BRIDGE FOUNDATION

INVESTIGATION REPORT (LRFD)

CR 153 (Cypress Lake Road) Over Dry Branch Bulloch County, Georgia

PREPARED FOR:

Heath & Lineback Engineers, Inc.

2390 Canton Road Marietta, Georgia 30066

County Project No. E15 NOVA Project No. 10102-2025112

March 4, 2026

P R O F E S S I O N A L | P R A C T I C A L | P R O V E N

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HEATH & LINEBACK ENGINEERS, INC.

2390 Canton Road Marietta, Georgia 30066

Attention: Randy Boykin, PE, SE, CBI Senior Structural Project Manager

Subject: Bridge Foundation Investigation Report (LRFD) CR 153 (Cypress Lake Road) Over Dry Branch

Bulloch County, Georgia

Dear Mr. Boykin:

NOVA Engineering and Environmental, LLC (NOVA) has completed the referenced Bridge Foundation Investigation (BFI). The results of the Bridge Foundation Investigation with supporting documents are included with this letter. The Bridge Foundation Investigation was performed in general accordance with GDOT requirements as outlined in the GDOT OMAT Geotechnical Manual.

We appreciate being part of the Heath & Lineback Engineers, Inc. team for this important project. If you have questions, please contact us.

Thank you.

Sincerely, NOVA Engineering and Environmental, LLC

Ezequiel Q. Segismundo, P.E. Eric K. Tay, P.E.

Project Engineer Principal Engineer GA P.E. License No. 051012 GA P.E. License No. 022183

Bridge Foundation Investigation (LRFD)

Bulloch County, Georgia County Project No. E15

NOVA Project No 10102-2025112

LOCATION See attached Figures 1 and 2 in Appendix B for project site location and topographic map, respectively.

GENERAL INFORMATION

GEOLOGIC FORMATION Based on the Regional Geology Map, the site is underlain by Neogene Undifferentiated Formation of the Georgia Coastal Plain Region. See Figure 3 in Appendix B.

SUBSURFACE FEATURES The subsurface information was obtained from two NOVA soil test borings designated as B-01 and B-02. These test borings with Standard Penetration Testing (SPT) were performed on December 1, 2025, and December 2, 2025, and were drilled to approximated depths ranging from 110 to 116 feet below the existing grades (approximate elevations ranging from 39 to 33 feet). Test borings B-01 and B-02 were drilled from the asphalt roadway surface along CR 153 (Cypress Lake Road) and close to the proposed bridge replacement end Bents 1 and 4, respectively.

At the ground surface, approximately 4 inches of asphaltic concrete was encountered in test borings B-01 and B-02.

Graded Aggregate Base (GAB) course material was not observed.

Below the surficial asphaltic concrete in test boring B-01 and B-02, existing fill soils described primarily as silty SAND and poorly graded SAND with silt were encountered to approximate depths of 5.5 feet below the existing grades (approximate elevation of 144 feet). The uncorrected SPT resistances ranged from 14 to 20 blows per foot (bpf).

Alluvial soils described primarily as silty SAND with uncorrected SPT resistance of 8 bpf was encountered below the existing fill soils in test boring B-02 to an approximate depth of 8 feet below the existing grade (approximate elevation of 141 feet).

Beneath the existing fill soils in test boring B-01 and beneath the alluvial soils in test boring B-02, coastal plain soils described primarily as sandy fat CLAY, poorly graded SAND with silt, silty SAND and clayey SAND were encountered to approximate depths ranging from 110 to 116 feet below the existing grades (approximate elevations ranging from 39 to 33 feet). The uncorrected SPT resistances ranged from Weight of Hammer (WOH) to 50 blows for 1 inch of penetration.

BFI – CR 153 (Cypress Lake Road) Over Dry Branch March 4, 2026 Bulloch County, Georgia (County Project No. E15) NOVA Project No. 10102-2025112

Auger refusal materials were encountered test borings B-01 and B-02 at approximate depths ranging from 110 to 116 feet below the existing grades (approximate elevations ranging from 39 to 33 feet). Auger refusal materials are very hard or very dense material which cannot be penetrated by a power auger.

Groundwater during drilling and after the completion of drilling were not recorded due to the presence of injected drilling fluids from mud rotary drilling method. The groundwater level after 24 hours of drilling completion was measured in test boring B-01 at an approximate depth of 9 feet below the existing ground surface (approximate elevation of 140 feet).

Upon completion of drilling and 24-hour groundwater measurement, soil cave-in was measured in test borings B-01 and B-02 at approximate depths ranging from 10 to 16 feet below the existing ground surface (approximate elevations ranging from 139 to 133 feet).

For additional information, see Appendix B for Figures 4-1 to 4-3 (Boring Location Plans), Appendix C for Subsurface Profiles, Test Boring Record Summary and Test Boring Records, and Appendix D for Laboratory Testing Results.

SITE CLASSIFICATION We recommend a site class of D per AASHTO LRFD (9th Edition, 2020) 3.10.3.1.

Bents Pile Bent (Type)

1 through 4 MS - Metal Shell (Fy = 45 ksi)

1.1 -- PILE PROPERTIES

Pile Type

Pile Size (in)

Nominal Compression

Stress (ksi)

Nominal Tension Stress (ksi) Diameter Wall Thickness

MS 18 0.3125 40.5 40.5

MS 24 0.5000 40.5 40.5

1.2 -- DESIGN LOADS

Bents Foundation

Type

Maximum Factored Strength Limit State

Load (kips)

Maximum Factored Service Limit State

Load (kips)

Factored Extreme Event I Limit State

Load (kips)

1 Pile End Bent 225 155 110 2 Pile Bent 315 240 265 3 Pile Bent 315 240 265 4 Pile End Bent 225 155 110

2.0 -- FOUNDATION DESIGN

2.1 -- PILE FOUNDATION DESIGN

Bents Pile Type Size (in) Down Drag **

(kips) Scour

(kips)

Driving Resistance1 *

(kips)

1 MS 18 0 0 347

2 MS 24 - 36 521

3 MS 24 - 15 500

4 MS 18 0 0 347

Note1: Driving resistance is equivalent to pile capacity during construction. Post-construction pile capacity is reduced by the scour load if a 500-year scour event occurs.

3.0 -- FOUNDATION ELEVATIONS

Bents Reference Boring Minimum Pile Tip (feet-NAVD 88)

Estimated Pile Tip (feet-NAVD 88)

1 B-01 113 101 2 B-01 113 101 3 B-02 101 101 4 B-02 101 101

1.0 -- FOUNDATION RECOMMENDATIONS

4.0 -- GENERAL NOTES

Elevations Control Point No. PNT #25004 (rebar with cap) located approximately at

STA. 104+47.01, 27.44 ft. RT. with elevation of 143.95 feet-NAVD88 and coordinates at 32.393798° and -81.856093° was used in determining the existing grade elevations at locations of as-drilled test borings B-01 and B-02.

Waiting Period None required.

Staged Construction None required.

Theoretical Scour Appears feasible for the material encountered

As Built Foundation

Information The as-built foundation information should be forwarded to the Bulloch County Engineering Department upon completion of the foundation system.

Special Problems The existing bridge has been closed to traffic due to sustained damage from a car accident. As such, test borings were not drilled at the proposed bridge replacement Bent 2 and 3 locations due to safety concerns.

Existing underground and overhead utilities were identified at and adjacent to the existing bridge and should be considered during construction to mitigate any potential conflicts and associated risks.

4.1 -- PILE FOUNDATION NOTES

PDO Driving resistance after minimum tip elevations are achieved in conjunction with GDOT Standard Specification 520.3.05.D.2 and Special Provision 523 Dynamic Pile Testing. For this bridge, a total of three PDA tests will be required. Perform one PDA test each at Bent 1 right, Bent 2 left, and Bent 3 right.

* Nominal Bearing

Resistance of Single Pile

Driving resistance is based on the following field verification method and resistance factor φdyn AASHTO LRFD 2020 (10.5.5.2.3-1):

Resistance Determination Method Resistance Factor Driving criteria established by dynamic testing of at least two piles per site condition, but no less than 2% of the production piles.

0.65

**Downdrag Downdrag is not anticipated for the piles at the end bents since these bents will be constructed after removing a section of the existing approach embankment. Also, downdrag is not anticipated at intermediate pile bents.

Drivability Drivability analyses have been completed for the piles at Bents 1 through

4 to their respective estimated tips using DELMAG D 30-23 hammer.

Freeze Bearing

Piles should not be overdriven at this site. If dynamic bearing has not been achieved by 2 feet above the estimated tip elevation, pile driving should be stopped for a minimum of 24 hours and re-started with a warm hammer to check for freeze bearing.

Pile Protection

All exposed MS piles should be painted with a 2P epoxy coating as protection against corrosion.

Metal Shell Piles Metal Shell piles are recommended for use at this site due to the potential for excessive pile length required for PSC piles. PSC piles that are too long are not easily handled or driven. In addition, hard driving is anticipated through dense soil layers and this presents potential problems of overstressing and cracking PSC piles. We also understand that MS piles were used as the foundation type for the nearby (approximately 0.5-mile East) CR 145 (Cypress Lake Road) Over Wateringhole Branch bridge.

Closure Plates Option 1 (friction pile) closure plates should be used on all metal shell piles.

Special Problems Erratic pile lengths can be expected.

5.0 – QA / QC

Prepared By:

Ezequiel Q. Segismundo, P.E.

Project Engineer GA P.E. License No. 051012

Naveen S. Thakur, P.E.

Principal Engineer GA P.E. License No. 051185

Reviewed By:

Daniel C. Brahana, P.E.

GA P.E. License No. 018053

Eric K. Tay. P.E.

GA P.E. License No. 022183

Appendix A GDOT Special Provision

• Special Provision Section 523 – Dynamic Pile Testing

Appendix B Figures and Maps

• Figure 1 – Site Location Map

• Figure 2 – Topographic Map

• Figure 3 – Regional Geology Map

• Figures 4-1 to 4-3 – Boring Location Plans

Appendix C Subsurface Data

• Subsurface Profile

• Test Boring Record Summary

• Key to Symbols and Classifications

• Test Boring Records

Appendix D Laboratory Testing Results

• Laboratory Testing Summary

• Atterberg Limits and Mechanical Sieve Analyses Results

Appendix E Seismic Site Class Calculations

Appendix F Foundation Design Loads

Appendix G Axial Pile Resistance Analyses (APILE)

Appendix H WEAP Analyses (GRLWEAP)

Appendix I Drill Rig Energy Calibration

Appendix J Important Information about this Geotechnical Engineering Report

APPENDIX A

GDOT SPECIAL PROVISION

• Special Provision Section 523 – Dynamic Pile Testing (PDA)

Revised February 15, 2016

2.14

DEPARTMENT OF TRANSPORTATION

STATE OF GEORGIA

SPECIAL PROVISION

SECTION 523 - DYNAMIC PILE TESTING

523.1 General Description

The work consists of performing dynamic pile testing using the Pile Driving Analyzer (PDA) to monitor the driving of piles with accelerometer and strain gauges attached to the piles. Piles to be dynamically tested will be identified in the Special Provision or on the Plans. Prior to pile driving, the Engineer will determine production or test piles to be dynamically tested. Perform the dynamic pile testing in accordance with ASTM D4945-12.

Take dynamic measurements during driving of any required piles. Drive the pile as shown in the Special Provisions or on the Plans.

523.2 Materials

Furnish measuring instruments for dynamic pile testing. Attach instruments near the top of the piles with bolts placed in drilled holes. Furnish materials, labor and equipment necessary for installation of the instruments.

523.3 Construction Requirements

Measure wave speed prior to driving piles. Wave speed measurements will not be required for Steel H piles or metal shell piles. When wave speed measurements are performed, place the piles in a horizontal position not in contact with other piles.

Perform dynamic pile testing during driving. Modify the driving to reduce the stress and/or eliminate the damage, should the recommended stress level be exceeded or if damage occurs (determined visually or as indicated by the instrumentation).

Do not exceed the following maximum driving stresses, as determined by the dynamic pile testing:

1. For Steel piles:

0.9 Fy, where Fy = Yield strength of steel

2. For Prestressed Concrete Piles:

Compression:

Tension in Normal Environments:

Tension in Severe Corrosive Environments:

where;

σ dr = maximum allowed driving stress, ksi f ′c= specified minimum 28-day compressive strength of concrete, ksi f pe= effective prestress in concrete, ksi, (after all losses) at the time of driving taken as

0.78 times the initial prestress force

Re-drive friction piles that do not obtain bearing after a freeze period of a minimum of 24 hours or for a period designated on the Plans, whichever is longer. Reset the gauges if required. Re-strike the pile with a warm hammer until a maximum penetration of 3 inches (76 mm) or 40 blows is reached, whichever occurs first. The Engineer may modify the Pile Driving Objective based on the results of the PDA work.

Provide two weeks’ notice prior to the driving of designated piles and cooperate with the Engineer in connection with the performance of Dynamic Pile Testing.

Provide a complete report consisting of but not limited to PDA field monitoring data, results of CAPWAP computer analyses, and recommendations such as pile lengths, hammer fuel setting, and valid driving criteria. Valid driving criteria is defined as having the required hammer having a hammer set greater than 3 blows per inch and less than 10 blows per inch at the driving resistance for that pile. Submit the report electronically in PDF format and the electronic data files of the PDA analysis and CAPWAP to the Geotechnical Bureau and allow seven (7) calendar days for review and approval before proceeding with driving production piles.

523.4 Measurement

The Dynamic Pile Tests performed in accordance with these Specifications will be counted separately for payment. (Refer to plans summary sheet for the required amount of PDA testing.)

523.5 Payment

The Dynamic Pile Test completed and accepted will be paid for at the Contract unit Price. This payment will be full compensation for all costs of complying with this specification, including incidentals, additional work, and any delays incurred in conjunction therewith.

Payment will be made under:

𝜎𝜎𝑑𝑑𝑑𝑑 = (0.85𝑓𝑓′𝑐𝑐 − 𝑓𝑓𝑝𝑝𝑝𝑝) 𝜎𝜎𝑑𝑑𝑑𝑑 = (0.095�𝑓𝑓′𝑐𝑐 + 𝑓𝑓𝑝𝑝𝑝𝑝) 𝜎𝜎𝑑𝑑𝑑𝑑 = 𝜑𝜑𝑑𝑑𝑑𝑑𝑓𝑓𝑝𝑝𝑝𝑝

Item No. 523. Dynamic Pile Test . . . . . . . . . . . . . . . . . . . . . . . . . . . Per Each

APPENDIX B

FIGURES AND MAPS

• Figure 1 – Site Location Map

• Figure 2 – Topographic Map

• Figure 3 – Regional Geology Map

• Figures 4-1 to 4-3 – Boring Location Plans

FIGURE 1 – SITE LOCATION MAP

SOURCE: Google Earth Aerial Photos

Date: Map Data @ 2025 SCALE: As Shown

CR 153 (Cypress Lake Road) Over Dry Branch

Bulloch County, Georgia

Project Site

FIGURE 2 – TOPOGRAPHIC MAP

SOURCE: USGS National Map Advanced

Viewer 7.5 Minute Topo Nevils, Pulaski, Register &

Statesboro GA 2020 Date Retrieved: 12/01/2025

SCALE: As Shown

CR 153 (Cypress Lake Road) Over Dry Branch

Bulloch County, Georgia

0 1000 2500 5000

FEET

17º 18º

82º

83º

10000

84º

85º

86º

19º 20º

87º

21º

FIGURE 3 - REGIONAL GEOLOGY MAP

SOURCE: Geologic Map of Georgia, Georgia Department of Natural Resources, 1976 SCALE: As Shown

CR 153 (Cypress Lake Road) Over Dry Branch

Bulloch County, Georgia

0 1 5 10 miles

AEOLIAN SAND DEPOSTIS

parabolic dunes (Qpd) formless deposits (Qas)

PLEISTOCENE-PLIOCENE

SANDS AND GRAVELS

NEOGENE UNDIFFERENTIATED

FIGURE 4-1 – BORING LOCATION PLANS

STA. 99+80.00 to STA. 105+50.00

SCALE: As Shown PROVIDED BY: Heath & Lineback Engineers, Inc.

TITLE: Construction Plan (13-0001) DATE: October 13, 2025

APPROX. AS-DRILLED LOCATIONS OF NOVA BFI BORINGS

FIGURE 4-2 – BORING LOCATION PLANS

STA. 105+50.00 to STA. 108+70.00

SCALE: As Shown PROVIDED BY: Heath & Lineback Engineers, Inc.

TITLE: Construction Plan (13-0002) DATE: October 13, 2025

FIGURE 4-3 – BORING LOCATION PLANS

STA. 103+38.00 to STA. 104+66.00

SCALE: As Shown PROVIDED BY: Heath & Lineback Engineers, Inc.

TITLE: Preliminary Layout (35-0001) DATE: October 2025

APPENDIX C

SUBSURFACE DATA

• Subsurface Profile

• Test Boring Record Summary

• Key to Symbols and Classifications

• Test Boring Records nt

E le va tio n in

F ee t-N A

V D

E levation in Feet-N A

V D

AR – Auger Refusal;

Paving

FILL

Alluvial Soils clayey SAND (SC) silty SAND (SM)

FAT CLAY (CH)

Poorly Graded SAND with silt (SP-SM)

CR 153 (Cypress Lake Road) Over Dry Branch Bulloch County, Georgia

TEST BORING RECORD SUMMARY

Bridge Foundation Investigation

Bulloch County, Georgia

Notes: Elevations and Depths should be considered as approximate; GW – Groundwater; N/M – Not Measured; N/E – Not Encountered;

* = measured groundwater readings and elevation after 24-hours;

BORING

NUMBER

EXISTING

GROUND

SURFACE

ELEVATION

(ft., NAVD88)

DEPTH TO GW *

(ft.)

APPROXIMATE

ELEVATION OF

GW *

(ft., NAVD88)

DEPTH TO

FILL SOILS

(ft.)

APPROXIMATE

ELEVATION OF

FILL

(ft., NAVD88)

DEPTH TO

ALLUVIAL SOILS

(ft.)

APPROXIMATE

ELEVATION OF

ALLUVIUM

(ft., NAVD88)

DEPTH TO

COASTAL PLAIN

SOILS

(ft.)

APPROXIMATE

ELEVATION OF

COASTAL PLAIN

(ft., NAVD88)

DEPTH TO

AUGER

REFUSAL

(ft.)

APPROXIMATE

ELEVATION OF

AUGER

REFUSA:L

(ft., NAVD88)

DEPTH TO

BORING

TERMINATION

(ft.)

APPROXIMATE

ELEVATION OF

BORING

TERMINATION

(ft., NAVD88)

B-01 149.1 9.0 140.1 0.3 148.8 N/E -- 5.5 143.6 110.0 39.1 110.0 39.1

B-02 149.3 N/M -- 0.3 149.0 5.5 143.8 8.0 141.3 116.0 33.3 116.0 33.3

KEY TO SYMBOLS AND CLASSIFICATIONS

DRILLING SYMBOLS

100/2”

NX, NQ

REC

RQD

MC

N/E

N/M

C

Standard Penetration Testing Sample

Undisturbed Sample (UD)

Auger without Sampling Rock Core Sample

Standard Penetration Resistance (ASTM D1586)

Dynamic Cone Penetrometer (DCP) Resistance Water Table at least 24 Hours after drilling

Water Table one (1) Hour or less after drilling

Number of Blows (100) to Drive the Spoon a Number of Inches (2)

Core Barrel Sizes: 2⅛- and 2-Inch Diameter Rock Core, Respectively

Percentage of Rock Core Recovered

Rock Quality Designation - Percentage of Recovered Core Segments 4 or more Inches Long

Loss of Drilling Water

Moisture Content Test Performed

Not Encountered

Not Measured

Caving

STRATA SYMBOLS

Silt - ML

Low Plasticity

Clay - CL

High Plasticity

Paving

Gravel / Graded

Aggregate Base

Fill

Topsoil

Alluvium

Poorly Graded

Sand - SP

Well Graded

Sand - SW

Clay - CH

Partially Weathered

Rock (PWR)

Rock

Elastic Silt - MHSilty Sand - SM

Clayey Sand - SC

Poorly graded silty, clayey sand - SM/SC

Clayey Sand and Gravel - SC/GC

Silty Sand and Gravel - SM/GM

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50/2" (50)

DRILLING PROCEDURES

Soil sampling and standard penetration testing performed in general accordance with ASTM D1586-18e1. The standard penetration resistance (N-value) is the number of blows of a 140 pound hammer falling 20 inches to drive a 2-inch O.D., 1.375-inch I.D. split-barrel sampler one foot. Core drilling performed in general accordance with ASTM D2113-14. The undisturbed sampling procedure is described by ASTM D1587-15. Unless other arrangements are made, NOVA will dispose of all soil and rock samples remaining at the time of report submission.

Fluid N/E Not Encountered N/M Not Measured

C Boring Cave-in Depth

WOH Weight of Hammer

Water Table 1 Hour or less after drilling

Bulk Sample

100/2”

NX, NQ

REC

RQD

MC

N/E

N/M

C

Standard Penetration Resistance (ASTM D1586)

Dynamic Cone Penetrometer (DCP) Resistance Water Table at least 24 Hours after drilling

Water Table one (1) Hour or less after drilling

Number of Blows (100) to Drive the Spoon a Number of Inches (2)

Core Barrel Sizes: 2⅛- and 2-Inch Diameter Rock Core, Respectively

Percentage of Rock Core Recovered

Rock Quality Designation - Percentage of Recovered Core Segments 4 or more Inches Long

Loss of Drilling Water

Moisture Content Test Performed

Not Encountered

Not Measured

Caving

50/2" (50)

Fluid N/E Not Encountered N/M Not Measured

C Boring Cave-in Depth

WOH Weight of Hammer

Water Table 1 Hour or less after drilling

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TEST BORING

RECORD

B-01

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393901

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856453

LOCATION STA. 103+33, 2 ft. LT. ELEVATION 149.13' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/01/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS 9' CAVING 10'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

ASPHALT: Approx. 4 inches FILL: Medium dense brown poorly graded SAND with silt (SP-SM)

COASTAL PLAIN: Medium dense light gray to brown poorly graded SAND with silt (SP-SM)

COASTAL PLAIN: Stiff gray medium to fine sandy FAT CLAY (CH)

COASTAL PLAIN: Medium dense to loose light gray brown poorly graded SAND with silt (SP-SM)

Medium dense gray poorly graded SAND with silt (SP-SM)

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

N

TS

(U

C

O R

R

EC

TE

D

-V

AL

U E)

6-10-10 (20)

4-6-8 (14)

3-6-7 (13)

3-5-6 (11)

4-11-6 (17)

2-4-5 (9)

4-5-9 (14)

3-4-4 (8)

4-7-5 (12)

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

Assumed No Scour at Bent 1

Theoretical 500-year Scour EL. @ 128 feet (Bent 2)

Min. Depth of Pile Tip @ EL. 113 feet (Bents 1 & 2)

B-01

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393901

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856453

LOCATION STA. 103+33, 2 ft. LT. ELEVATION 149.13' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/01/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS 9' CAVING 10'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

Medium dense gray poorly graded SAND with silt (SP-SM) COASTAL PLAIN: Loose to medium dense gray green to yellowish gray fine clayey SAND (SC)

Dense to medium dense gray green fine clayey SAND (SC)

Medium dense to loose gray brown fine clayey SAND (SC)

(No Recovery on SPT Sample taken at a depth of 63.5 to 65.0 feet)

COASTAL PLAIN: Medium dense gray silty medium to fine SAND (SM)

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

2-3-5 (8)

3-6-8 (14)

8-19-26 (45)

8-10-13 (23)

5-4-7 (11)

2-4-5 (9)

9-12-14 (26)

7-9-12 (21)

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

Est. Depth of Pile Tip @ EL. 101 feet (Bents 1 & 2)

B-01

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393901

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856453

LOCATION STA. 103+33, 2 ft. LT. ELEVATION 149.13' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/01/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS 9' CAVING 10'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

COASTAL PLAIN: Medium dense gray silty medium to fine SAND (SM)

COASTAL PLAIN: Very dense gray brown clayey medium to fine SAND (SC)

Medium dense gray fine clayey SAND (SC)

Very dense gray brown fine clayey SAND (SC)

COASTAL PLAIN: Very dense gray poorly graded clayey SAND with silt (SP-SM)

Auger Refusal at 110 ft.

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

4-6-10 (16)

20-30-50/4"

50/6"

10-14-16 (30)

13-20-50/3"

17-25-42 (67)

50/1"

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

B-02

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393868

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856018

LOCATION STA. 104+68, CL. ELEVATION 149.29' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/02/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS N/M CAVING 16'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

ASPHALT: Approx. 4 inches FILL: Medium dense reddish brown to gray brown silty medium to fine SAND

(SM)

ALLUVIUM: Loose brownish gray silty medium to fine SAND (SM) with organic odor

COASTAL PLAIN: Medium dense to dense light gray silty medium to fine SAND

(SM)

Loose to medium dense light gray silty medium to fine SAND (SM)

COASTAL PLAIN: Very loose light gray clayey fine SAND (SC)

COASTAL PLAIN: Medium dense gray poorly graded SAND with silt (SP-SM)

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

5-7-8 (15)

4-5-9 (14)

2-3-5 (8)

5-8-9 (17)

8-16-15 (31)

4-5-4 (9)

7-10-12 (22)

WOH-WOH

WOH

(0)

4-7-14 (21)

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

Assumed No Scour at Bent 4

Theoretical 500-year Scour EL. @ 126 feet (Bent 3)

B-02

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393868

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856018

LOCATION STA. 104+68, CL. ELEVATION 149.29' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/02/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS N/M CAVING 16'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

COASTAL PLAIN: Medium dense gray poorly graded SAND with silt (SP-SM) COASTAL PLAIN: Medium dense to loose green gray to light gray clayey fine

SAND (SC)

COASTAL PLAIN: Medium dense to dense gray silty medium to fine SAND (SM)

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

6-8-8 (16)

6-10-15 (25)

4-8-12 (20)

4-10-11 (21)

4-4-5 (9)

5-8-9 (17)

8-12-13 (25)

12-18-20 (38)

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

Min. Depth of Pile Tip @ EL. 101 feet (Bents 3 & 4)

Est. Depth of Pile Tip @ EL. 101 feet (Bents 3 & 4)

B-02

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393868

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856018

LOCATION STA. 104+68, CL. ELEVATION 149.29' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/02/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS N/M CAVING 16'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

COASTAL PLAIN: Medium dense to dense gray silty medium to fine SAND (SM)

Medium dense gray silty medium to fine SAND (SM)

COASTAL PLAIN: Medium dense to dense gray clayey fine SAND (SC)

Very dense gray brown clayey fine SAND (SC)

Dense to very dense gray to green gray clayey fine SAND (SC)

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

4-18-10 (28)

4-12-17 (29)

8-12-16 (28)

8-16-26 (42)

50/3"

13-19-30 (49)

17-32-50/2"

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

B-02

PROJECT NAME CR 153 (Cypress Lake Rd.) Over Dry Branch PROJECT NO. 10102-2025112

CLIENT Heath & Lineback Engineers, Inc. (County Project No. E15) LATITUDE 32.393868

PROJECT LOCATION Bulloch County, GA LONGITUDE -81.856018

LOCATION STA. 104+68, CL. ELEVATION 149.29' (NAVD88)

DRILLER Piedmont Environmental Drilling, Inc. (SN D50-442) LOGGED BY J. Powser

DRILLING METHOD Mud Rotary - Auto % ENERGY 84% DATE 12/02/2025

DEPTH TO-WATER INITIAL N/M AFTER 24 HOURS N/M CAVING 16'

EL

EV

AT

IO

N (f t)

D

EP

TH

(f t)

MATERIAL DESCRIPTION

Dense to very dense gray to green gray clayey fine SAND (SC)

Auger Refusal at 116 ft.

G R

AP

H

IC

L

O G

W

AT

ER

L

EV

EL

S (ft

SA

M

PL

E

TY

PE

BL

O

W C

O U

C

O R

R

EC

AL

U E)

50/4"

N-Value Plastic/Liquid Limit (%)

Moisture Content (%) Fines Content (%)

10 20 30 40 50 60 70 80 90

Notes: Boring elevation was determined with reference to PNT#25004 with elevation at 143.95 feet and located at STA. 104+47.01, 27.44 ft.

RT.

This information pertains only to this boring and should not be interpreted as being indicative of the site.

APPENDIX D

LABORATORY TESTING RESULTS

• Laboratory Testing Summary

• Atterberg Limits and Mechanical Sieve

Analysis Results

BO

RI

N G

N O.

SA

M

PL

E

TY

PE

LI

QU

ID

L

IM

IT

PL

AS

TI

C

LI

M

IT

PL

AS

TI

CI

TY

IN

EX

PE

RC

EN

T

FI

ER

#4

PE

RC

EN

T

FI

ER

#2

US

CS

CL

AS

SI

FI

CA

TI

ON

M

OI

ST

UR

E

CO

N

TE

T

3.5 - 5.0 NP NP NP 75.2 8.8 SP-SM 4.7

18.5 - 20.0 74 18 56 85.8 62.9 CH 56.1

43.5 - 45.0 41 19 22 98.2 35.9 SC 27.0

58.5 - 60.0 33 17 16 95.5 34.0 SC 26.3

73.5 - 75.0 NP NP NP 94.1 13.8 SM 31.4

93.5 - 95.0 61 20 41 99.7 46.6 SC 37.0

103.5 - 105.0 NP NP NP 99.4 9.5 SP-SM 24.1

1.0 - 2.5 NP NP NP 82.4 16.8 SM 8.6

6.0 - 7.5 NP NP NP 92.3 13.3 SM 23.3

18.5 - 20.0 NP NP NP 76.5 13.5 SM 25.6

28.5 - 30.0 42 17 25 96.4 28.9 SC 39.4

48.5 - 50.0 36 17 19 99.7 46.7 SC 26.0

58.5 - 60.0 44 20 24 99.1 37.3 SC 36.7

73.5 - 75.0 NP NP NP 82.8 12.2 SM 27.1

93.5 - 95.0 48 20 28 96.8 37.8 SC 32.2

103.5 - 105.0 30 18 12 99.0 27.4 SC 22.0

Note : "NP" denotes the material as "Non-Plastic"; SS - Split Spoon Sample;

B-01/SS

B-02/SS

LABORATORY TESTING SUMMARY

NOVA Project No. 10102-2025112

CR 153 (Cypress Lake Rd.) Over Dry Branch

Bulloch County, Georgia County Project No. E15

Bridge Foundation Investigation

MECHANICAL SIEVE ANALYSES AND ATTERBERG LIMITS TEST RESULTS

SA

M

PL

E

D

EP

TH

(ft

Tested By: GH Checked By: MLS

LIQUID AND PLASTIC LIMITS TEST REPORT

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 3.5-5.0 ft. Sample Number: 2

Brown poorly graded SAND with silt NP NP NP 75.2 8.8 SP-SM

10102-2025112 Heath & Lineback Engineers, Inc.

12/29/25

CR 153 (Cypress Lake Rd.) Over Dry Branch

Tested By: LY Checked By: MLS

Particle Size Distribution Report

ASTM D6913

PE

RC

EN

T

FI

NE

R

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.2 24.6 66.4 8.8 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 3.5-5.0 ft.

Sample Number: 2

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Brown poorly graded SAND with silt

3/8 #4

#10 #20 #40 #60

#100 #140 #200

100.0 100.0

99.8 97.1 75.2 43.7 20.4 12.7 8.8

NP NP NP

0.6140 0.5346 0.3264

0.2790 0.1899 0.1212

0.0848 3.85 1.30

SP-SM A-3

NMC = 4.7%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 12/18/25

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 18.5-20.0 ft. Sample Number: 6

Gray medium to fine sandy fat CLAY 74 18 56 85.8 62.9 CH

10102-2025112 Heath & Lineback Engineers, Inc.

12/27/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 14.2 22.9 62.9 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 18.5-20.0 ft.

Sample Number: 6

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Gray medium to fine sandy fat CLAY

3/8 #4

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

100.0 100.0 100.0

97.3 85.8 77.4 67.6 63.6 62.9

18 74 56

0.5370 0.4042

CH A-7-6(32)

NMC = 56.1%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 43.5-45.0 ft. Sample Number: 11

Yellowish gray clayey fine SAND 41 19 22 98.2 35.9 SC

10102-2025112 Heath & Lineback Engineers, Inc.

12/19/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 1.7 62.3 35.9 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 43.5-45.0 ft.

Sample Number: 11

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Yellowish gray clayey fine SAND

3/8 #4

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

100.0 100.0

99.9 99.0 98.2 96.5 67.8 42.8 35.9

19 41 22

0.2079 0.1918 0.1349 0.1189

SC A-7-6(3)

NMC = 27.0%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 58.5-60.0 ft. Sample Number: 14

Gray clayey fine SAND 33 17 16 95.5 34.0 SC

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 4.4 61.5 34.0 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 58.5-60.0 ft.

Sample Number: 14

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Gray clayey fine SAND

3/8 #4

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

100.0 100.0

99.9 97.2 95.5 93.0 72.3 43.7 34.0

17 33 16

0.2184 0.1906 0.1292 0.1158

SC A-2-6(1)

NMC = 26.3%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 73.5-75.0 ft. Sample Number: 17

Gray silty medium to fine SAND NP NP NP 94.1 13.8 SM

10102-2025112 Heath & Lineback Engineers, Inc.

12/18/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 5.9 80.3 13.8 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 73.5-75.0 ft.

Sample Number: 17

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Gray silty medium to fine SAND

3/8 #4

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

100.0 100.0 100.0

98.1 94.1 85.8 47.0 20.1 13.8

NP NP NP

0.2826 0.2459 0.1755

0.1558 0.1227 0.0825

SM A-2-4(0)

NMC = 31.4%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 93.5-95.0 ft. Sample Number: 21

Gray clayey fine SAND 61 20 41 99.7 46.6 SC

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.3 53.1 46.6 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 93.5-95.0 ft.

Sample Number: 21

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Gray clayey fine SAND

3/8 #4

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

100.0 100.0 100.0

99.9 99.7 99.4 79.1 53.8 46.6

20 61 41

0.1829 0.1665 0.1170 0.0942

SC A-7-6(14)

NMC = 37.0%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-01 Depth: 103.5-105.0 ft. Sample Number: 23

Gray poorly graded SAND with silt NP NP NP 99.4 9.5 SP-SM

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.6 89.9 9.5 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-01 Depth: 103.5-105.0 ft.

Sample Number: 23

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Gray poorly graded SAND with silt

3/8 #4

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

100.0 100.0 100.0

99.8 99.4 89.8 20.5 11.0

9.5

NP NP NP

0.2508 0.2349 0.1971

0.1858 0.1635 0.1367

0.0938 2.10 1.45

SP-SM A-3

NMC = 24.1%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 1.0-2.5 ft. Sample Number: 1

Reddish brown silty medium to fine SAND NP NP NP 82.4 16.8 SM

10102-2025112 Heath & Lineback Engineers, Inc.

12/22/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 17.5 65.6 16.8 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 1.0-2.5 ft.

Sample Number: 1

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Reddish brown silty medium to fine SAND

3/8 #4

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

100.0 100.0

99.9 97.1 82.4 58.6 32.5 21.5 16.8

NP NP NP

0.5551 0.4612 0.2573

0.2117 0.1407

SM A-2-4(0)

NMC = 8.6%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

770-425-0777 12/22/25

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 6.0-7.5 ft. Sample Number: 3

Brownish gray silty medium to fine SAND NP NP NP 92.3 13.3 SM

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 7.6 79.0 13.3 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 6.0-7.5 ft.

Sample Number: 3

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Brownish gray silty medium to fine SAND

3/8 #4

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

100.0 100.0

99.9 98.5 92.3 73.2 36.0 20.4 13.3

NP NP NP

0.3866 0.3273 0.2065

0.1823 0.1344 0.0823

SM A-2-4(0)

NMC = 23.3%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 18.5-20.0 ft. Sample Number: 6

Light gray silty medium to fine SAND NP NP NP 76.5 13.5 SM

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.3 23.2 63.0 13.5 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 18.5-20.0 ft.

Sample Number: 6

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Light gray silty medium to fine SAND

3/8 #4

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

100.0 100.0

99.7 96.7 76.5 31.4 16.6 14.4 13.5

NP NP NP

0.5873 0.5070 0.3468

0.3133 0.2439 0.1294

SM A-2-4(0)

NMC = 25.6%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 28.5-30.0 ft. Sample Number: 8

Light gray clayey fine SAND 42 17 25 96.4 28.9 SC

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.1 3.5 67.5 28.9 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 28.5-30.0 ft.

Sample Number: 8

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Light gray clayey fine SAND

3/8 #4

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

100.0 100.0

99.9 99.6 96.4 88.6 68.0 39.9 28.9

17 42 25

0.2647 0.2214 0.1351

0.1210 0.0779

SC A-2-7(2)

NMC = 39.4%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 48.5-50.0 ft. Sample Number: 12

Light gray clayey fine SAND 36 17 19 99.7 46.7 SC

10102-2025112 Heath & Lineback Engineers, Inc.

12/23/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.3 53.0 46.7 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 48.5-50.0 ft.

Sample Number: 12

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Light gray clayey fine SAND

3/8 #4

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

100.0 100.0 100.0 100.0

99.7 98.5 78.8 55.0 46.7

17 36 19

0.1868 0.1687 0.1154 0.0897

SC A-6(5)

NMC = 26.0%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 58.5-60.0 ft. Sample Number: 14

Light gray clayey fine SAND 44 20 24 99.1 37.3 SC

10102-2025112 Heath & Lineback Engineers, Inc.

12/23/25

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium

% Sand

Fine Silt

% Fines

Clay

0.0 0.0 0.0 0.0 0.9 61.8 37.3 in in in

1½ in in

¾ in

½ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

Test Results (ASTM D6913) Material Description

Atterberg Limits

Coefficients

Classification

Test Remarks

Sample Date:

Source of Sample: B-02 Depth: 58.5-60.0 ft.

Sample Number: 14

Client:

Project:

Project No: Date Tested

Sieve Size or

Diam. (mm.)

Finer

Spec.*

Out of Spec.

Pct.

of

Fines

Light gray clayey fine SAND

3/8 #4

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

100.0 100.0 100.0

99.9 99.1 96.8 72.3 44.2 37.3

20 44 24

0.2024 0.1840 0.1293 0.1156

SC A-7-6(4)

NMC = 36.7%

Heath & Lineback Engineers, Inc.

CR 153 (Cypress Lake Rd.) Over Dry Branch

10102-2025112

PL= LL= PI=

D90= D85= D60= D50= D30= D15= D10= Cu= Cc=

USCS= AASHTO=

* (no specification provided)

NOVA ENGINEERING

PL

AS

TI

CI

TY

IN

DE

X

LIQUID LIMIT

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

CL-ML

CL o r O

L

CH o r O

H

ML or OL MH or OH

Dashed line indicates the approximate upper limit boundary for natural soils

MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS

Project No. Client: Remarks:

Project:

NOVA ENGINEERING

Kennesaw, Georgia

770-425-0777 Date Tested

Source of Sample: B-02 Depth: 73.5-75.0 ft. Sample Number: 17

Gray silty medium to fine SAND NP NP NP 82.8 12.2 SM

10102-2025112 Heath & Lineback Engineers, Inc.

ASTM D6913

PE

RC

EN

T

FI

N

ER

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse

% Gravel

Fine Coarse Medium