Geotechnical_Soil_Report__Sol_140P5124R0006_0001.pdf

SUBSURFACE EXPLORATION

AND

GEOTECHNICAL ENGINEERING REPORT

Andersonville National Cemetery Section Q Rehabilitation

FY 21, PN 487136

Macon County, Georgia

By Soils Section

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

August 2022

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: 12 August 2022

Brent A. Schrader, P.E.

PA Registration No. PE088806 Expiration Date: 30 September 2023

Leland H. Schuman, P.E.

Georgia Registration No. 25134 Expiration Date: 31 December 2022

Table of Contents

Section Page

1. PURPOSE

2. QUALIFICATION OF REPORT

3. PROJECT DESCRIPTION

4. EXPLORATION PROCEDURES

a. Site Reconnaissance

b. Field Exploration

c. Laboratory Testing

5. SITE AND SUBSURFACE CONDITIONS

a. Site Description

b. Area and Site Geology

c. Subsurface Soil Conditions

d. Groundwater Conditions

6. CONCLUSIONS AND RECOMMENDATIONS

a. General

b. Site Preparation

c. Structural Fill

d. Construction Quality Control Testing

e. Presentation of Soil Borings

f. Specifications

ATTACHMENT A: Boring Location Plan ATTACHMENT B: Soil Test Borings ATTACHMENT C: Soil Laboratory Testing ATTACHMENT D: NRCS Soil Resource Report

SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING REPORT

Andersonville National Cemetery

Section Q Rehabilitation

FY 21, PN 487136

1. PURPOSE

This report has been prepared for the design of the proposed slope rehabilitation in Section Q of the Andersonville National Cemetery, Macon County, Georgia. The purpose of this report is to provide recommendations for the geotechnical design of the proposed project. The recommendations included in this report are based on the project information provided in the 70 percent design submittal prepared by Zappata Inc. Any change in site layout, structural system, loads, or 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 the change(s) and provided the necessary information regarding any change(s) so that the new information can be reviewed. The recommendations in this report may then change 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 a comprehensive assessment of site environmental conditions. No effort was made to define, delineate, or designate any area 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 proposed project regrades the existing slope in Section Q of the Andersonville National Cemetery to allow for additional safe and maintainable burial sites. Drainage in these areas will be improved to decrease the current erosion issues. The design will also take into consideration reduction in slopes to allow for ease of maintenance, and allow for easy access for heavy equipment, vault transport trucks, hearses, and other vehicles and equipment required for burials.

Subsurface Exploration and Geotechnical Engineering Report Andersonville National Cemetery, PN 487136, FY 21

4. EXPLORATION PROCEDURES

a. Site Reconnaissance Prior to the field exploration, a geotechnical engineer visually inspected the site and surrounding areas. 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.

b. Field Exploration

(1) Subsurface conditions at the project site were explored by five (5) soil test borings B-1 through B-5. The explorations were performed at the approximate locations shown on the Boring Location Plan included in Attachment A. The borings were drilled to depths ranging from 15 feet to 25 feet below ground surface (bgs.) within the footprint of Section Q.

(2) Exploration locations were established in the field by an engineer using visual methods.

Since the measurements were not precise, the locations shown on the boring location plans and the locations indicated on the boring logs should be considered approximate. The ground surface elevation at each boring location was determined by interpolation from the site topography survey.

Therefore, the elevations shown on the boring logs should also be considered approximate.

(3) The soil test borings were drilled by Sailors Engineering with an Ardco ATV mounted drill rig with a cathead operated safety hammer. The test borings were advanced through the soils by mechanical drilling procedures, using 2 ¼ -inch inside diameter hollow stem continuous flight augers with a steel fingered bit as the cutting device. Split-barrel sampling with standard penetration testing (SPT) was performed at intervals shown on the boring logs. All SPT borings and soil sampling were in accordance with ASTM D1586. In the SPT borings, a soil sample is obtained with a standard 1 3/8-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

lb. hammer falling 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.

(4) Soil classifications shown on the boring logs were determined in the field by a geotechnical engineer. Classification of the soil samples was performed in general accordance with ASTM D2488 (Visual-Manual Procedure for Description of Soils). The soil classifications include the use of the Unified Soil Classification System 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, except where the samples were subject to laboratory testing as described below.

(5) Logs of the soil borings graphically depicting soil descriptions and standard penetration resistances are included in Attachment B.

c. Laboratory Testing

(1) Laboratory testing was performed on thirteen (13) representative soil samples. This testing was performed by the Corps of Engineers Environmental and Materials Unit laboratory in

Macon County, Georgia

Marietta, Georgia. The purpose of the laboratory testing was to aid in the evaluation of the subsurface soils and confirm the field classifications. Testing consisted of grain-size distribution (ASTM D6913), Atterberg Limits (ASTM D4318), and Moisture Content (ASTM D2216). Results of the laboratory testing are shown in Attachment C.

5. SITE AND SUBSURFACE CONDITIONS

a. Site Description Andersonville National Cemetery is located in western Macon County, Georgia east of

Andersonville. The property is bound to the north and west by State Route 49 and is bound to the south and east by undeveloped forested land. Section Q of Andersonville National Cemetery is located in its southeast corner. The site generally declines from west to east with elevations ranging from 424 ft NVAD88 in the northwest corner of Section Q down to 399 ft NAVD88 near the gated archway drainage outlet in the historic brick wall. No overhead and buried utilities were observed within the project site. Site vegetation consists of mostly landscaped grasses and occasional trees.

b. Area and Site Geology

(1) Andersonville National Cemetery is located in the Fall Line Hills area of the Coastal

Plain Physiographic Province. In Georgia, this broad, gently sloping region extends southeastward from the Fall Line (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.

(2) 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.

(3) Geologic units in the area include the Faceville loamy sands and the Vaucluse loamy sands. These formations overlie the basement rock and are part of the generally southeastward-dipping and thickening wedge of sediments that constitute the Atlantic Coastal Plain deposits.

(4) The Faceville formation is composed of reddish brown to red sandy loam, sandy clay loam, and sandy clay. The lower part is a red sandy clay with yellow, red mottles. The Vaucluse formation is composed of grayish brown, yellowish brown, and red loamy sand and sandy clay loam.

c. Subsurface Soil Conditions

(1) A surficial topsoil layer was encountered in all the borings with a thickness of 3 to 8 inches. Below the topsoil a layer of red fat clay (CH) was encountered to a depth of approximately 9 ft at boring B-1 and approximately 12 ft at boring B-4. The fat clay is underlain by a layer of red clayey sand (SC) at boring B-1 to a depth of 14 ft and at B-4 to a depth of 19 ft. Underlying the sandy clay layer in borings B-1, B-2, B-4, and B-5 are layers of light red or light brown poorly

Macon County, Georgia graded sand with varying amounts of silt (SP-SM, SP) extending to their termination depths of 15 to 25 feet. The fat clay layer appears to be eroded at borings B-2 and B-5 and the topsoil is underlain by clayey sand (SC) to depths of 8 feet and 7 feet, respectively. B-3 being located near the bottom of the slope has received some eroded soil from higher on the slope. Underlying the topsoil at boring B-3 is a layer of red lean clay (CL) to a depth of 3.5 feet, followed by red clayey sand (SC) to a depth of 5 feet, which is underlain by red fat clay (CH) to a depth of 7.5 feet. The fat clay is underlain by red and light brown poorly graded sand with varying amounts of silt (SP, SP-SM). The standard penetration resistance or N-values indicate the fat clay layer is stiff to very stiff, the sandy clay is generally medium dense except at B-3 where is has been recently deposited and is loose, the poorly graded sand layers are loose to medium dense.

(2) The above 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. Variations may occur and should be expected between boring locations. The stratification lines shown on the boring logs represent approximate boundaries between the subsurface materials; the actual transitions are typically more gradual.

(3) A custom soil resource report for the project site was obtained from the Natural Resources Conservation Service (NRCS) website. The report was used to obtain an overview of possible soil series located within the project area. The full NRCS Soil Resource Report is included as Attachment D of this report.

d. Groundwater Conditions

(1) Water levels were measured in the borings during drilling and at termination of drilling.

The water table was not encountered in any borings during drilling and is expected to be greater than 15 feet below the existing ground surface.

(2) A perched-water condition occurs when water seeping downward is blocked by a low permeability soil layer, such as clayey sand or clay, 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 clays, at the project site, perched water conditions could be encountered in the more permeable zones (cleaner sand layers) during construction.

(3) It should be noted that groundwater conditions, including perched water, vary during periods of prolonged drought and excessive rainfall as well as seasonally. Therefore, fluctuations in the elevation of the groundwater and the occurrence of perched-water conditions should be anticipated with changing climatic and rainfall conditions.

6. CONCLUSIONS AND RECOMMENDATIONS

a. General The following conclusions and recommendations are based on the information available, observations made at the project site, interpretation of the data obtained from the field and

Macon County, Georgia laboratory investigations, and previous experience with soils and subsurface conditions similar to those encountered at the site.

b. Site Preparation

(1) The construction area should be grubbed and stripped of all 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. Any utilities in the project area should be located and rerouted, or properly abandoned, as necessary.

(2) All areas to remain at grade or to receive fill should be proof-rolled with a loaded tandem-axle dump truck in the presence of a representative of the Geotechnical Engineer. Cut areas should be proof-rolled once rough subgrade has been reached. Any soft soils encountered during proof-rolling should be stabilized by compaction or undercut and replaced with suitable compacted materials.

c. Structural Fill In order to achieve high density structural fill, the following evaluations and recommendations are offered:

(1) Based on the soil test borings, excavated on-site soils, excluding the fat clay (CH) layer encountered in borings B-1 and B-4 and any organics/topsoil or debris, can 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.

(2) It is recommended that the contractor have appropriate disc harrows on site during earthwork for mixing, drying, and wetting of the soils.

(3) 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 (ASTM D2487) group symbols will be suitable for use as structural fill: GP, GW, GM, GC, 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.

(4) Suitable fill soils should be placed in lifts of maximum 8 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

Macon County, Georgia 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 4 inches loose measurement.

(5) It is recommended that all material to be utilized for structural fill and subgrades be compacted to minimum dry densities corresponding to 92% of the maximum dry density, and at moisture contents within +/- 2% of optimum moisture content as obtained by ASTM D1557 (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 the ASTM D1557 maximum dry density.

(6) Permanent fill slopes should not be steeper than 3H:1V and should be suitably protected from erosion from surface runoff. Existing slopes to receive fill should be benched as shown below.

d. Construction Quality Control Testing

(1) Prior to initiating any structural fill placement and/or compaction operations, representative samples of the soils which will be used as structural fill or subgrade, both suitable on-site soils and off-site soils (borrow), should 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 D2216 Maximum Dry Density and Optimum Moisture ASTM D1557 Grain-Size (Wash No. 200, less hydrometer) ASTM D422 and D1140 Plasticity ASTM D4318

(2) 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

F in a l s lo p e o f co m p a c ted fi l l

C u t h i l ls id e in to " s te p s" p r io r to p la c in g fi l l

E x is t in g H il ls id e

Macon County, Georgia accordance with the sand cone method prescribed in ASTM D1556. The use of the 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 2,500 square feet or portion thereof, for each proposed structure, of compacted native soil subgrade and in each lift of compacted structural fill. It is also recommended that at least one 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.

(3) 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. The performance of a laboratory compaction test on material from each field density test would provide the most accurate relation of the in-place material to optimum water content and maximum density, but it is not feasible to do this as the testing could not keep pace with fill construction. It is 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.

(4) Any area that does 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, then, the moisture content should be adjusted to within the range and the area recompacted.

(5) The base of all footings must be inspected by the Contractor’s Geotechnical Engineer immediately prior to the placement of reinforcing steel or concrete. They should verify that soil capable of supporting the design bearing pressure has been obtained in each case. Where loose/soft soils are present, the footing can be over excavated and backfilled with crushed stone or remediated as recommended by the Contractor’s Geotechnical Engineer.

(6) All 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.

e. Presentation of Soil Borings The exploration locations at the project site are shown on the boring location plan in

Attachment A. Soil test boring logs are shown in Attachment B. These items are to be referenced and shown on the sheets of the contract drawings.

Macon County, Georgia

f. Specifications It is recommended that the design-build contractor use the Unified Facilities Guide

Specifications EARTHWORK specification 31 00 00.

ATTACHMENT A

Boring Location Plan

B-1 B-2

B-3

B-4 B-5

SCALE: 1" = 20'

20' 40'0'

LEGEND

BORING LOCATION

NOTES:

1. B-XX = SOIL BORING LOCATION

2. HORIZONTAL DATUM: GEORGIA

OF 1983 STATE PLANE COORDINATES

GEORGIA STATE PLANE WEST FOOT

3. AERIAL PHOTOGRAPHS MADE 2021

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ATTACHMENT B

Soil Test Borings

Water Level Data Reading Depth Notes

418.5

409.9

405.0

397.5

394.0

After drilling Not Encountered

Hole collapsed at 13.5 ft bgs upon removal of augers

0.5

9.1

14.0

21.5

25.0

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

Topsoil (approx. 6 to 8 inches).

FAT CLAY (CH), red, moist, stiff to very stiff, mostly clay, some silt, few fine sand.

-becoming red mottled with light brown.

CLAYEY SAND (SC), red, moist, medium dense, mostly fine to medium sand, some clay, few silt.

POORLY GRADED SAND WITH SILT (SP-SM), red, moist, loose to medium dense, mostly fine to medium sand, few silt, trace clay.

- becoming light red.

POORLY GRADED SAND (SP), light brown, moist, medium dense, mostly fine sand, trace silt.

BORING TERMINATED AT 25.0 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 Ardco drilling rig utilized a cathead safety hammer.

4. Component percentages: Mostly - 50-100%; Some - 30-45%; Little - 15-25%; Few - 5-10%; Trace - <5%.

National Park Service

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

Ardco

BEARING

Darren

17. TOTAL CORE RECOVERY FOR BORING

6/2/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-1

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

6/2/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

2.25" I.D. Hollow Stem Augers

INSTALLATION

8 0

INCLINED

SEA

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83Andersonville Cemetery

N 800811.548 E 2307691.594

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Brent Schrader, Civil (Geotechnical) Engineer

419' estimated from plans

State Plane - Georgia West

>25'

25'

Boring Designation B-1

Boring Designation B-1 SHEET 1 of 1

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)

Water Level Data Reading Depth Notes

410.5

403.5

396.0

After drilling Not Encountered

0.5

7.5

15.0

S-1

S-2

S-3

S-4

S-5

S-6

Topsoil (approx. 6 inches).

CLAYEY SAND (SC), red, moist, medium dense, mostly fine to medium sand, little clay, few silt.

POORLY GRADED SAND (SP), light brown, moist, loose to medium dense, mostly fine to medium sand, trace silt.

BORING TERMINATED AT 15.0 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 Ardco drilling rig utilized a cathead safety hammer

4. Component percentages: Mostly - 50-100%; Some - 30-45%; Little - 15-25%; Few - 5-10%; Trace - <5%.

National Park Service

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

Ardco

BEARING

Darren

17. TOTAL CORE RECOVERY FOR BORING

6/2/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-2

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

6/2/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

2.25" I.D. Hollow Stem Augers

INSTALLATION

6 0

INCLINED

SEA

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83Andersonville Cemetery

N 800815.219 E 2307787.786

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Brent Schrader, Civil (Geotechnical) Engineer

411' estimated from plans

State Plane - Georgia West

>15'

15'

Boring Designation B-2

Boring Designation B-2 SHEET 1 of 1

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.

Water Level Data Reading Depth Notes

405.0

402.0

400.3

398.0

393.7

390.5

After drilling Not Encountered

0.5

3.5

5.2

7.5

11.8

15.0

S-1

S-2

S-3

S-4

S-5

S-6

Topsoil (approx. 3 to 6 inches).

LEAN CLAY WITH SAND (CL), red, moist, medium stiff, mostly clay, some fine to medium sand, little silt.

CLAYEY SAND (SC), red, moist, loose, mostly fine to medium sand, some clay, few silt.

FAT CLAY WITH SAND (CH), red, moist, stiff, mostly clay, some fine to medium sand, trace fine gravel.

POORLY GRADED SAND WITH SILT (SP-SM), red, moist, dense, mostly fine sand, few silt.

POORLY GRADED SAND (SP), light brown, moist, dense, moslty fine to medium sand, trace silt.

BORING TERMINATED AT 15.0 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 Ardco drilling rig utilized a cathead safety hammer

4. Component percentages: Mostly - 50-100%; Some - 30-45%; Little - 15-25%; Few - 5-10%; Trace - <5%.

National Park Service

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

Ardco

BEARING

Darren

17. TOTAL CORE RECOVERY FOR BORING

6/2/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-3

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

6/2/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

2.25" I.D. Hollow Stem Augers

INSTALLATION

6 0

INCLINED

SEA

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83Andersonville Cemetery

N 800934.165 E 2307762.692

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Brent Schrader, Civil (Geotechnical) Engineer

405.5' estimated from plans

State Plane - Georgia West

>15'

15'

Boring Designation B-3

Boring Designation B-3 SHEET 1 of 1

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.

Water Level Data Reading Depth Notes

420.0

408.7

401.8

395.5

After drilling Not Encountered

Hole collapsed at 14.5 ft upon removal of augers

0.5

11.8

18.7

25.0

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

Topsoil (approx. 6 inches).

FAT CLAY WITH SAND (CH), red, moist, very stiff, mostly clay, some fine to medium sand, few silt, trace fine gravel.

CLAYEY SAND (SC), red, moist, medium dense, mostly fine sand, some clay, few silt.

POORLY GRADED SAND (SP), light brown, moist, dense, mostly fine sand, trace silt.

BORING TERMINATED AT 25.0 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 Ardco drilling rig utilized a cathead safety hammer

4. Component percentages: Mostly - 50-100%; Some - 30-45%; Little - 15-25%; Few - 5-10%; Trace - <5%.

National Park Service

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

Ardco

BEARING

Darren

17. TOTAL CORE RECOVERY FOR BORING

6/2/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-4

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

6/2/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

2.25" I.D. Hollow Stem Augers

INSTALLATION

8 0

INCLINED

SEA

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83Andersonville Cemetery

N 801062.188 E 2307685.324

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Brent Schrader, Civil (Geotechnical) Engineer

420.5' estimated from plans

State Plane - Georgia West

>25'

25'

Boring Designation B-4

Boring Designation B-4 SHEET 1 of 1

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.

Water Level Data Reading Depth Notes

411.0

404.7

396.5

After drilling Not Encountered

0.5

6.8

15.0

S-1

S-2

S-3

S-4

S-5

Topsoil (approx. 6 inches).

CLAYEY SAND (SC), red, moist, dense, mostly fine to medium sand, some clay, few silt.

POORLY GRADED SAND WITH SILT (SP-SM), light red, moist, medium dense, mostly fine sand, few silt.

BORING TERMINATED AT 15.0 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 Ardco drilling rig utilized a cathead safety hammer

4. Component percentages: Mostly - 50-100%; Some - 30-45%; Little - 15-25%; Few - 5-10%; Trace - <5%.

National Park Service

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

Ardco

BEARING

Darren

17. TOTAL CORE RECOVERY FOR BORING

6/2/22

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-5

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic

See Remarks

6/2/22

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

2.25" I.D. Hollow Stem Augers

INSTALLATION

5 0

INCLINED

SEA

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD 83Andersonville Cemetery

N 801062.955 E 2307802.549

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Brent Schrader, Civil (Geotechnical) Engineer

411.5' estimated from plans

State Plane - Georgia West

>15'

15'

Boring Designation B-5

Boring Designation B-5 SHEET 1 of 1

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.

ATTACHMENT C

Soil Laboratory Testing

PROJECT: Andersonville Cemetary LOCATION: 29‐Jul‐22

REQUISITION NO: W33SJG21325376 WORK ORDER: 6K849D

Pass Pass Pass Pass Pass Pass Pass Pass Pass LAB Hole Sample Depth 3/8 in No.4 No.10 No.20 No.40 No.60 No.100 No.140 No 200 D2216

Number Number Number (ft) % % % % % % % % % LL PL PI MC% Color Class.

K6/18006 B‐1 S‐3 3.5 to 5.0 100.0 99.8 98.2 95.7 92.8 89.9 86.8 112 34 78 31.18 Red & Reddish Yellow

CH

Fat CLay (CH), with a little sand.

K6/18008 B‐1 S‐5 8.5 to 10.0 100.0 99.7 94.3 75.2 56.8 40.3 35.2 33.2 51 20 31 15.81 Red SC‐H Clayey Sand High LL (SC‐ H).

K6/18010 B‐1 S‐7 18.5 to 20.0 100.0 100.0 99.4 94.7 71.7 32.7 17.7 11.9 8.39 Red SP‐SM Poorly Graded Silty Sand

(SP‐SM).

K6/18014 B‐2 S‐3 3.5 to 5.0 100.0 99.9 96.8 84.8 73.0 56.6 35.3 23.3 30 18 12 11.83 Red SC Clayey Sand (SC).

K6/18017 B‐2 S‐6 13.5 to 15.0 100.0 100.0 99.9 98.3 44.1 12.5 4.3 4.23 Reddish Yellow SP Poorly Graded Sand

(SP).

K6/18019 B‐3 S‐2 2.0 to 3.5 100.0 99.5 98.0 95.9 88.2 77.1 63.1 55.5 50.0 38 11 27 14.41 Red CL Sandy Lean Clay (CL).

K6/18020 B‐3 S‐3 3.5 to 5.0 100.0 99.6 97.7 95.4 86.5 73.1 54.7 46.0 39.8 27 14 13 11.84 Red SC Clayey Sand (SC).

K6/18021 B‐3 S‐4 5.0 to 6.5 100.0 95.1 91.7 89.6 83.4 75.0 63.1 57.1 52.7 53 19 34 19.55 Red CH Sandy Fat Clay (CH), with a trace of gravel.

K6/18022 B‐3 S‐5 8.5 to 10.0 100.0 99.9 99.1 96.9 91.7 37.3 13.1 10.2 7.15 Red SP‐SM Poorly Graded Silty Sand

(SP‐SM).

K6/18027 B‐4 S‐4 6.0 to 7.5 100.0 99.4 97.7 96.0 91.4 85.1 77.7 71.9 66.0 65 26 39 21.98 Red CH Fat Clay (CH), with some sand.

K6/18029 B‐4 S‐6 13.5 to 15.0 100.0 99.8 96.6 84.9 71.3 54.6 39.4 30.5 35 19 16 11.19 Red SC Clayey Sand (SC).

K6/18033 B‐5 S‐2 2.0 to 3.5 100.0 99.8 94.3 77.3 58.6 35.9 30.9 29.2 37 16 21 5.2 Red SC Clayey Sand (SC).

K6/18035 B‐5 S‐4 8.0 to 9.5 100.0 99.7 95.6 88.1 61.7 29.5 10.3 4.78 Reddish Yellow SP‐SM Poorly Graded Silty Sand

(SP‐SM).

US Army Corps of Engineers ‐ Marietta, GA 30062

D4318 Atterberg Limits D2487 Unified Soil Classification System

SUMMARY OF MATERIAL PROPERTIES

0.0010.010.1110100

31.2

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-1

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-3

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-1

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

3.5 to 5.0

Red & Reddish Yellow, Fat CLay (CH), with a little sand.

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18006

Other tests, when reported, were conducted in general accordance with

ASTM's D422, D854, D2216, D2487 & D4318.

0.0010.010.1110100

15.8

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-1

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-5

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-1

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

8.5 to 10.0

Red, Clayey Sand High LL (SC-H).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18008

0.0010.010.1110100

8.4

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-1

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-7

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-1

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

18.5 to 20.0

Red, Poorly Graded Silty Sand (SP-SM).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18010

0.0010.010.1110100

11.8

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-2

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-3

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-2

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

3.5 to 5.0

Red, Clayey Sand (SC).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18014

0.0010.010.1110100

4.2

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-2

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-6

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-2

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

13.5 to 15.0

Reddish Yellow, Poorly Graded Sand (SP).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18017

0.0010.010.1110100

14.4

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-3

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-2

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-3

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

2.0 to 3.5

Red, Sandy Lean Clay (CL).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18019

0.0010.010.1110100

11.8

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-3

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-3

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-3

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

3.5 to 5.0

Red, Clayey Sand (SC).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18020

0.0010.010.1110100

19.6

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-3

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-4

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-3

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

5.0 to 6.5

Red, Sandy Fat Clay (CH), with a trace of gravel.

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18021

0.0010.010.1110100

7.2

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-3

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-5

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-3

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

8.5 to 10.0

Red, Poorly Graded Silty Sand (SP-SM).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18022

0.0010.010.1110100

22.0

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-4

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-4

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-4

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

6.0 to 7.5

Red, Fat Clay (CH), with some sand.

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18027

0.0010.010.1110100

11.2

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-4

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-6

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-4

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

13.5 to 15.0

Red, Clayey Sand (SC).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18029

0.0010.010.1110100

5.2

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-5

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-2

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-5

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

2.0 to 3.5

Red, Clayey Sand (SC).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18033

0.0010.010.1110100

4.8

HYDROMETER

GRAIN SIZE IN MILLIMETERS

B-5

COBBLES

FINE

100 140 200

Depth (ft) Classification

DEPARTMENT OF THE ARMY, SAVANNAH DISTRICT, ENVIRONMENTAL AND MATERIALS UNIT

U.S. STANDARD SIEVE NUMBERS

WORK ORDER: 6K849D

Andersonville Cemetary

ASTM D2487

3/8 3 4

0.05 0.005

U.S. STANDARD SIEVE OPENING IN INCHES

MEDIUM

SAND

COARSE

6 14

Hole No.

Soil Testing

GRAVEL

S-4

500 50 5

REQUISITION: W33SJG21325376

PL

P E

R C

E N

T C

O A

R S

E R

B Y

W E

IG

H

T

GRADATION CURVES

CORPS OF ENGINEERS, 200 N. COBB PARKWAY, BLDG 400 SUITE 404, MARIETTA, GA. 30062

B-5

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

Sample No.

Date

FINE COARSE

SILT OR CLAY

7/29/22

8.0 to 9.5

Reddish Yellow, Poorly Graded Silty Sand (SP-SM).

Nat w%

40 50 703 2 1.5 1 3/4 1/2

PI

Project

LL

Lab No.

0.5

K6/18035

ATTACHMENT D

NRCS Soil Resource Report

United States Department of Agriculture

A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants

Custom Soil Resource Report for Dooly and Macon Counties, GeorgiaNatural

Resources Conservation Service

August 10, 2022

Preface Soil surveys contain information that affects land use planning in survey areas.

They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers.

Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment.

Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions.

The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations.

Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?

cid=nrcs142p2_053951).

Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations.

The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey.

Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information.

The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/ http://www.nrcs.usda.gov/wps/portal/nrcs/main/soils/health/ https://offices.sc.egov.usda.gov/locator/app?agency=nrcs http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951 http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?cid=nrcs142p2_053951 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer.

Contents Preface How Soil Surveys Are Made Soil Map

Soil Map Legend Map Unit Legend Map Unit Descriptions

Dooly and Macon Counties, Georgia FeB—Faceville sandy loam, 2 to 5 percent slopes VaD—Vaucluse loamy sand, 10 to 20 percent slopes

References

How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity.

Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA.

The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape.

Commonly,…