Ft Stewart Microgrid Geotechnical Report.pdf

SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING REPORT

MICRGRID AND GENERATION PLANT

P.N. 95170, FY-22

Fort Stewart, Georgia

By Soils Section

Geotechnical & HTRW Branch U.S. Army Engineer District, Savannah

January 2023

This report was prepared by the Savannah District of the U.S. Army Corps of Engineers. The initials or signatures and registration designation of individuals appear on these documents within the scope of their employment as required by the Engineer Regulation 1110-1-8152.

Date: 26 January 2023

Brent A. Schrader, P.E.

Pennsylvania License No. PE088806 Expiration Date: 30 September 2023

Leland H. Schuman, P.E.

Georgia License No. 25134 Expiration Date: 31 December 2023

TABLE OF CONTENTS

Section Page

SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT

Micrgrid and Generation Plant

TABLE OF CONTENTS

1. PURPOSE

2. QUALIFICATION OF REPORT

3. PROJECT DESCRIPTION

4. EXPLORATION PROCEDURES

4.1. Site Reconnaissance

4.2. Field Exploration

5. SITE AND SUBSURFACE CONDITIONS

5.1. Site Description

5.2. Area and Site Geology

5.3. Subsurface Conditions

5.4. Groundwater Conditions

6. RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

6.1. General Considerations

6.2. Earthwork

6.2.1. Site and Subgrade Preparation

6.2.2. Fill Materials and Placement

6.2.3. Slopes

6.2.4. Drainage, Dewatering, and Control of Water

6.3. Shallow Foundations

6.3.1. Design Recommendations

6.3.2. Construction Considerations

6.4. Slabs-On-Grade/ Mat Foundations

6.4.1. Design Recommendations

6.4.2. Construction Considerations

6.5. Earth Retaining Structures

6.5.1. Design Parameters

6.5.2. Design Considerations

6.6. Geotechnical and Construction Quality Controls

6.7. Presentation of Soil Boring Data

6.8. Specifications

ATTACHMENTS

ATTACHMENT A Soil Boring Location Plan ATTACHMENT B Soil Boring Logs ATTACHMENT C NRCS Soil Survey Report

SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING REPORT

Microgrid and Generation Plant

P.N. 95170, FY-22

Fort Stewart, Georgia

1. PURPOSE

This report has been prepared for the design of the proposed Microgrid and Generation Plant at Fort Stewart, Georgia. The purpose of this report is to provide information obtained from soil test borings for the design of the generation plant, substation, and associated facilities. Soil borings were conducted at discrete locations based on the information provided by Black and Veatch. Any change in site layout, structural system, loads, finished floor, or finished grade elevations may affect the recommendations. The Soils Section, Geotechnical and HTRW Branch of the Savannah District should be notified immediately of change(s) and provided the necessary information regarding any change(s) so that these recommendations may be reviewed and modified as appropriate for the proposed project.

2. QUALIFICATION OF REPORT

The field exploration performed for this report was made to determine the subsurface soil and groundwater conditions and was not intended to serve as an assessment of site wetlands, environmental, or contaminant conditions. No effort was made to define, delineate, or designate any areas of environmental concern or of contamination. Any recommendations regarding drainage and earthwork construction are made on the basis that such work can be performed in accordance with applicable laws pertaining to environmental contamination.

3. PROJECT DESCRIPTION

The Microgrid and Generation Plant project consists of the design, site preparation and construction of a 10 MW power station consisting of natural gas generators and microgrid controls that will allow for the reduction of load automatically and remotely, then automatically distribute electricity to critical infrastructure. The generation plant site will require approximately 2 ft to 3 ft of cut and fill to reach final grade. The solar substation site and buried utility corridor will require minimal cuts and fills to accomplish final grades. Generators and other electrical equipment including several transformers will be supported by spread footings. A maximum structural load of 75 kips was provided by the AE.

Subsurface Exploration and Geotechnical Report

Fort Stewart, GA, PN 95170

4. EXPLORATION PROCEDURES

4.1. Site Reconnaissance

Prior to the field explorations, the proposed project site and surrounding areas were visually inspected by a geotechnical engineer. The observations were used in planning the exploration, in determining areas of special interest, and in relating site conditions to known geologic conditions in the area.

4.2. Field Exploration

Subsurface conditions at the project site were explored by 16 standard penetration test (SPT) soil borings. The borings were performed at the approximate locations shown on the plans included in Attachment A. The boring termination depths of the investigation ranged from 10 to 55 feet below ground surface (bgs). Borings B-1 through B-5 were drilled in the proposed generation plant footprint.

Borings B-6, B-6A, B-7, and B-7A were drilled in the area of the proposed solar substation and borings B-8 through B-10 and B-12 through B-14 were drilled along the proposed corridor for fiber optic cable between the proposed generation plant and existing generation plant at Building 1. Boring B-11 was not drilled due to safety concerns pertaining to the proximity of existing utilities to the proposed boring location.

Boring locations were established by an engineer in the field using visual methods. The ground-surface elevation at each boring location was determined by interpolation from the site topography survey. Since the measurements were not precise, the locations shown on the boring location plans and the elevations on the boring logs should be considered approximate.

The soil borings were drilled by Savannah District with an all-terrain vehicle (ATV) CME 750X drill rig with an automatic hammer or a Geoprobe 7822DT drill rig with an automatic hammer.

Hollow stem auger with a 4.25-inch inside diameter (I.D.) was used to advance the boreholes.

Split-barrel sampling with Standard Penetration Testing (SPT) was performed at intervals shown on the boring logs. Soil sampling and Standard Penetration Testing were in general accordance with ASTM D1586. In the SPT borings, a soil sample is obtained with a standard 1⅜ inch inside diameter by 2 inch outside diameter split-barrel sampler. The sampler is first seated 6 inches and then driven an additional 12 inches with blows from a 140-pound hammer falling a distance of 30 inches. The number of blows required to drive the sampler the final 12 inches is recorded and is termed the “standard penetration resistance,” or the “N-value.” Penetration resistance, when properly evaluated, is an index of the soil’s strength, density, and foundation support capability.

Representative portions of the soil samples obtained from the borings were sealed in airtight containers and transported to the Savannah District office where they were examined by a geotechnical engineer. Classification of the soil samples was performed in general accordance with ASTM D 2488 (Visual-Manual Procedure for Description of Soils). The soil classifications include the use of the Unified Soil Classification System (USCS) described in ASTM D2487 (Classification of Soils for Engineering Purposes). Since the soil descriptions and classifications are based on visual examination, they should be considered approximate.

Fort Stewart, GA, PN 95170

Logs of the soil test borings graphically depicting soil descriptions, standard penetration resistance, and groundwater levels are included in Attachment B.

5. SITE AND SUBSURFACE CONDITIONS

5.1. Site Description

The generation plant site is adjacent to the existing Georgia Power substation north of the intersection of Davis Ave. and Hero Road. There also will be equipment located near the existing solar substation west of Fort Stewart Road near Hero Road approximately 1.5 miles northeast of the existing generation plant site. The generation plant site is mostly grass covered with several mature trees measuring roughly 10-to-24 inches in diameter, mid-chest-level. The solar substation is wooded with mature trees and some underbrush. The topography of the project site is generally flat with elevations ranging from 78 to 83 ft NAVD88 across both the generation plant and the solar substation.

5.2. Area and Site Geology

Fort Stewart is located near the eastern edge of the Coastal Plain Physiographic Province.

In South Carolina and Georgia, this broad, gently sloping region extends southeastward from the Fall Line (Columbia-Augusta-Macon-Columbus) to the Atlantic Ocean. The province is typified by nine southeastward dipping strata that increase in thickness from near surface at the fall line to approximately 4,200 feet at the coast. State geologic records describe crystalline basement rocks at a depth of 4,254 feet below land surface in a petroleum exploration well (the No. 1 Jelks-Rogers) located in the region. This well provides the most complete record for Cretaceous, Tertiary, and Quaternary sedimentary strata. The Cretaceous section is approximately 1,970 feet thick and is dominated by clastic rock. The Tertiary section is approximately 2,170 feet thick and is dominated by limestone with a 175-feet-thick cap of dark green phosphatic clay. The clay is regionally extensive and is known as the Hawthorn Group. The interval from approximately 110 feet to the surface is Quaternary in age and composed primarily of sand with interbeds of clay or silt.

The near-surface soils encountered are predominantly sedimentary in origin and consist of layered marine deposits of sands, silts and clays. The deposits have since been subjected to successive erosion and re-deposition by fluctuations of sea levels, storm tides and winds. Many of the surface sands are the result of depositional forces along ancient beaches which formed during the changing shoreline and river conditions. Intermittent deposits of shells occur within the strata at irregular intervals.

5.3. Subsurface Conditions

A topsoil and root mat layer was encountered at the surface of all the borings. The topsoil extends to depths ranging from 6 to 10 inches, roots could extend deeper and were observed to depths as great as 2 feet below existing grade. Below the topsoil, the materials encountered consisted of predominantly fine-to-coarse grained, sands with varying amounts of fines and fined grained soils.

The soils were field classified as silty sand (SM), and sandy silt (ML) and were encountered to the specified termination depth of the borings.

Fort Stewart, GA, PN 95170

The soil strata encountered at the proposed generation plant consisted of loose silty sand in the top 3 ft., underlain by medium dense to dense sand. Only one boring, B-1, was advanced through the medium dense to dense sand. A layer of very soft to soft silt was encountered at a depth of approximately 42 ft bgs and extended to a depth of approximately 52 ft bgs. Underlying the silt was another layer of medium dense sand.

The soil strata encountered at the proposed solar substation, based on borings B-6A and B-7A, consisted of approximately 15 ft of very loose to loose silty sand underlain by medium dense silty sand to the termination depth of 25 ft.

The soil strata encountered at the proposed utility corridor consisted of very loose to medium dense sand in the top 5 ft. underlain by dense to very dense silty sand to the termination depth of 10 ft.

Two exceptions were B-8 and B-12. B-8 consisted of very loose to loose sand from the surface to its termination depth at 10 ft and B-12 consisted of medium dense silty sand from the surface to

1.5 ft followed by very loose to loose sand from 1.5 ft to 8 ft and medium dense sand from 8 ft to 10 ft its specified termination depth.

Custom soil resource reports for the project site were obtained from the Natural Resources Conservation Service (NRCS) website. The reports were used to obtain an overview of possible soil series located within the project area. The full NRCS Soil Resource Reports are included as Attachment E of this report.

This subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs should be reviewed for specific information at individual boring locations. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. The stratification lines shown on the boring logs represent approximate boundaries between the subsurface materials; the actual transitions are typically more gradual.

5.4. Groundwater Conditions

Attempts were made to measure groundwater depths in each of the SPT soil borings performed at the project site, during and immediately after drilling. Groundwater was encountered in all of the borings at depths ranging from 4 ft to 9 ft, correlating to elevations of 69.75 ft to 81.5 NAVD88, respectively. Specific water level information can be found on the boring logs in Attachment B.

A perched-water condition occurs when water seeping downward is slowed by a low permeability soil layer, such as silty sand or silt, and saturates the more permeable soil above it. The perched-water level can be any number of feet above the true groundwater level. Due to the prevalence of interbedded silty sands, and silts in the vicinity of the project site, perched-water conditions could be encountered in the more permeable zones (cleaner sand layers) during construction.

It should be noted that groundwater conditions, including perched water, vary during periods of prolonged drought, excessive rainfall, and seasonally. Therefore, fluctuations in the elevation of the

Fort Stewart, GA, PN 95170 groundwater and the occurrence of perched-water conditions should be anticipated with changing climatic and rainfall conditions.

6. RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION

6.1. General Considerations

The following evaluations and recommendations are based on the information available on the proposed structures, observations made at the project site, interpretation of the data obtained from the soil test borings, and previous experience with soils and subsurface conditions similar to those encountered at the site.

6.2. Earthwork

6.2.1. Site and Subgrade Preparation

Clearing and Demolition: Following clearing and removal of trees, structures, pavement, etc., the construction area should be grubbed and stripped of vegetation, topsoil, organics, and other deleterious materials. Clean topsoil can be stockpiled and reused in landscaped areas. It is recommended that the zone of stripping extend a minimum of 10 feet beyond the outer edges of structures and pavements. Utilities in the project area should be located and rerouted, as necessary.

Initial Compaction and Proof Rolling: Areas to receive fill and excavated subgrade areas of structures and pavements should be prepared as follows. Surface areas containing silty sands should be densified by compaction of a vibratory roller of sufficient weight to properly compact the soils. Subgrade areas should be proof rolled with a loaded tandem-axle dump truck or similar rubber-tired equipment. Soils which are observed to rut or deflect excessively under the moving loads should be undercut to firm soil and backfilled with properly compacted, suitable soils. The proof rolling should be performed only during and following a period of dry weather. Proof rolling in wet weather may cause degradation of the surface and subgrade soils.

6.2.2. Fill Materials and Placement

Suitability of On-Site Soils: Based on the soil test borings, excavated on-site soils (excluding any organics/topsoil and debris) may be used as structural fill. Some moisture content adjustment will probably be necessary to achieve proper compaction. If water must be added, it should be uniformly applied and thoroughly mixed into the soil by discing. It is recommended that the contractor have appropriate disc harrows on site during earthwork for mixing, drying, and wetting of the soils.

Classification of Suitable Fill Material: Materials selected for use as structural fill should be free from roots and other organic matter, trash, debris, frozen soil, and stones larger than 3 inches in any dimension, and in general, should have a liquid limit less than 50 percent and a plasticity index of less than 30. The following soils represented by their Unified Soil Classification System

Fort Stewart, GA, PN 95170

(ASTM D 2487) group symbols will be suitable for use as structural fill: GP, GW, GC, GM, SP, SP-SM, SP-SC, SW, SC, SM, SM-SC, CL, and ML. The following soil types are considered unsuitable: Pt, OH, OL, CH, and MH.

Placement and Compaction Procedures: Suitable fill soils should be placed in lifts of maximum eight inches loose measurement. The soil should be compacted by mechanical means such as steel drum, sheepsfoot, tamping, or rubber-tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping roller. Periodically rolling with heavily loaded, rubber-tired equipment may be desirable to seal the surface of the compacted fill, thus reducing the potential for absorption of surface water following a rain. This sealing operation is particularly important at the end of the workday and at the end of the week. Within confined areas or foundation excavations, we recommend the use of manually operated, internal combustion activated compactors (“whacker packers” or sled tamps). The compactors should have sufficient weight and striking power to produce the same degree of compaction that is obtained on the other portions of the fill by the rolling equipment as specified. Where hand operated equipment is used, the soils should be placed in lifts of maximum four inches loose measurement.

It is recommended that materials to be utilized as structural fill and subgrades be compacted to minimum dry densities corresponding to 92% of the maximum dry density and moisture contents within +/- 2% of the optimum moisture content as determined by ASTM (modified proctor). The top two feet of all areas to receive pavement or structures should be compacted to 95% of its modified proctor value. The base course beneath paved areas should be compacted to 100% of ASTM D1557 maximum dry density

6.2.3. Slopes

Permanent or temporary cut or fill slopes should not be steeper than 3.0H:1.0V. Fill slopes should be compacted in horizontal lifts not to exceed 8 inches in loose thickness as fill is placed. Fill slopes should be constructed by adequately benching and overfilling a minimum of (3) horizontal feet and then cutting back to the design slope gradient to expose the dense inner core of the slope surface. Fill slopes should not be constructed or extended horizontally by placing soil on an existing slope face and/or by compacted track walking.

6.2.4. Drainage, Dewatering, and Control of Water

Due to the presence of silty sand and silt layers in the subsurface soils at the project site, perched-water conditions could be encountered, and the accumulation of run-off water or seepage at the base of excavations may occur during foundation construction and site work. Water should not be allowed to collect near the foundation or on floor slab areas of the building either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath floor slabs. The following note should be added to an appropriate civil/site plate and to an appropriate structural foundation plate of the contract drawings:

Fort Stewart, GA, PN 95170

“Drainage and Dewatering: All excavations shall be performed so that the site and the area immediately surrounding the site which affects construction operations will be continually and effectively drained. The Contractor shall provide drainage and dewatering as required to ensure that all footing excavations are accomplished with the subgrade soils remaining dry and firm until after footings are placed and backfilled.

Removal of surface water, groundwater, and any perched-water conditions, which might be encountered during excavations, shall be accomplished by approved means. Refer to Specification 31 00 00 EARTHWORK for additional requirements.”

6.3. Shallow Foundations

6.3.1. Design Recommendations

Net Allowable Bearing Pressure: It is recommended that shallow foundations be designed for a net allowable soil bearing pressure of 3,000 psf for shallow foundations bearing on competent native soils or newly placed engineered fill at the generation plant. Due to the loose sands at the solar substation, it is recommended that shallow foundations be designed for a net allowable soil bearing pressure of 1,500 psf. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the foundation base elevation and assumes any soft or otherwise unsuitable soils, if encountered, will be undercut and replaced with approved engineered fill.

Assuming the recommendations in this report are followed, we estimate that total post construction settlement should be about ½ inch at the generation plant and 1 inch at the solar substation.

Differential settlement should be less than ½ of an inch.

Coefficient of Sliding Friction: It is recommended that shallow foundations be designed with a coefficient of sliding friction of 0.33.

Footing Dimensions: For load-bearing shallow foundations, we recommend minimum dimensions of 30 inches for individual footings and 24 inches for load-bearing continuous footings to be used in foundation design to reduce the possibility of bearing capacity failure. These foundations shall be embedded a minimum depth of 24 inches, as measured from the finish floor or finish grade, whichever is lower, to the bottom of the footing. Non-load-bearing wall footings shall have a minimum width of 18 inches and the minimum depth shall be 18 inches, as measured from finish floor or finish grade, whichever is lower, to the bottom of the footing.

Footings with Uplift: The resistance of footings to be subjected to uplift from transient live loads should be represented by the total weight of concrete in the footing, the weight of the structure itself, and the weight of the prism of soil directly above the footing (using an assumed effective weight of overlying soil of approximately 115 pcf). The effect of the groundwater table on the uplift resistance of the footing should be considered. The effect of the groundwater (or buoyancy)

Fort Stewart, GA, PN 95170 can be taken into account by subtracting from the total weight of concrete and soil the weight of water represented by the block of concrete and soil which is located below the groundwater level and above the bottom of the footing. The level of the groundwater should be the highest anticipated during the life of the structure. The factor of safety against uplift should not be less than 1.5.

6.3.2. Construction Considerations

General Excavation: Foundation excavations should be concreted as soon as practical following excavation. Exposure to the environment could weaken the soils at the footing bearing level should the foundation excavations remain open for an extended period of time. Bottoms of foundation excavations should be inspected immediately prior to placement of reinforcing steel and concrete to verify that adequate bearing soils are present and that all debris, mud, and loose, frozen or water-softened soils are removed. If the bearing surface soils have been softened by surface-water intrusion or by exposure, the softened soils must be removed to firm bearing and replaced with additional concrete during the concreting or replaced to design subgrade with No. 57 or No. 67 stone, compacted to a non-yielding condition. To minimize exposure, the final excavation (4 to 6 inches) to design subgrade could be delayed until just prior to placement of reinforcing steel and concrete.

Foundation excavations must be maintained in a drained/dewatered condition throughout the foundation construction process.

Over-Excavation and Replacement: Very loose sandy soils were encountered at boring locations B-6A and B-7A to depths of approximately 15 feet beneath the existing ground surface. The existing very loose to loose soils below the proposed depth of the equipment footings are considered unsatisfactory for foundation bearing material in the current condition. Some of these may be removed during site stripping, and grading operations. Over-excavation in these areas is likely to be required within footing excavations, with additional very loose soils possibly needing over-excavation as determined by the contractor’s geotechnical engineer.

The subgrade at the bottom of footing excavations, including over excavations, should be compacted prior to placing any backfill material. The over-excavation should then be backfilled up to the footing base elevation with additional concrete during the concreting or replaced to design subgrade with No. 57 or No. 67 stone, compacted to a non-yielding condition

Notes providing requirements and execution of the excavation and replacement are as follows:

The following notes shall be added to the Structural Drawings:

“Within the area of the equipment footings, the soils shall be tested for in-situ allowable bearing pressure by method of hand auger and Dynamic Cone Penetrometer method, in accordance with ASTM Special Technical Publication #399. Soils which are identified to have a net allowable bearing pressure below their design value, or which are deemed to be unsatisfactory for other reasons (e.g., excessive debris or organic content), shall be over-excavated and replaced with additional concrete during the concreting or replaced to design subgrade with No. 57 or No. 67 stone, compacted to a non-yielding condition. Over-excavation shall be performed in accordance with EM 385-1-1 and OSHA 29 CFR

Fort Stewart, GA, PN 95170

1926.652. Backfilling shall be in accordance with Section 31 00 00, EARTHWORK. It is possible that perched groundwater will be encountered during over-excavation.

Dewatering should be done in accordance with specifications.”

6.4. Slabs-On-Grade/ Mat Foundations

6.4.1. Design Recommendations

General Design: Concrete mat foundations and floor slabs and can be supported on densified in situ soils or on fill soils placed and compacted in accordance with the specification section 31 00

00, EARTHWORK.

Mat Foundations: It is understood that the AE will use RISAFoundation, finite element analysis, for the mat design. Since a flexible mat is being designed the vertical modulus of subgrade reaction

(K) of 20 pci is recommended for the mat design at the proposed generation plant. For the solar substation a modulus of subgrade reaction of 10 pci is recommended.

Slabs-on-Grade for Stuctures: It is recommended that all concrete slabs-on-grade in enclosed habitable areas be underlain by a minimum of 4 inches of open graded, washed pea gravel or stone, often termed “capillary water barrier,” to prevent the capillary rise of any below slab groundwater.

Nos. 57, 67, 78, or 89 stone should be used. All drawings should be consistently labeled with the term “capillary water barrier,” since this is the term utilized in Section EARTHWORK of the Specifications. Where 4 inches of capillary water barrier are used within enclosed habitable areas, a vertical modulus of subgrade reaction (k) of 150 pci can be used within enclosed habitable areas for the slab-on-grade design. A moisture barrier consisting of lapped polyethylene sheeting having a minimum thickness of 10 mils should be provided beneath building floor slabs within enclosed habitable areas to reduce the potential for slab dampness from soil moisture. The capillary water barrier material and moisture barrier may be omitted under slabs-on-grade in unenclosed areas.

The modulus of subgrade reaction within enclosed areas should be reduced to 125 pci where the capillary water barrier material has been omitted. Concrete slabs for any enclosed structures should be jointed around columns and along supported walls to minimize cracking due to possible differential movement.

Design for Differential Movements: Floor slabs should be structurally independent of any building foundations to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. Where floor slabs are tied to perimeter walls or turn-down slabs to meet structural or other construction objectives, our experience indicates that any differential movement between the walls and slabs will likely be observed in adjacent slab expansion joints or floor slab cracks that occur beyond the length of the structural dowels. The structural engineer should account for this potential differential settlement through use of sufficient control joints, appropriate reinforcing or other means.

Fort Stewart, GA, PN 95170

Line Loads: The design of thickened slabs on grade to support line loads (such as partitions and light wall loads) should be in accordance with UFC-3-301-01, Structural Engineering.

6.4.2. Construction Considerations

Construction activities and exposure to the environment often cause deterioration of the prepared slab-on-grade subgrade. Therefore, the foundation subgrade soils shall be inspected and evaluated immediately prior to construction. The evaluation might include a combination of visual observations, proof rolling, hand rod probing, and field density tests to verify that the subgrade has been properly prepared. If unstable soil is revealed, it should be removed to firm bearing and replaced to design subgrade with suitable structural fill soil placed and compacted as recommended or replaced with additional compacted crushed stone.

6.5. Earth Retaining Structures

6.5.1. Design Parameters

For the design and construction of any earth retaining walls with no sloping backfill and any other below grade or earth retaining structures, the following earth pressure coefficients and soil parameters should be used:

Coefficient of at-rest earth pressure (Ko) = 0.5 Coefficient of active earth pressure (Ka) = 0.33 Coefficient of passive earth pressure (Kp) = 3.00 Coefficient of friction (soil -vs- concrete, μf) = 0.35 Internal friction angle for soil backfill (φ) = 30º Unit weight of soil (moist) = 120 lbs/ft3 Unit weight of soil (saturated) = 125 lbs/ft3 Unit weight of soil (buoyant) = 63 lbs/ft3

6.5.2. Design Considerations

Drainage and Backfill: Drainage features such as weep holes, longitudinal drains, prefabricated geocomposite drains, and porous backfill should be utilized. Compaction of backfill within 10.0 feet of walls should be performed with hand operated equipment, such as walk behind compactors (“whacker packers” or sled tamps). If sloping backfills or toe conditions exist, the Soils Section, Geotechnical, and HTRW Branch of the Savannah District should be consulted for additional recommendations.

To adequately reduce potential for time-dependent movement (creep deformation), fine grained soils such as ML, CL, MH, and CH will not be allowed for use with MSE walls and/or slopes.

Well compacted, select granular fill shall be used in the reinforced zone of any MSE walls and/or slopes. Backfill to be placed against reinforced concrete retaining/foundation walls should consist

Fort Stewart, GA, PN 95170 of free draining granular materials. Fine grained soils such as ML, CL, MH, and CH should not be used. Where free draining granular backfill is not used, the installation of additional drainage measures to provide an adequate factor of safety against the buildup of hydrostatic pressures shall be incorporated into the design. Drains shall be adequately protected by a filter medium so that seepage water is admitted freely but movement of the soil backfill into the drain will not occur.

Mechanically Stabilized Earth Walls: Should mechanically stabilized earth (MSE) walls be proposed at the subject site. The walls shall be designed using the American Association of State Highway and Transportation Officials (AASHTO) design methodology as published in the Federal Highway Administration (FHWA) publication “Mechanically Stabilized Earth Walls and Reinforced Soil Slope Design and Construction Guidelines (FHWA NHI-00-043, March 2001)”.

Wall designs using National Concrete Masonry Association (NCMA) design methodology will not be acceptable.

6.6. Geotechnical and Construction Quality Controls

Sampling and Classification: Prior to initiating structural fill placement and/or compaction operations, it is recommended that representative samples of the soils which will be used as structural fill, be obtained and tested to determine their classification and compaction characteristics. The samples should be carefully selected to represent the full range of soil types to be used. The moisture content, maximum dry density, optimum moisture content, grain-size, and plasticity characteristics should be determined. These tests are required to determine if the fill and subgrade soils are acceptable and for compaction quality control of the subgrades and structural fill. Tests for the above soil properties should be in accordance with the following:

Moisture Content ASTM D 2216 Maximum Dry Density and Optimum Moisture ASTM D 1557 Grain-Size (Wash No. 200, less hydrometer) ASTM D 6913 and D 7928 Plasticity ASTM D 4318

Laboratory and field density testing should be performed by a commercial testing laboratory that has been validated by the Engineer Research and Development Center Materials Testing Center (MTC) under the Corps of Engineers laboratory inspection and validation program.

Testing Frequency: A representative number of in-place field density tests should be performed in the subgrade of compacted on-site soils and in the structural fill and backfill to confirm that the required degree of compaction has been obtained. In-place density tests should be performed in accordance with the sand cone method prescribed in ASTM D 1556. The use of ASTM D6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods, is authorized provided the test results are checked for accuracy at a minimum rate of one ASTM D1556 test for every ten ASTM D6938 tests in the same material. It is recommended that at least one density test be performed for each 5,000 square feet and 12,500 square feet, or portion thereof, for buildings and pavements, respectively, of compacted native soil subgrade and in each lift of compacted structural fill. It is also recommended that at least one

Fort Stewart, GA, PN 95170 density test be performed for each 75 linear feet in the bearing level soils of continuous footings.

Density tests should be performed at 100-foot intervals along roadway subgrades. In addition, a density test should be performed for each 100 linear feet of backfill placed per foot of depth in trenches for utilities systems. Where other areas are compacted separately by manually operated compactors, a minimum of one density test should be performed for every 250 square feet, or portion thereof, of fill placed per foot of depth.

Family of Curves: Compaction control of soils requires the comparison of fill water content and dry density values obtained in the field density tests with optimum water content and maximum dry density determined in a laboratory compaction test performed on the same soil. It is, however, not feasible to do this as the testing could not keep pace with fill construction. It is, therefore, recommended that compaction control of the earthwork construction be performed using a “family” of compaction curves and the one-point or two-point compaction methods.

Retesting: Areas that do not meet the required compaction criteria should be reworked and retested.

If the moisture content of the soil is within the recommended range, additional compaction may be all that is necessary to increase the density. If the moisture content is not within the recommended range, the moisture content should be adjusted to within the range and the area recompacted.

6.7. Presentation of Soil Boring Data

The locations of the soil test borings drilled at the project site are shown on the boring location plan in Attachment A. The boring locations should be referenced and shown on the appropriate site grading and drainage plates of the contract drawings. The SPT boring location symbol (circle with the right half-filled in) should also be placed in the civil legend. Soil test boring logs are shown in Attachment B. CAD drawings containing the soil boring logs will be provided to the AE. The drawings should be directly inserted into the project drawings, and the plate titles should be included in the index.

6.8. Specifications

It is recommended that the design-build contractor use the Unified Facilities Guide Specifications EARTHWORK specification 31 00 00 and CHEMICAL TERMITE CONTROL Specification 31 31 16.13 when editing the specifications for this project.

ATTACHMENTS

ATTACHMENT A

Soil Boring Location Plan

B-6

B-7

B-6A B-7A

SCALE: 1"=20'

20' 40'0'

L.

S

C H

U M

AN

L.

D

U D

LE

Y

B.

S

C H

R

AD

ER

BO

R

IN

G

L O

C

AT

IO

N

P

LA

N

B-101

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

SU

BM

IT

TE

D B

Y:

C H

EC

KE

D B

Y:

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

IS

SU

E D

AT

E:

SI

ZE

M

AR

K

D

ES

C R

IP

TI

O N

D

AT

E

SHEET ID

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

:5

5:

A M

2/

/2

K6

EN

G

LR

D

US Army Corps of Engineers

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

C

AT

EG

O

R Y

C O

D E:

AN

SI

D

W

2H N

F2

--D

EC

EM

BE

R

SA

VA

N N

AH

, G

A

W . O

G

LE

TH

O

R

PE

A

VE

SA

VA

N

N

AH

D

IS

TR

IC

T C

O N

ST

R

U C

T

M W

G

EN

ER

AT

IO

N

P

LA

N T

W

IT

H M

IC

R

O G

R

ID

C O

N

TR

O

LS

FO

R

T

ST

EW

AR

T, G

EO

R

G

IA

FI

N

AL

S

U

BM

IT

TA

L (N

O T

FO

R

C O

N

ST

R U

C

TI

O N

W

. M

AT

SO

N

K6

EN

G

LR

D

/1 3/

0:

:3

AM

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

AE

C

_N C

S_ 4_

M O

N O

.S

TB

6TH ST

W

ILLIAM H. W

ILSON AVE

W

ILLIAM H. W

ILSON AVE

H

ER

O R

D H

ER

O

R D

MCNEELY RD

FR

EN

C H

R D

BUNKER RDVETERANS

PKWY

HARMON AVE

HARMON AVE

HARMON AVE

HARMON AVE

C

AR

R

IN

G

TO

N R

D

PONY SOLDIER AVE

M

AY

N

AR

D R

D

E 6TH ST

E 6TH ST

R O

AD

BUNDY AVE

HERO R

D

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

E BULT

MAN AVE

E BULT

MAN AVE

VETERANS PKWY

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

GEORGIA STATE PLANE EASTERN FOOT

3. AERIAL PHOTOGRAPHS MADE 2022

B-1

B-2

B-3

B-4

B-5

B-8

SCALE: 1"=20'

20' 40'0'

L.

S

C H

U M

AN

L.

D

U D

LE

Y

B.

S

C H

R

AD

ER

BO

R

IN

G

L O

C

AT

IO

N

P

LA

N

B-102

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

SU

BM

IT

TE

D B

Y:

C H

EC

KE

D B

Y:

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

IS

SU

E D

AT

E:

SI

ZE

M

AR

K

D

ES

C R

IP

TI

O N

D

AT

E

SHEET ID

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

:5

6:

A M

2/

/2

K6

EN

G

LR

D

US Army Corps of Engineers

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

C

AT

EG

O

R Y

C O

D E:

AN

SI

D

W

2H N

F2

--D

EC

EM

BE

R

SA

VA

N N

AH

, G

A

W . O

G

LE

TH

O

R

PE

A

VE

SA

VA

N

N

AH

D

IS

TR

IC

T C

O N

ST

R

U C

T

M W

G

EN

ER

AT

IO

N

P

LA

N T

W

IT

H M

IC

R

O G

R

ID

C O

N

TR

O

LS

FO

R

T

ST

EW

AR

T, G

EO

R

G

IA

FI

N

AL

S

U

BM

IT

TA

L (N

O T

FO

R

C O

N

ST

R U

C

TI

O N

W

. M

AT

SO

N

K6

EN

G

LR

D

/1 3/

0:

:2

AM

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

AE

C

_N C

S_ 4_

M O

N O

.S

TB

6TH ST

W

ILLIAM H. W

ILSON AVE

W

ILLIAM H. W

ILSON AVE

H

ER

O R

D H

ER

O

R D

MCNEELY RD

FR

EN

C H

R D

BUNKER RDVETERANS

PKWY

HARMON AVE

HARMON AVE

HARMON AVE

HARMON AVE

C

AR

R

IN

G

TO

N R

D

PONY SOLDIER AVE

M

AY

N

AR

D R

D

E 6TH ST

E 6TH ST

R O

AD

BUNDY AVE

HERO R

D

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

E BULT

MAN AVE

E BULT

MAN AVE

VETERANS PKWY

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

BUNDY AVE

W 5T

H ST N

W 6T

H ST

W 6T

H ST

B-9

B-10

SCALE: 1" = 60'

60' 120'0'

L.

S

C H

U M

AN

L.

D

U D

LE

Y

B.

S

C H

R

AD

ER

BO

R

IN

G

L O

C

AT

IO

N

P

LA

N

B-103

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

SU

BM

IT

TE

D B

Y:

C H

EC

KE

D B

Y:

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

IS

SU

E D

AT

E:

SI

ZE

M

AR

K

D

ES

C R

IP

TI

O N

D

AT

E

SHEET ID

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

:5

7:

A M

2/

/2

K6

EN

G

LR

D

US Army Corps of Engineers

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

C

AT

EG

O

R Y

C O

D E:

AN

SI

D

W

2H N

F2

--D

EC

EM

BE

R

SA

VA

N N

AH

, G

A

W . O

G

LE

TH

O

R

PE

A

VE

SA

VA

N

N

AH

D

IS

TR

IC

T C

O N

ST

R

U C

T

M W

G

EN

ER

AT

IO

N

P

LA

N T

W

IT

H M

IC

R

O G

R

ID

C O

N

TR

O

LS

FO

R

T

ST

EW

AR

T, G

EO

R

G

IA

FI

N

AL

S

U

BM

IT

TA

L (N

O T

FO

R

C O

N

ST

R U

C

TI

O N

W

. M

AT

SO

N

K6

EN

G

LR

D

/1 3/

0:

:1

AM

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

AE

C

_N C

S_ 4_

M O

N O

.S

TB

6TH ST

W

ILLIAM H. W

ILSON AVE

W

ILLIAM H. W

ILSON AVE

H

ER

O R

D H

ER

O

R D

MCNEELY RD

FR

EN

C H

R D

BUNKER RDVETERANS

PKWY

HARMON AVE

HARMON AVE

HARMON AVE

HARMON AVE

C

AR

R

IN

G

TO

N R

D

PONY SOLDIER AVE

M

AY

N

AR

D R

D

E 6TH ST

E 6TH ST

R O

AD

BUNDY AVE

HERO R

D

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

E BULT

MAN AVE

E BULT

MAN AVE

VETERANS PKWY

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

H

ER

O R

D

WURZBURG ST

B-11

SCALE: 1"=20'

20' 40'0'

L.

S

C H

U M

AN

L.

D

U D

LE

Y

B.

S

C H

R

AD

ER

BO

R

IN

G

L O

C

AT

IO

N

P

LA

N

B-104

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

B

C

D

E

F

G

H

J

K

L

M

N

P

SU

BM

IT

TE

D B

Y:

C H

EC

KE

D B

Y:

D R

AW

N

B Y:

D

ES

IG

N

ED

B

Y:

C O

N

TR

AC

T

N O

SO

LI

C

IT

AT

IO

N N

O

IS

SU

E D

AT

E:

SI

ZE

M

AR

K

D

ES

C R

IP

TI

O N

D

AT

E

SHEET ID

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

:5

7:

A M

2/

/2

K6

EN

G

LR

D

US Army Corps of Engineers

U .S

. A R

M Y

C O

R

PS

O F

EN

G

IN

EE

R S

C

AT

EG

O

R Y

C O

D E:

AN

SI

D

W

2H N

F2

--D

EC

EM

BE

R

SA

VA

N N

AH

, G

A

W . O

G

LE

TH

O

R

PE

A

VE

SA

VA

N

N

AH

D

IS

TR

IC

T C

O N

ST

R

U C

T

M W

G

EN

ER

AT

IO

N

P

LA

N T

W

IT

H M

IC

R

O G

R

ID

C O

N

TR

O

LS

FO

R

T

ST

EW

AR

T, G

EO

R

G

IA

FI

N

AL

S

U

BM

IT

TA

L (N

O T

FO

R

C O

N

ST

R U

C

TI

O N

W

. M

AT

SO

N

K6

EN

G

LR

D

/1 3/

0:

:4

AM

G :\E

N -G

S\

FT

S

TE

W

AR

T\

FY

\M

IC

R

O G

R

ID

\D R

AW

IN

G S\

C

AD

\P

LA

N S

H

EE

TS

\X

PN

-B

-1

-B -1

.D

W G

AE

C

_N C

S_ 4_

M O

N O

.S

TB

6TH ST

W

ILLIAM H. W

ILSON AVE

W

ILLIAM H. W

ILSON AVE

H

ER

O R

D H

ER

O

R D

MCNEELY RD

FR

EN

C H

R D

BUNKER RDVETERANS

PKWY

HARMON AVE

HARMON AVE

HARMON AVE

HARMON AVE

C

AR

R

IN

G

TO

N R

D

PONY SOLDIER AVE

M

AY

N

AR

D R

D

E 6TH ST

E 6TH ST

R O

AD

BUNDY AVE

HERO R

D

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

E BULT

MAN AVE

E BULT

MAN AVE

VETERANS PKWY

H

AS

E R

D H

AS

E

R D

H

AS

E R

D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

HERO R

D

B-12

SCALE: 1"=20'

20' 40'0'

L.

S

C H

U M

AN

L.

D

U D

LE

Y

B.

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1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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US Army Corps of Engineers

U .S

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W

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ILSON AVE

W

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ILSON AVE

H

ER

O R

D H

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O

R D

MCNEELY RD

FR

EN

C H

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BUNKER RDVETERANS

PKWY

HARMON AVE

HARMON AVE

HARMON AVE

HARMON AVE

C

AR

R

IN

G

TO

N R

D

PONY SOLDIER AVE

M

AY

N

AR

D R

D

E 6TH ST

E 6TH ST

R O

AD

BUNDY AVE

HERO R

D

H

AS

E R

D H

AS

E

R D

H

AS

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D

E BULT

MAN AVE

E BULT

MAN AVE

VETERANS PKWY

H

AS

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D H

AS

E

R D

H

AS

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D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

HQ001

W

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C

AR

R

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G

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N

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M

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AR

D R

D

DR. J. BENJAMIN

HALL PLACE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

B-13

B-14

SCALE: 1" = 40'

40' 80'0'

L.

S

C H

U M

AN

L.

D

U D

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B.

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C H

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BO

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N

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B-106

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

A

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D

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F

G

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J

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FR

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C

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G

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N R

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M

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E 6TH ST

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E BULT

MAN AVE

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H

AS

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D H

AS

E

R D

H

AS

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D

W 5T

H ST N

DR. J. BENJAMIN

HALL PLACE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

EAST BULT

MAN AVE

WORCHESTER AVE

NILE

S AVE

NILE

S AVE

ROAD

ROAD

E 7TH ST

E 7TH ST

ROAD

W 6T

H ST

LINDQUIST RD

STOCKTON CIR

GULICK AVE

GULICK AVE

G U

LI

C

K

AV

E

G U

LI

C

K

AV

E

GULICK AVE

LINDQUIST RD

LINDQUIST RD

LINDQUIST RD

W 6T

H ST

D R

IV

EW

AY

/A

C C

ES

S

PO

IN

T

DRIVEWAY/ACCESS POIN

T

DRIVEW

AY/ACCESS ROAD

DRIVEWAY/ACCESS ROAD

GULICK AVE

GULICK AVE

R O

AD

R

O

AD

6TH ST EXTENSION

6TH ST EXTENSION

VILSECK ROAD

VILSECK ROAD

WURZBURG ST

WURZBURG ST

STEEL AVE

STEEL AVE

STEEL AVE

G U

LI

C

K

AV

E G

U

LI

C K

AV

E

GULICK AVE

B-101

KEYMAP

B-102

B-103

B-104

B-105

B-106

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: NORTH AMERICAN

OF 1983 STATE PLANE COORDINATES

ATTACHMENT B

Soil Boring Logs

77.7

51.7

0.8

26.8

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

TOP SOIL, Topsoil (approx. 6 to 10 inches).

SILTY SAND (SM), light brown to brown, moist to wet, mostly fine to medium sand, little silt.

Few fine to coarse gravel.

-becoming mostly fine sand, little silt.

SILTY SAND (SM), grayish brown, wet, mostly fine to coarse sand, little silt.

Ft. Stewart

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-750

BEARING

Ed Ratliff

17. TOTAL CORE RECOVERY FOR BORING

9/29/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-1

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

9/29/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4 - inch Auger

INSTALLATION

14 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83Ft. Stewart - Micro-Grid P.N. 95170

N 683396.309 E 828854.288

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Travis Vaughn, Geologist

78.5'

State Plane - Georgia East

>55'

55'

Boring Designation B-1

Boring Designation B-1 SHEET 1 of 2

R Q

D

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

REMARKSDEPTH

N -V al ue

B lo w s/

0.

ft

S am p N o.

FIELD CLASSIFICATION OF MATERIALS

(Description)

36.7

26.7

23.5

Water Level Data Reading Depth During drilling 8 ft.

Notes Wet sample

41.8

51.8

55.0

S-11

S-12

S-13

S-14

SILTY SAND (SM), grayish brown, wet, mostly fine to coarse sand, little silt. (continued)

SILT (ML), dark gray, wet, little fine to medium sand.

SILTY SAND (SM), dark grayish brown, wet, mostly fine to medium sand, little silt, trace fine gravel.

BORING TERMINATED AT 55.0 ft

NOTES:

1. Soils visually classified in accordance with ASTM D2488.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME-750x drilling rig utilizes an…