possible groups.

FILL ........................................ Man-made deposit containing soil, rock and often foreign matter.

PROBABLE FILL................... Soils which contain no visually detected foreign matter but which are suspect with regard to origin.

DISINTEGRATED ROCK

(DR)

Residual materials with a standard penetration resistance (SPT) between 60 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

PARTIALLY WEATHERED

ROCK (PWR)

Residual materials with a standard penetration resistance (SPT) between 100 blows per foot and refusal. Refusal is defined as an SPT of 100 blows for 2" or less penetration.

BOULDERS & COBBLES ..... Boulders are considered rounded pieces of rock larger than 12 inches, while cobbles range from 3 to 12-inch size.

LENSES ................................. 0 to ½-inch seam within a material in a test pit.

LAYERS ................................. ½ to 12-inch seam within a material in a test pit.

POCKET ................................ Discontinuous body within a material in a test pit.

MOISTURE CONDITIONS ..... Wet, moist or dry to indicate visual appearance of specimen.

COLOR .................................. Overall color, with modifiers such as light to dark or variation in coloration.

A

B

C

FILL

FILL

SC

SM

194.7 194.2

192.0

171.5

0.3 0.8

3.0

23.5

LL = 25

PL = 12

MC = 14.4%

% Passing #200 = 27.9

LL = 52

PL = 20

% Passing #200 = 47.6

LL = 56

PL = 20

MC = 22.1%

% Passing #200 = 37.1

S1, SS

3+3+5+8

S2, SS

3+5+7+8

S3, SS

12+14+14+18

S4, SS

3+6+6+7

S5, SS

3+3+4+8

S6, SS

4+8+11+14

S7, SS

9+10+12+18

S8, SS

4+8+9+13

Asphalt

FILL soil cement

PROBABLE FILL, sampled as clayey sand, fine to medium grained sand;

moist, reddish brown

CLAYEY SAND, fine to medium grained sand; moist, gray, probable COASTAL PLAINS material

Change: reddish brown and gray

Change: grayish brown and red

Change: yellowish brown and reddish brown, trace ironite

Change: no ironite

Change: reddish brown

SILTY SAND WITH GRAVEL, fine to medium grained sand; moist, orangish brown

Encountered

Completion

12/19

12/20

41.0'

38.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 195.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/19/17 Finished: 12/19/17

North: 564339.737 ft East: 2324080.744 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-1Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

(continued)

C

C

SM

CH

SM

166.5

161.5

145.0

28.5

33.5

50.0

LL = 68

PL = 42

MC = 42.6%

% Passing #200 = 17.4

LL = 104

PL = 34

MC = 44.5%

% Passing #200 = 68.9

LL = 21

PL = 19

MC = 30.2%

% Passing #200 = 47.3

S9, SS

4+6+11+8

S10, SS

3+4+6+7

S11, SS

5+16+13+41

S12, SS

2+3+5+8

S13, SS

5+13+14+14

S14, SS

6+5+8+18

SILTY SAND WITH GRAVEL, fine to medium grained sand; moist, orangish brown (continued)

SANDY FAT CLAY; moist, brown, trace ironite

SILTY SAND, fine to medium grained sand; moist, brown, trace limestone fragments, trace gravel

Change: wet, brownish white

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-1Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

FILL

SC

CH

193.5

191.2

170.5

0.5

2.8

23.5

S1, SS

6+4+3+3

S2, SS

2+2+3+4

S3, SS

4+3+3+3

S4, SS

2+3+3+4

S5, SS

2+2+3+5

S6, SS

3+3+4+5

S7, SS

3+3+4+4

S8, SS

3+3+4+6

Concrete

PROBABLE FILL, sampled as poorly graded sand, fine to medium grained sand; moist, yellowish brown

CLAYEY SAND, fine to medium grained sand; moist, gray, probable COASTAL PLAINS material

FAT CLAY; moist, brown

Encountered

Completion

12/21

12/21

43.5'

43.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 194.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/21/17 Finished: 12/21/17

North: 564289.412 ft East: 2324675.713 ft

Method: 3-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-2Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

CH

ML

150.5

144.0

43.5

50.0

S9, SS

3+2+4+5

S10, SS

2+3+4+4

S11, SS

3+3+4+7

S12, SS

2+4+3+4

S13, SS

2+3+4+8

S14, SS

5+7+9+20

FAT CLAY; moist, brown (continued)

Change: grayish brown, trace limestone fragments

SANDY SILT; wet, brownish white

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-2Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

GP

FILL

SC

CH

195.3

193.0

177.5

0.7

3.0

18.5

LL = NP

PL = 14

MC = 6.3%

% Passing #200 = 19.7

LL = 21

PL = 13

MC = 11.6%

% Passing #200 = 28.3

LL = 55

PL = 17

MC = 18.1%

% Passing #200 = 43.6

LL = 53

PL = 19

MC = 19.6%

% Passing #200 = 43.7

S1, SS

16+15+13+10

S2, SS

4+4+6+8

S3, SS

7+8+8+9

S4, SS

5+7+11+13

S5, SS

2+2+2+5

S6, SS

7+8+11+13

S7, SS

4+4+5+7

S8, SS

3+5+7+8

STONE

PROBABLE FILL, sampled as silty sand, fine to medium grained sand;

moist, brown

CLAYEY SAND, fine to medium grained sand; moist, yellowish brown, probable COASTAL PLAINS material

Change: reddish brown

Change: gray and reddish brown

SANDY FAT CLAY; moist, grayish brown and reddish brown

Encountered

Completion

12/19

12/20

41.0'

38.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 196.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/19/17 Finished: 12/19/17

North: 564237.743 ft East: 2325205.557 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-3Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

CH

ML

152.5

146.0

43.5

50.0

LL = 83

PL = 21

MC = 34.4%

% Passing #200 = 56.5

S9, SS

2+3+3+3

S10, SS

1+1+1+2

S11, SS

WOH/18"+2

S12, SS

1+1+WOH+1

S13, SS

4+2+2+5

S14, SS

6+8+9+10

SANDY FAT CLAY; moist, grayish brown and reddish brown (continued)

Change: trace limestone fragments

SANDY SILT, fine to medium grained sand; wet, brownish white

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-3Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

FILL

FILL

FILL

SC

196.2

193.5

191.5

0.3

3.0

5.0

LL = 21

PL = 10

% Passing #200 = 37.1

LL = 28

PL = 15

MC = 13.1%

% Passing #200 = 21.8

LL = 24

PL = 11

MC = 12.9%

% Passing #200 = 27.9

LL = 25

PL = 14

MC = 13.2%

% Passing #200 = 25.1

LL = 26

PL = 14

MC = 19.3%

% Passing #200 = 17.3

S1, SS

5+5+5+9

S2, SS

5+5+3+3

S3, SS

3+3+4+4

S4, SS

2+3+4+4

S5, SS

2+2+3+4

S6, SS

5+4+6+8

S7, SS

4+5+6+8

S8, SS

2+2+3+4

FILL soil cement

PROBABLE FILL, sampled as clayey sand, fine to medium grained sand;

moist, reddish brown and grayish brown

PROBABLE FILL, sampled as silty sand, fine to medium grained sand;

moist, gray

CLAYEY SAND, fine to coarse grained sand; moist, gray, probable COASTAL PLAINS material

Change: orangish brown

Encountered

Completion

12/19

12/20

46.0'

18.6'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 196.5 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/19/17 Finished: 12/19/17

North: 564051.114 ft East: 2324064.238 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-4Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

SC

CH

CL-ML

163.5

151.5

146.5

33.0

45.0

50.0

LL = 39

PL = 17

MC = 25.5%

% Passing #200 = 30.9

LL = 26

PL = 20

MC = 38.7%

% Passing #200 = 55.1

S9, SS

1+1+2+2

S10, SS

2+2+4+4

S11, SS

3+3+5+6

S12, SS

2+4+5+7

S13, SS

3+3+7+7

S14, SS

3+4+7+22

CLAYEY SAND, fine to coarse grained sand; moist, gray, probable COASTAL PLAINS material (continued) Change: gray and greenish brown, trace rock fragments

FAT CLAY WITH SAND, fine to medium grained sand; moist, greenish brown

SANDY SILTY CLAY, fine to medium grained sand; moist, brownish white, with limestone fragments

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-4Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

FILL

SC

CH

196.7 196.2

178.5

0.3 0.8

18.5

S1, SS

4+4+5+7

S2, SS

5+7+7+11

S3, SS

4+6+14+20

S4, SS

11+16+17+13

S5, SS

11+12+15+25

S6, SS

6+10+14+22

S7, SS

9+12+16+22

S8, SS

4+7+6+10

Asphalt

FILL soil cement

CLAYEY SAND, fine to medium grained sand; moist, orangish brown, probable COASTAL PLAINS material

Change: reddish brown

Change: with ironite

Change: No ironite

Change: reddish brown

FAT CLAY WITH SAND, fine to medium grained sand; moist, reddish brown and yellowish brown

Encountered

Completion

12/18

12/20

41.0'

Dry

23.3'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 197.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/18/17 Finished: 12/18/17

North: 564003.299 ft East: 2324631.132 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-5Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

CH

SM

163.5

147.0

33.5

50.0

S9, SS

6+10+12+10

S10, SS

11+8+11+10

S11, SS

8+16+11+8

S12, SS

8+12+8+11

S13, SS

1+1+2+6

S14, SS

4+3+6+8

FAT CLAY WITH SAND, fine to medium grained sand; moist, reddish brown and yellowish brown (continued) Change: grayish brown

SILTY SAND, fine to medium grained sand; moist, brownish white, trace limestone fragments

Change: wet

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-5Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

C

B

GP

FILL

CH

ML

CH

196.5

194.0

187.0

186.0

0.5

3.0

10.0

11.0

LL = 102

PL = 36

MC = 39.4%

% Passing #200 = 82.3

LL = 103

PL = 35

MC = 46.3%

% Passing #200 = 89.0

S1, SS

4+4+4+7

S2, SS

4+4+7+12

S3, SS

4+5+7+9

S4, SS

2+4+5+5

S5, SS

4+5+6+7

S6, SS

9+9+13+13

S7, SS

4+5+6+11

S8, SS

5+4+7+9

STONE

PROBABLE FILL, sampled as clayey sand, fine to medium grained sand;

moist, reddish brown

FAT CLAY WITH SAND; moist, reddish brown and gray, probable COASTAL PLAINS material

SANDY SILT, fine to medium grained sand; moist, yellowish brown

FAT CLAY; moist, reddish brown and greenish brown

Encountered

Completion

12/20

12/20

43.0'

40.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 197.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/20/17 Finished: 12/20/17

North: 563967.741 ft East: 2325190.617 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-6Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

CH

CH

ML

167.0

163.5

147.0

30.0

33.5

50.0

LL = 84

PL = 24

MC = 31.8%

% Passing #200 = 55.6

S9, SS

2+4+4+6

S10, SS

2+4+4+6

S11, SS

21+21+40+15

S12, SS

7+11+12+2

S13, SS

5+8+7+9

S14, SS

5+7+7+9

FAT CLAY; moist, reddish brown and greenish brown (continued)

SANDY FAT CLAY, fine to medium grained sand; moist, reddish brown and greenish brown

SANDY SILT, fine to medium grained sand; moist, brownish white, trace limestone fragments, probable COASTAL PLAINS material

Change: wet

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-6Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

FILL

FILL

SC

194.7 194.2

192.0

0.3 0.8

3.0

S1, SS

3+4+6+5

S2, SS

2+2+3+3

S3, SS

2+2+3+4

S4, SS

1+3+5+5

S5, SS

1+4+5+7

S6, SS

7+8+8+11

S7, SS

2+4+7+7

S8, SS

5+6+6+6

Asphalt

FILL soil cement

PROBABLE FILL, sampled as silty sand, fine to medium grained sand;

moist, grayish brown

CLAYEY SAND, fine to medium grained sand; moist, brown, probable COASTAL PLAINS material

Change: orangish brown

Encountered

Completion

12/21

12/21

41.5'

41.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 195.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/21/17 Finished: 12/21/17

North: 564182.795 ft East: 2324392.014 ft

Method: 3-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-7Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1 /1

SC

CH

ML

166.5

153.2

145.0

28.5

41.8

50.0

S9, SS

3+6+9+10

S10, SS

3+3+4+8

S11, SS

2+3+4+6

S12, SS

1+WOH+1+WOH

S13, SS

1+WOH+2+3

S14, SS

2+3+5+12

CLAYEY SAND, fine to medium grained sand; moist, brown, probable COASTAL PLAINS material (continued)

FAT CLAY; moist, brown

SANDY SILT, fine to medium grained sand; wet, brownish white

Change: with limestone fragments

Bottom of Boring at 50.0 ft.

Boring terminated at selected depth.

Boring backfilled with cuttings after last groundwater measurement.

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 2 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-7Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1

FILL

FILL

SC

CH

195.7 195.2

193.0

177.5

0.3 0.8

3.0

18.5

LL = NP

MC = 3.4%

% Passing #200 = 8.3

LL = 34

PL = 16

MC = 14.4%

% Passing #200 = 27.6

LL = 31

PL = 14

MC = 15.2%

% Passing #200 = 28.7

LL = 48

PL = 18

MC = 18.6%

% Passing #200 = 35.3

S1, SS

7+14+10+10

S2, SS

3+3+5+7

S3, SS

10+15+13+14

S4, SS

3+7+11+12

S5, SS

4+5+6+10

S6, SS

5+7+10+13

S7, SS

4+7+10+15

S8, SS

5+5+7+10

Asphalt

FILL soil cement

PROBABLE FILL, sampled as poorly graded sand with clay, fine to medium grained sand; moist, light brown

CLAYEY SAND, fine to medium grained sand; moist, orangish brown, probable COASTAL PLAINS material

FAT CLAY WITH SAND, fine to medium grained sand; moist, reddish brown and yellowish brown

Change: No sand

Encountered

Completion

12/20

12/20

46.0'

44.0'

Schnabel Representative: M. Edwards

Total Depth: 50.0 ft

Equipment: CME-75 Truck

Ground Surface Elevation: 196.0 (ft)

Contractor: Betts Environmental Adel, Georgia

Contractor Foreman: Chris Pendarvis

Hammer Type: Auto Hammer (140 lb)

Dates Started: 12/20/17 Finished: 12/20/17

North: 564130.556 ft East: 2324920.343 ft

Method: 4-1/4" I.D. Hollow Stem Auger

Plunge: Bearing:

Date CavedDepthTime Casing Groundwater Observations

Project:

STRA

TUM

P-977 Combat Vehicle Warehouse Marine Corps Logistics Base Albany, Georgia

SYMBOL

Contract Number: 17C19074.00 Sheet: 1 of 2

DEPTH

(ft)

ELEV

(ft)

TEST

BORING

LOG

TESTS

DATA

MATERIAL DESCRIPTION

SAMPLING

DEPTH

REMARKS

B-8Boring Number:

T

E S

T B

O R

IN

G

L O

G

C

B

O R

IN

G

L O

G S

P

-9

S

IT

E

_C B

.G P

J S

C H

N A

B E

L D

A T

A T

E M

P

LA

T E

D

JE

.G D

T

/1…