2024_12_19_Geotech_Paukie_Isl_Cswy_Repair.pdf

GEOTECHNICAL

ENGINEERING REPORT

Paukie Island Causeway Repair Beaufort County, South Carolina ESP Project Number: 24-01110

Prepared For:

Consor Engineers, LLC 3900 Leeds Ave., Suite 103 North Charleston, South Carolina 29405

Prepared By:

ESP Associates, Inc.

2154 North Center Street, Suite E-503 North Charleston, South Carolina 29406

December 17, 2024

2154 North Center Street, Suite E-503 ▪ North Charleston, SC 29406

843.714.2040 ▪ fax 803.802.2515 www.espassociates.com

December 17, 2024

Consor Engineers, LLC 3900 Leeds Ave., Suite 103 North Charleston, South Carolina 29405

Attention: Joshua Gray, PE, CCM, PMP

Reference: GEOTECHNICAL ENGINEERING REPORT Paukie Island Causeway Repair Beaufort County, South Carolina ESP Project No. 24-01110

Dear Mr. Gray, ESP Associates, Inc. (ESP) is pleased to submit this Geotechnical Engineering Report (GER) for the referenced project. Our services were performed pursuant to ESP Proposal No. 24-01110 dated July 3, 2024, and Task Order No. 2 Subconsultant Agreement between Consor Engineers, LLC (Consor) and ESP signed July 7, 2024. The purpose of this GER is to provide information that may be used in the design of the referenced project. This report presents our understanding of the project and findings, conclusions, and recommendations.

ESP appreciates the opportunity to provide geotechnical services to this project. If you have questions concerning this report, or if we may be of further assistance, please contact us.

Sincerely, Matthew M. Lattin, PE Michael S. Ulmer, PE Senior Geotechnical Engineer Senior Geotechnical Engineer Electronic submission (1) cc:/ec:

GEOTECHNICAL ENGINEERING REPORT

PAUKIE ISLAND CAUSEWAY REPAIR

ESP Project No. 24-01110 | December 17, 2024 i

Table of Contents

1.0 PROJECT INFORMATION

1.1 Project Description

1.2 Field Exploration

1.3 Laboratory Testing

2.0 GEOLOGY AND SUBSURFACE CONDITIONS

2.1 Geology

2.2 Subsurface Conditions

2.3 Subsurface Water

3.0 RECOMMENDATIONS

3.1 Foundation Support

3.2 Embankments

3.2.1 Slope Stability

3.2.2 Strength Limit State

3.3 Settlement Analyses

3.3.1 Service Limit State

3.4 Construction Considerations

3.5 Lateral Earth Pressure Parameters

4.0 LIMITATIONS of REPORT

APPENDICES

Appendix I – Geotechnical Subsurface Data

Appendix II – Laboratory Tests Data

Appendix III – Calculations

ESP Project No. 24-01110 | December 17, 2024

1.0 PROJECT INFORMATION

1.1 Project Description

We understand Beaufort County will replace the existing culvert underneath the Paukie Island Causeway in Beaufort County, South Carolina. The project is located near the southern end of the causeway, and the provided 30% plans1 indicate improvements will include constructing two new 8-foot by 8-foot concrete box culverts below the existing causeway from stations 12+08.00 to 12+28.00 to replace the existing dual 48-inch corrugated steel culverts. Grading will be shallow with sliver fill depths less than 5 feet to match the existing roadway. Side slopes are inclined 2:1 (H:V). Sheet pile wingwalls will be constructed at the corners of the culverts. Riprap protection is planned at the toe of the wingwalls, and new embankment fill from the culvert corners approximately 20 feet up and down station.

The new culvert will be 18 feet wide and 35 feet long, the maximum factored strength load contact pressure is 2,310 psf, and the maximum factored service load contact pressure is 1,699 psf. The bottom of the culver will bear at -3.0 feet (NAVD88). There is no significant vertical load on the sheet pile wingwalls.

The project will include the construction of an 18-foot-wide detour road left of station tying in at stations

11+14.01 (Paukie_Detour Sta. 20+00.00) to 13+21.88 (Paukie_Detour Sta. 22+23.61). The temporary detour road fill will be retained with sheet piles. Based on the topography at the detour road, we assume fill heights will be approximately 4 to 13 feet to match the existing road elevation. We understand that the detour road will be removed after culvert construction. There are no bridges, permanent earth retaining structures (ERS), or other structures planned.

The project information and assumptions presented herein should be reviewed and confirmed by the appropriate team members. Modifications to our findings and recommendations may be required if the actual conditions vary substantially from the project information stated herein. The project has been designed using the SCDOT’s Geotechnical Design Manual dated January 2022.

1.2 Field Exploration

The culvert was explored with two soil test borings, two manual hand augers, and one bulk sample. Table

1-1 summarizes the test locations, elevations, and depths. Plan sheets showing the test locations are included in Appendix I.

1 Proposed Roadway Plans for Beaufort County, Paukie Island Road Culvert and Roadway Improvements, by Consor dated October 9, 2024.

ESP Project No. 24-01110 | December 17, 2024

Table 1-1: Soil Testing Location Table

Boring No. Test Type Latitude Longitude Elevation

(feet NAVD88)

Depth

(feet)

B-1 SPT 32.50793 -80.69998 6.9 31.5

B-2 SPT 32.50782 -80.70002 6.8 32.0

B-2A Bulk 32.50783 -80.70005 4.8 3.0

HA-1 MA 32.50795 -80.70004 -0.5 1.0

Locations and elevations of borings are approximate

The soil test borings were advanced using mud rotary drilling techniques, and split-spoon sampling and

Standard Penetration Testing (N values) was performed continuously in the top 10 feet and at 5-foot intervals thereafter in general accordance with ASTM D1586. Samples were collected for laboratory testing.

The manual auger borings were drilled to a target depth of 2-5 feet. Cuttings were collected for laboratory testing. The Soil Test Logs and Manual Auger Logs are presented in Appendix I.

1.3 Laboratory Testing

Representative split-spoon samples from the pond borings were subject to laboratory testing using applicable ASTM or AASHTO standards. The results are presented in Appendix II.

ESP Project No. 24-01110 | December 17, 2024

2.0 GEOLOGY AND SUBSURFACE CONDITIONS

2.1 Geology

The project is in Beaufort County, South Carolina, which is in the Lower Coastal Plain Physiographic Unit of South Carolina. In general, this region contains near surface Quaternary alluvial deposits underlain by

Tertiary aged, well-consolidated layers of sands, silts, or clays that were deposited by marine or fluvial action during the periods of retreating ocean shoreline. Below the Quaternary sediments, marl and limestone deposits were formed during the Eocene epoch of the Tertiary period.

2.2 Subsurface Conditions

Within the depths explored, the generalized stratigraphy includes fill overlying Coastal Plain deposits.

Surface materials encountered in the borings included 1 to 4 inches of asphalt overlain by 5 to 6 inches of base course. A generalized subsurface stratification along the culvert is presented in Table 2-1 and depicted in the borings in Appendix I.

Table 2-1: Culvert Generalized Subsurface Stratigraphy Table

Soil Origin

Depth to Top of Layer

(feet)

USCS Soil

Classification

AASHTO Soil

Classification

Range of

N-values

Fill 0 to 7 SP-SM A-1-b 4-25

Coastal Plain Deposits 7 to 32 SM, SP-SM, CH A-2-4, A-2-6, A-1-b, A-7 0-23

2.3 Subsurface Water

Subsurface water levels were measured immediately following the completion of the borings at a depth of approximately 7 feet below the original ground surface. This is approximately elevations -0.1 to -0.2 feet

(NAVD 88). The water levels are presented on the Soil Test Boring Logs in Appendix I, and the levels will be influenced by tidal stage.

ESP Project No. 24-01110 | December 17, 2024

3.0 RECOMMENDATIONS

3.1 Foundation Support

A new 35-foot long, 18-foot-wide duel reinforced concrete box culverts with sheet-pile wingwalls are planned below the Paukie Island Causeway from stations 12+08.00 to 12+28.00. The bottom of the culvert will bear at elevation -3 feet (NAVD88).

The borings encountered Coastal Plain soils below the roadway fill at depths from approximately 6 to 30 feet below the ground surface. As such, the culvert bottom will bear on loose to very loose silty sand (SM, A-2-6) soils with a maximum contact pressure of 2,310 psf. Using a geotechnical resistance factor (ϕ) of

0.45 for a shallow spread footing, the required nominal (or ultimate) bearing capacity is 5,133 psf. A value of approximately 6,740 is predicted, which exceeds the required nominal value. (In allowable stress design

(ASD), this equates to an allowable bearing pressure of 2,000 psf with a safety factor of at least 3.0.)

Calculations are presented in Appendix III.

The culverts should be supported on at least 18 inches of bedding stone. The bedding stone will provide uniform support, is a good leveling course, and will help stabilize soft subgrades. Foundation excavations should be dewatered, cleaned of loose material, and a stabilization geotextile (SC-M-203-1) should be placed. Stone bedding consisting of washed No 57 stone should then be placed on the geotextile.

3.2 Embankments

The provided plans were reviewed, and the embankment slopes with wing walls were identified for analysis as 6-foot fill slopes with 2:1 inclination. The provided cross sections were reviewed, and the following side slopes were identified for analyses as representative of the project and site conditions.

Table 3-1: Analyzed Roadway Embankment & Site Slopes

Station Cut/Fill Inclination Height (ft)

11+00 Fill 2:1 5

12+00 Fill 2:1 6

12+28 Culvert Wingwall -- 6

3.2.1 Slope Stability

The slope stability analyses were performed with the computer program Slide2 using the Spencer circular search modes to find the critical failure surface. The soils exhibit sand-like behavior, and fines content at the depths of interest are less than 20 percent. The embankment stability analyses and results are presented in Appendix III. The attached output files present the design values used in our analyses.

ESP Project No. 24-01110 | December 17, 2024

3.2.2 Strength Limit State

Stability under the strength limit state was performed using peak strength parameters for fill slopes. There are no cut slopes on the project. A factor of safety of 1.3 (equivalent to a resistance factor of 0.75) is required for stability under the strength limit state. The computed factors of safety for the fill slopes meet the requirements; however, the analyses indicate sloughing of the slope face, so erosion control measures will be required to stabilize the slope face.

Sheet pile type and lengths have not been provided. We understand plans call for fiberglass sheet piles on each side of the road tied together with struts, and the sheet pile wall will be designed by the contractor.

The contractor’s design should evaluate global and well as internal stability.

Slope stability analyses were not performed on the temporary detour road and should be addressed by the temporary shoring designer.

3.3 Settlement Analyses

The proposed project will have new roadway embankments constructed at the culvert that will require small volumes of fill. The settlement model included the proposed embankment geometry, and the analyses were performed using the computer program Settle3. Review of the boring data indicates no highly-compressible soils were identified within or directly below the embankments, and settlement is expected to be primarily elastic or immediate in nature. However, the sands directly below the embankment are very loose and exhibit low modulus based on N value correlations. Soil modulus (Es) and consolidation (Cc, Cr, OCR) were estimated from the boring and laboratory data. The attached output files present the design values used in our analyses.

3.3.1 Service Limit State

Total settlement is predicted to be approximately 2 to 4 inches at the culvert, will be elastic in nature (i.e., immediate), and does not include a significant long-term consolidation component. We understand the culvert will be constructed first, and then the wingwalls will be added. The settlement between the culvert and wingwalls will be totally differential. Total post-construction settlement is predicted to be on the order of ½ inch and meet performance requirements for embankments.

Total settlement is estimated to be approximately 1 to 6 inches at the detour road. Where the detour road connects to the existing road, approximately 1 to 5 inches of total settlement is predicted. Performance requirements for temporary fill have not been established for the project.

3.4 Construction Considerations

Extensive mucking or ground improvement are not necessary to achieve acceptable performance.

Long waiting periods are not anticipated.

Dewatering and/or stream diversion may be required to construct the culvert.

Permanent Earth retaining systems (ERS) consisting of sheet piles are proposed at the wingwalls.

ESP Project No. 24-01110 | December 17, 2024

Temporary shoring systems associated with the construction of the detour road and permanent ERS proposed at the wingwalls should be designed using the design parameters presented in Section 4.5, Table

4-1.

ESP assumes that the borrow materials will be derived from offsite. Therefore, direct shear testing results from the SCDOT’s “Borrow Materials Database Spreadsheet” values for Beaufort County soils were used.

3.5 Lateral Earth Pressure Parameters

We understand that temporary shoring will be required for culvert construction and permanent sheet piles may be used to support the wingwalls. Temporary shoring systems and sheet piles associated with the construction of the culvert should be designed using the design parameters presented in Table 4-1.

Table 4-1: Lateral Earth Pressure Parameters

Approximate

Elevation

(ft)

Soil

Description

C

(ksf)

Phi, ϕ

(degrees)

Saturated

Unit Weight

(ksf)

K0 Ka Kp

New Fill 0 29 0.120 0.52 0.35 2.88

7 to 1 Silty SAND 0 29 0.105 0.52 0.35 2.88

1 to -6 Silty SAND 0 25 0.105 0.58 0.41 2.46

-6 to -10 SAND with Silt 0 31 0.105 0.48 0.32 3.12

-10 to -21 Silty SAND /

SAND with Silt 0 24 0.105 0.59 0.42 2.37

-21 to -25 Silty SAND 0 28 0.105 0.53 0.36 2.77

ESP Project No. 24-01110 | December 17, 2024

4.0 LIMITATIONS of REPORT

This report has been prepared in accordance with generally accepted geotechnical engineering practice with regard to the specific conditions and requirements of this site. The conclusions and recommendations contained in this report were based on the applicable standards of our practice in this geographic area at the time this report was prepared. No other warranty, expressed or implied, is made.

The analysis and recommendations submitted herein are based, in part, upon the data obtained from the subsurface exploration. The nature and extent of variations between the borings will not be known until construction is underway. If variations appear evident, then we request the opportunity to re-evaluate the recommendations of this report. In the event that any changes in the nature, design, or location of the roadway are planned, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and conclusions modified or verified in writing by ESP.

Appendix I

Site Location Map

Test Location Plan

Soil Test Logs

SPT Hammer Efficiency

0.1 0.5

6.0

12.0

17.0

23.0

31.5

ASPHALT 1 inch

ABC STONE 5 inches

FILL:Medium dense to very loose, moist, grayish brown to gray, fine, POORLY

GRADED SAND WITH SILT, (SP-SM),

(A-1-b) trace fine angular gravel, 10YR 5/2, 10YR 6/1

COASTAL PLAIN DEPOSITS:Very loose, moist to wet, gray and grayish brown, fine, SILTY SAND, (SM), (A-2-6) trace organics, trace clay seams, 10YR 6/1, 10YR 5/2

SS-4: LL=NP, PL=NP, PI=NP, NMC=31.4,

%#200=25.0

Loose, wet, gray, fine, POORLY GRADED SAND WITH SILT, (SP-SM), (A-1-b), 10YR 6/1

Very loose, wet, dark gray, fine, SILTY

SAND, (SM), (A-2-4), 10YR 4/1

SS-7: LL=NP, PL=NP, PI=NP, NMC=40.7,

%#200=23.0

Very loose to medium dense, wet, dark gray, fine, SILTY SAND, (SM), (A-2-4), 10YR 4/1

End of boring at 31.5 feet

0.5

2.0

4.0

6.0

8.0

15.0

20.0

25.0

30.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

SS-9

Offset: Alignment:

TOB

Y

Mud rotaryCME550X (ATV)

32.50793

7 ft

Paukie Island Causeway Repair

08/26/2024 8/26/2024

Site Description:

Sampler Configuration Liner Required:

0.0

Project ID:

Eng./Geo.:

Core Size:

Date Started:

1s t 6

2n d

6"

3r d

6"

4t h

6"

Total Depth: Date Completed:

Bore Hole Diameter (in):

Drill Machine:

RW

RC

HSA

CFA

DC

Matt Lattin

Elev.:

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

SAMPLER TYPE

-80.69998

Driller:

Energy Ratio:

4.25 Drill Method:

Soil Depth: Core Depth:

LEGEND

Boring Location:

ft

Hollow Stem Auger Continuous Flight Augers Driving Casing

Hammer Type:

Route:

Groundwater: 24HR

Liner Used:

31.5 ft

6.9 ft

E le va tio n (f t)

1.9

-3.1

-8.1

-13.1

-18.1

-23.1

D ep th (f

t) MATERIAL DESCRIPTION

S am pl e

D ep th (f t)

N V al ue

G ra ph ic

Lo g ft Y

S am pl e

N o.

/T yp e

SPT N VALUE

BeaufortCounty:

DRILLING METHOD

91%

NQ

CU

CT

Boring No.:

Split Spoon Undisturbed Sample Rock Core, 1-1/8"

24-01110

Automatic

B-1

Soil Test Log

SS

UD

AWG

SCI

Latitude: Longitude:

FINES CONTENT (%)

10 20 30 40 50 60 70 80 900

PL LLMC

RQD (%) REC (%)

S C

_D O

T

4-

0.

G P

J S

C D

O T

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

NN

0.3 0.8

7.0

12.0

28.5

32.0

ASPHALT 4 inches

ABC STONE 6 inches

FILL:Medium dense, moist, yellow to very pale brown, fine, POORLY GRADED SAND WITH SILT, (SP-SM), (A-1-b) trace fine angular gravel, 10YR 7/8, 10YR 8/4

SS-3: LL=NP, PL=NP, PI=NP, NMC=24.9,

%#200=6.0

COASTAL PLAIN DEPOSITSVery loose, moist, dark gray, fine, SILTY SAND, (SM), (A-2-4), 10YR 4/1

Loose to very loose, wet, gray, fine, POORLY

GRADED SAND WITH SILT, (SP-SM),

(A-1-b), 10YR 6/1

SS-7: LL=NP, PL=NP, PI=NP, NMC=26.2,

%#200=8.0

Very soft, wet, dark gray, FAT CLAY with

SAND, (CH), (A-7), 10YR 4/1

ST-2: LL=73, PL=28, PI=45, NMC=72.3,

%#200=75.9

End of boring at 32 feet

0.8

2.0

4.0

6.0

8.0

15.0

18.5

25.0

26.5

28.5

30.0

SS-1

SS-2

SS-3

SS-4

SS-5

SS-6

SS-7

SS-8

ST-1

SS-9

ST-2

Offset: Alignment:

TOB

Y

Mud rotaryCME550X (ATV)

32.50782

7 ft

Paukie Island Causeway Repair

08/26/2024 8/26/2024

Site Description:

Sampler Configuration Liner Required:

0.0

Project ID:

Eng./Geo.:

Core Size:

Date Started:

1s t 6

2n d

6"

3r d

6"

4t h

6"

Total Depth: Date Completed:

Bore Hole Diameter (in):

Drill Machine:

RW

RC

HSA

CFA

DC

Matt Lattin

Elev.:

Rotary Wash Rock Core

Rock Core, 1-7/8" Cuttings Continuous Tube

SAMPLER TYPE

-80.70002

Driller:

Energy Ratio:

4.25 Drill Method:

Soil Depth: Core Depth:

LEGEND

Boring Location:

ft

Hollow Stem Auger Continuous Flight Augers Driving Casing

Hammer Type:

Route:

Groundwater: 24HR

Liner Used:

32 ft

6.8 ft

E le va tio n (f t)

1.8

-3.2

-8.2

-13.2

-18.2

-23.2

D ep th (f

t) MATERIAL DESCRIPTION

S am pl e

D ep th (f t)

N V al ue

G ra ph ic

Lo g ft Y

S am pl e

N o.

/T yp e

SPT N VALUE

BeaufortCounty:

DRILLING METHOD

91%

NQ

CU

CT

Boring No.:

Split Spoon Undisturbed Sample Rock Core, 1-1/8"

24-01110

Automatic

B-2

Soil Test Log

SS

UD

AWG

SCI

Latitude: Longitude:

FINES CONTENT (%)

10 20 30 40 50 60 70 80 900

PL LLMC

RQD (%) REC (%)

S C

_D O

T

4-

0.

G P

J S

C D

O T

_D A

T A

T E

M P

LA

T

E .G

D T

1/

/2

NN

2.0

5.0

See soil test log B-2 for soil descriptions

FILL:Moist, grayish brown, fine, POORLY

GRADED SAND WITH SILT, (SP-SM),

(A-3), 10YR 5/2

CU-1: LL=NP, PL=NP, PI=NP, NMC=16.4,

%#200=9.0

End of boring at 5 feet

2.0

CU-1

Latitude: Longitude: Date Started:

Total Depth: Date Completed:

RW

RC

HSA

CFA

DC

PL LLMC

0.0

Dynamic Cone Penetrometer Test Procedure:

Driller: Offset: Alignment:

32.50783

Paukie Island Causeway Repair

08/26/2024

1s t 6

2n d

6"

3r d

6"

4t h

6"

8/26/2024

Site Description:

Elev.:

E le va tio n (f t)

-0.2

-5.2

-10.2

-15.2

-20.2

-25.2

D ep th (f

t) MATERIAL DESCRIPTION

S am pl e

D ep th (f t)

G ra ph ic

Lo g

S am pl e

N o.

/T yp e

DCP-VALUE

Rotary Wash Rock Core

SAMPLER TYPE

-80.70005

LEGEND

Boring Location:

Hollow Stem Auger Continuous Flight Augers Driving Casing

FINES CONTENT (%)

10 20 30 40 50 60 70 80 900D

C P

-V al ue

Route:

Groundwater:5 ft

4.8 ft

24-01110

Dynamic Cone Penetrometer Cuttings Continuous Tube

BeaufortCounty:

DRILLING METHOD

Boring No.:

Split Spoon Undisturbed Sample Rock Core, 1-1/8"

B-2A

SS

UD

AWG

Manual Auger Log

DCP

CU

CT

24 hrTOB

Project ID:

ESP

M A

N U

A L

A U

G E

R L

O G

4-

0.

G

P J

S C

D O

T D

A T

A T

E M

P

LA

T E

_0 1_

0_

5.

G

D T

1/

/2

1.0 COASTAL PLAIN DEPOSITS:Moist to wet, gray, fine, POORLY GRADED SAND WITH

SILT, (SP-SM), (A-2-4), 10YR 6/1

CU-1: LL=NP, PL=NP, PI=NP, %#200=7.0

End of boring at 1 feet

0.0 CU-1

Latitude: Longitude: Date Started:

Total Depth: Date Completed:

RW

RC

HSA

CFA

DC

PL LLMC

0.0

Dynamic Cone Penetrometer Test Procedure:

Driller: Offset: Alignment:

32.50795

Paukie Island Causeway Repair

08/26/2024

1s t 6

2n d

6"

3r d

6"

4t h

6"

8/26/2024

Site Description:

Elev.:

E le va tio n (f t)

-5.5

-10.5

-15.5

-20.5

-25.5

-30.5

D ep th (f

t) MATERIAL DESCRIPTION

S am pl e

D ep th (f t)

G ra ph ic

Lo g

S am pl e

N o.

/T yp e

DCP-VALUE

Rotary Wash Rock Core

SAMPLER TYPE

-80.70004

LEGEND

Boring Location:

Hollow Stem Auger Continuous Flight Augers Driving Casing

FINES CONTENT (%)

10 20 30 40 50 60 70 80 900D

C P

-V al ue

Route:

Groundwater:1 ft -0.5 ft

24-01110

Dynamic Cone Penetrometer Cuttings Continuous Tube

0 ft

BeaufortCounty:

DRILLING METHOD

Boring No.:

Split Spoon Undisturbed Sample Rock Core, 1-1/8"

HA-1

SS

UD

AWG

Manual Auger Log

DCP

CU

CT

24 hrTOB

Project ID:

ESP

M A

N U

A L

A U

G E

R L

O G

4-

0.

G

P J

S C

D O

T D

A T

A T

E M

P

LA

T E

_0 1_

0_

5.

G

D T

1/

/2

Drill Rig: SCI CME 550X Test Date: 11/30/2020 Boring ID: TB-1

Hammer: Automatic Project No. : Rod Type: BW

Rig Operator: Benbow Location: SCI Yard Analyzer ID: 216BW

Engineer: Henderson Drilling Method: Mud Rotary Rod Area: 1.81 in2

Depth: 40 ft Depth: 45 ft Depth: 50 ft

LE: 43 ft LE: 48 ft LE: 53 ft

Blow Count: 0, 1, 2 Blow Count: 10, 21, 22 Blow Count: 8, 15, 16

Blow No. Energy Blow No. Energy Blow No. Energy Blow No. Energy Blow No. Energy Blow No. Energy

1 0.309 1 0.318 26 0.315 51 0.319 1 0.339 26 0.330

2 0.289 2 0.296 27 0.315 52 0.323 2 0.326 27 0.321

3 0.309 3 0.313 28 0.319 53 0.319 3 0.325 28 0.323

4 4 0.310 29 0.317 54 4 0.326 29 0.324

5 5 0.314 30 0.316 55 5 0.327 30 0.328

6 6 0.313 31 0.307 56 6 0.320 31 0.323

7 7 0.313 32 0.326 57 7 0.327 32 0.327

8 8 0.317 33 0.307 58 8 0.326 33 0.323

9 9 0.316 34 0.320 59 9 0.324 34 0.320

10 10 0.309 35 0.312 60 10 0.327 35 0.312

11 11 0.311 36 0.316 61 11 0.316 36 0.319

12 12 0.311 37 0.312 62 12 0.321 37 0.323

13 13 0.310 38 0.321 63 13 0.317 38 0.321

14 14 0.319 39 0.310 64 14 0.318 39 0.324

15 15 0.323 40 0.315 65 15 0.324 40

16 16 0.318 41 0.318 66 16 0.322 41

17 17 0.319 42 0.315 67 17 0.322 42

18 18 0.319 43 0.311 68 18 0.317 43

19 19 0.318 44 0.316 69 19 0.320 44

20 20 0.318 45 0.316 70 20 0.320 45

21 21 0.320 46 0.321 71 21 0.318 46

22 22 0.322 47 0.319 72 22 0.313 47

23 23 0.316 48 0.314 73 23 0.324 48

24 24 0.314 49 0.324 74 24 0.324 49

25 25 0.314 50 0.319 75 25 0.318 50

Average Energy: 0.302 kip-ft Average Energy: 0.316 kip-ft Average Energy: 0.323 kip-ft

Max. Rated Energy: 0.350 kip-ft Max. Rated Energy: 0.350 kip-ft Max. Rated Energy: 0.350 kip-ft

Efficiency: 86% Efficiency: 90% Efficiency: 92%

Std. Deviation: 0.012 kip-ft Std. Deviation: 0.005 kip-ft Std. Deviation: 0.005 kip-ft

Average efficiency from all tests: 91%

Comments: LE = length of rod from below gages to bottom of sampler.

Maximum rated energy based on a hammer weight of 0.14 kips and a drop height of 2.5 feet.

SPT HAMMER EFFICIENCY

Appendix II

Summary of Laboratory Results

Grain Size Distribution

Standard Proctor

Consolidation

Direct Shear

B-1 6.0 NP NP NP 0.075 25 SM 31.4

B-1 20.0 NP NP NP 0.075 23 SM 40.7

B-2 4.0 NP NP NP 0.075 6 24.9

B-2 18.5 NP NP NP 0.075 8 26.2

B-2 30.0 73 28 45 0.075 76 CH 72.3

B-2A 2.0 NP NP NP 4.75 9 SP-SM 16.4

HA-1 0.0 NP NP NP 9.5 7 SP-SM

Liquid Limit

Satur-ation

Void Ratio

Class-ification

Water Content

Dry Density

(pcf) DepthBorehole

SUMMARY OF LABORATORY RESULTS

Plastic Limit

Plasticity Index

Maximum Size (mm)

%<#200 Sieve

PROJECT NAME Paukie Island Causeway RepairPROJECT ID 24-01110

PROJECT COUNTY Beaufort

LA

B

S U

M M

A R

Y

-0

.G P

J S

C D

O T

D A

T A

T E

M P

LA

T

E _0

1_

0_

5.

G D

T

1/

9/

SP-SM

SP-SM

0.0010.010.1110100

PI Cc

NP

NP

NP

NP

NP

NP

NP

NP

CuLL PL

NP

NP

NP

NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

25.0

23.0

6.0

8.0

75.9

0.075

0.075

0.075

0.075

0.075

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SILTY SAND(SM)

SILTY SAND(SM)

FAT CLAY with SAND(CH)

Classification

D100 D60 D30 D10 %Gravel

B-1

B-1

B-2

B-2

B-2 coarse

SILT OR CLAY

finemedium

6.0

20.0

4.0

18.5

30.0

%Sand %Silt %Clay

BOREHOLE DEPTH

BOREHOLE DEPTH

3 100

B-1

B-1

B-2

B-2

B-2

24 16 30

1 2006 10 501/2

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

6.0

20.0

4.0

18.5

30.0

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

PROJECT NAME Paukie Island Causeway RepairPROJECT ID 24-01110

PROJECT COUNTY Beaufort

G R

A

IN

S

IZ

E

4-

0.

G P

J S

C D

O T

D A

T A

T E

M P

LA

T

E _0

1_

0_

5.

G D

T

1/

9/

POORLY GRADED SAND with SILT (SP-SM) POORLY GRADED SAND with SILT (SP-SM)

>>>>0

0.0010.010.1110100

PI Cc

NP

NP

NP

NP

CuLL PL

2.57

1.79

1.20

0.89

NP

NP

GRAIN SIZE DISTRIBUTION

COBBLES

GRAVEL

9.04.75

9.5

SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

POORLY GRADED SAND with SILT(SP-SM)

POORLY GRADED SAND with SILT(SP-SM)

Classification

D100 D60 D30 D10 %Gravel

0.2

0.139 4.6

B-2A

HA-1

coarse

SILT OR CLAY

finemedium

2.0

0.0

%Sand %Silt %Clay

0.137

0.098

0.078

0.078

0.0

0.0

91.0

93.2 2.2

BOREHOLE DEPTH

BOREHOLE DEPTH

3 100

B-2A

HA-1

24 16 30

1 2006 10 501/2

HYDROMETERU.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

1403 4 20 406 601.5 8 143/4 3/8

2.0

0.0

P E

R C

E N

T F

IN

E

R B

Y W

E

IG

H T

PROJECT NAME Paukie Island Causeway RepairPROJECT ID 24-01110

PROJECT COUNTY Beaufort

G R

A

IN

S

IZ

E

4-

0.

G P

J S

C D

O T

D A

T A

T E

M P

LA

T

E _0

1_

0_

5.

G D

T

1/

9/

Acct. No: Project No: 240071ES005 10/11/2024Date Sampled:

Report Date: 10/18/2024 SCISampled By:

Project: Paukie Island Causeway Repair, Paukie Island, SC, ESP

Project No. 24-01110 ClientBy Order Of:

REPORT:

Client:

LAB NO: 94876-3

ESP ASSOCIATES, INC - Charleston

Proctor Material: Test Method: See BelowBulk Sample

Order Number:Location: Bullk Sample B-2A, 2'-5'

Special InspectionsNondestructiveGeotechnicalConstruction Materials

94876-3Report No:TEST RESULTS

SOIL CONSULTANTS, INC.

Engineering and Testing Since 1951

Charleston, South Carolina 29402 www.SoilConsultantsInc.com P: 843.723.4539 F: 843.723.3648

PO Drawer 698

Visual Classification:

Supplier:

Material Application: Bulk Sample

Rammer Type:

Prep. Method:

Mechanical

Dry

NP

NP

Test Results:

Properties:

AASHTO: A-3

Group Symbol: SP-SM

NP

Optimum Water Content: 14.5 %

Maximum Dry Unit Weight:

Liquid Limit:

Plastic Limit:

Plasticity Index:

103.0 pcf

Brown Poorly graded Sand with silt

Onsite material

ASTM D698 Method-ATest Methods:

NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION.

THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED AND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF

Orig: ESP ASSOCIATES, INC - Charleston Attn: Mr. Matt Lattin E-Mail: mlattin@espassociates.com (1-ec copy)

Respectfully Submitted, SOIL CONSULTANTS, INC.

David J. Hale, P.E.

Project Engineer

11/05/2024

Report Date: 11/12/2024 SCISampled By:

Project: Paukie Island Causeway Repair, Paukie Island, SC, ESP

Project No. 24-01110 ClientBy Order Of:

REPORT:

Client:

LAB NO: 94876-1

ESP ASSOCIATES, INC - Charleston

One-Dimensional Consolidation Properties of Soils

Order Number:Location:

Special InspectionsNondestructiveGeotechnicalConstruction Materials

94876-B2, ST2Report No:TEST RESULTS

SOIL CONSULTANTS, INC.

Engineering and Testing Since 1951

Charleston, South Carolina 29402 www.SoilConsultantsInc.com P: 843.723.4539 F: 843.723.3648

PO Drawer 698

A s reques ted, Soil Consultants , Inc . perform ed one-dim ensional consolidation tes ting. Results are attached.

ASTM D2435Test Method (As Applicable):

Orig: ESP ASSOCIATES, INC - Charleston Attn: Mr. Matt Lattin E-Mail: mlattin@espassociates.com (1-ec copy)

Respectfully Submitted, SOIL CONSULTANTS, INC.

David J. Hale, P.E.

Project Engineer

11/12/2024

NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION.

THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED AND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF

Client ESP Associates, Inc. (Charleston) Project Name Paukie Island Causeway Repair, Paukie Island, SC Project Number Work Order 94876

R E

M A

R K

S Based on the e-log p diagram, SCI interpreted the preconsolidation pressure. The geotechnical engineer of record should independently determine the preconsolidation pressure for specific use.

96.53 Void Ratio, eo 1.603 Final Differential Height, in. -0.067 Preconsolidation Pressure (estimated) 1.0 tsf

F

IN

A L

C O

N D

IT

IO

N S

Water Content, % 56.9 Source of Water Content Sample Full sample Wet Density, pcf 102.4 Dry Density, pcf 65.2 Saturation, %

93.3 Dry Density, pcf 54.2 Saturation, % 92.07 Void Ratio, eo 2.135

Coefficient of consolidation method Methods 1 and 2

IN

IT

IA

L

C O

N D

IT

IO

N S Average Diameter, in. 2.498

Average Height, in. 1.000 Water Content, % 72.3 Source of Water Content Sample Cuttings Wet Density, pcf

T E

S T

P R

O C

E D

U R

E

Stress at inundation 0.024 tsf

Preparation procedure A. Chubb

Starting Date 10/21/2024 Apparatus Consolidation Load Frame #1 Technician

Test method Method A

Specific Gravity (ASSUMED) 2.72

USCS Classification CH Color Gray

Ring lined sampler Condition of test Inundated

Test water Potable tap water

Visual Description Fat Clay with Sand Visual Classification

Fines Content, % 72.3 Liquid Limit 73 Plastic Limit 28

ONE DIMENSIONAL CONSOLIDATION PROPERTIES OF SOILS

ASTM D2435

240071 (ESP Project No.

S A

M P

L E

I N

F O

R M

A T

IO

N

Specimen Number 1

Specimen ID ST-2 Boring No. B-2 Depth (ft) 30-32 Sample Type Thin-walled tube

Location

SCI Project 240071, WO 94876 Page 1 of 6 Boring B2, ST2 30-32 ft

Project Name Paukie Island Causeway Repair, Paukie Island, SC

Project Number Work Order 94876

Test One Dimensional Consolidation Properties of Soils Method ASTM D2435

Time t90, hr cv 90, in2/min

Time t50, hr cv 50, in2/min

0.125 0.0115 0.9885 0.669 1.1500 2.093 0.1008 0.1370 0.0507 0.0633

0.25 0.0203 0.9797 0.660 2.0300 2.065 0.1451 0.0935 0.0745 0.0423

0.5 0.0380 0.9620 0.642 3.8000 2.010 0.1611 0.0812 0.1082 0.0281

1 0.0692 0.9308 0.611 6.9200 1.912 0.2519 0.0486 0.1258 0.0226

0.5 0.0647 0.9353 0.616 6.4700 1.927

0.25 0.0594 0.9406 0.621 5.9400 1.943

0.5 0.0624 0.9376 0.618 6.2400 1.934 0.1435 0.0866 0.0280 0.0902

1 0.0736 0.9264 0.607 7.3600 1.899 0.1585 0.0765 0.0358 0.0679

2 0.1389 0.8611 0.542 13.8900 1.694 0.6214 0.0169 0.1477 0.0132

4 0.2372 0.7628 0.443 23.7200 1.387 2.0428 0.0040 0.3483 0.0055

8 0.3154 0.6846 0.365 31.5400 1.142 0.9209 0.0072 0.3019 0.0051

2 0.2933 0.7067 0.387 29.3300 1.211

0.5 0.2568 0.7432 0.424 25.6800 1.325

0.125 0.2403 0.7597 0.440 24.0300 1.377

REMARKS

The coefficient of consolidation was generated by HUMBOLDT consolidation software.

240071 (ESP Project No. 24-01110)

TEST DATA SUMMARY

Load, tsf

Cumulative Change in

Height, in.

Specimen Height, in.

Void Height, in.

Vertical Strain, Void Ratio, ef

Logarithm of Time Method

Square Root of Time Method

SCI Project 240071, WO 94876 Page 2 of 6 Boring B2, ST2 30-32 ft

0.0

5.0

10.0

15.0

20.0

25.0

30.0

35.0

0.1 1 10 100

S tr a in

Pressure, tsf

1.00

1.20

1.40

1.60

1.80

2.00

2.20

0.1 1 10 100

V o id r a ti o e f

Pressure, tsf

1.10

1.30

1.50

1.70

1.90

2.10

2.30

0.001 0.010 0.100 1.000

A v e ra g e

V o id R a ti o , e

Coefficient of Consolidation, cv, in2/min

Log Time Method Square Root Time

SCI Project 240071, WO 94876 Page 3 of 6 Boring B2, ST2 30-32 ft

0.0000

0.0020

0.0040

0.0060

0.0080

0.0100

0.0120

0.0140

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.125 tsf

0.0000

0.0050

0.0100

0.0150

0.0200

0.0250

0.0300

0.0350

0.0400

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.5 tsf

0.0640 0.0645 0.0650 0.0655 0.0660 0.0665 0.0670 0.0675 0.0680 0.0685 0.0690 0.0695

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.5 tsf

0.0000

0.0050

0.0100

0.0150

0.0200

0.0250

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.25 tsf

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.1 1 10 100 1000 10000

D e fo rm a tio n, in

Time, min.

1 tsf

0.0590

0.0600

0.0610

0.0620

0.0630

0.0640

0.0650

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.25 tsf

SCI Project 240071, WO 94876 Page 4 of 6 Boring B2, ST2 30-32 ft

0.0590

0.0595

0.0600

0.0605

0.0610

0.0615

0.0620

0.0625

0.0630

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.5 tsf

0.0000

0.0200

0.0400

0.0600

0.0800

0.1000

0.1200

0.1400

0.1600

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

2 tsf

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.3000

0.3500

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

8 tsf

0.0620

0.0640

0.0660

0.0680

0.0700

0.0720

0.0740

0.0760

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

1 tsf

0.0000

0.0500

0.1000

0.1500

0.2000

0.2500

0.1 1 10 100 1000 10000

D e fo rm a tio n, in

Time, min.

4 tsf

0.2900

0.2950

0.3000

0.3050

0.3100

0.3150

0.3200

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

2 tsf

SCI Project 240071, WO 94876 Page 5 of 6 Boring B2, ST2 30-32 ft

0.2500 0.2550 0.2600 0.2650 0.2700 0.2750 0.2800 0.2850 0.2900 0.2950

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.5 tsf

0.2350

0.2400

0.2450

0.2500

0.2550

0.2600

0.1 1 10 100 1000 10000

D e fo rm a tio n , i n

Time, min.

0.125 tsf

SCI Project 240071, WO 94876 Page 6 of 6 Boring B2, ST2 30-32 ft

Report Date: 11/05/2024 SCISampled By:

Project: Paukie Island Causeway Repair, Paukie Island, SC, ESP

Project No. 24-01110 ClientBy Order Of:

REPORT:

Client:

LAB NO: 94876-4

ESP ASSOCIATES, INC - Charleston Direct Shear

Order Number:Location: Bulk Sample B-2A, 2'-5'

Special InspectionsNondestructiveGeotechnicalConstruction Materials

94876-DSReport No:TEST RESULTS

SOIL CONSULTANTS, INC.

Engineering and Testing Since 1951

Charleston, South Carolina 29402 www.SoilConsultantsInc.com P: 843.723.4539 F: 843.723.3648

PO Drawer 698

Soil Consultants, Inc. performed direct shear testing on samples provided to us. Results are attached.

ASTM D3080Test Method

NOTED. THESE REPORTS ARE FOR THE EXCLUSIVE USE OF THE ADDRESSED CLIENT AND ARE NOT TO BE REPRODUCED WITHOUT WRITTEN PERMISSION.

THE QUALITIES OF APPARENTLY IDENTICAL OR SIMILAR PRODUCTS OR PROCEDURES, NOR DO THEY REPRESENT AN ONGOING QUALITY ASSURANCE PROGRAM UNLESS SO THIS REPORT APPLIES ONLY TO THE STANDARDS OR PROCEDURES INDICATED AND TO THE SAMPLE(S) TESTED AND/OR OBSERVED AND ARE NOT NECESSARILY INDICATIVE OF

Orig: ESP ASSOCIATES, INC - Charleston Attn: Mr. Matt Lattin E-Mail: mlattin@espassociates.com (1-ec copy)

Respectfully Submitted, SOIL CONSULTANTS, INC.

David J. Hale, P.E.

Project Engineer

11/12/2024

Project Name Paukie Island Causewy Repair, Paukie Island, SC Project Number Work Order 94876

Maximum Dry Density, lb/ft3

Optimum Moisture Content, % 1 2 3

Square Square Square Remolded Remolded Remolded

Remolded Density (ASTM D698) 95% 95% 95%

2.00 2.00 2.00

1.00 1.00 1.00

Water Content (%) 14.4 14.3 14.3

112.4 112.4 112.4

98.3 98.4 98.3

55.8 55.4 55.6

0.684 0.682 0.683

24.8 24.7 25.3

125.1 127.7 126.1

100.2 102.4 100.6

101.1 106.4 104.0

0.650 0.616 0.644

0.65 33.7

DS-1

11/5/2024 Chubb, A

2.65

SA

M

PL

E

D A

TA

Specimen Number

2-5

103.0 14.5

SP-SMUSCS Classification

Bulk 8.8

NP

NP

Dry Density (pcf) Saturation (%) Void Ratio

Dry Density (pcf) Saturation (%) Void Ratio Water Content (%) Wet Density (pcf)

Sample Shape Sample Structure

Average Width (in.)

Average Height (in.)

Wet Density (pcf)

Liquid Limit Plastic Limit

Specific Gravity (Assumed)

Sample Source Location Specimen ID Depth (ft) Sample Type

ASTM D3080

DIRECT SHEAR TEST OF SOILS UNDER CONSOLIDATED DRAINED CONDITIONS

Angle of Internal Friction, φ, degrees

Peak Conditions Cohesion, c, psi

IN

IT

IA

L

TE

ST

D A

TA

M

A

TE

R

IA

L

IN

FO

R

M A

TI

O

N

SA

M

PL

E C

O N

D

IT

IO

N

S

Bulk Sample

FI

N

A L

240071(ESP No. 24-01110)

Equipment ID Test Date Test Technician

Fines Content, %

0 2 4 6 8 10

Sh ea r S tre ss , p si

Normal Stress, psi

-0.1 0 0.1 0.2 0.3 0.4 0.5

N om in al

S he ar S tr es s, p si

Lateral Displacement, in.

Specimen 1 Specimen 2 Specimen 3

-0.008 -0.006 -0.004 -0.002

0.002 0.004 0.006 0.008 0.01

0 0.1 0.2 0.3 0.4 0.5

N or m al

D is pl ac em en t, in

Lateral Displacement, in.

Specimen 1 Specimen 2 Specimen 3

Appendix III

Bearing Capacity Estimates

Slide2 Results Figures

Settle3 Results Figures

Bearing Capacity for Shallow Foundations

Project: Paukie Island Causeway Repair

Number: 24-01110

Location: CULVERT

Date: 12/11/2024 c = 0 psf

Φ = 28 degrees = 0.489 radians ɣ = 105 pcf ɣb = 42.6 pcf ɣɣ = 42.6 pcf ɣq = 42.6 pcf

Df = 2 ft

Dw = 0 ft

B = 18 ft

L = 35 ft β= 0 degrees

I. General Bearing Capacity equation after Reissner, Prandtl and Vesic (Das 1995)

Nc = 25.80 Fcs = 1.29 Fcd = 1.04 Fci = 1.00

Nq = 14.72 Fqs = 1.27 Fqd = 1.03 Fqi = 1.00

Nγ = 16.72 Fγs = 0.79 Fγd = 1.00 Fγi = 1.00 qu = 6,741 psf FS = 1.5 2.0 2.5 3.0 qnet(u) = 6,656 psf qnet(a) = 4,437 3,328 2,662 2,219

2.12.1

W

250.00 lbs/ft2 250.00 lbs/ft2

2.12.1 Phi

Cohesion

(psf)

Strength

Type

Unit Weight (lbs/ ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Total)

Mohr-

Coulomb 115New Fill (Total)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

STA. 11+00

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - short-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

Paukie Island Causeway Repair

SLIDEINTERPRET 9.036

2.02.0

250.00 lbs/ft2 250.00 lbs/ft2

2.02.0

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight (lbs/ ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Total)

Mohr-

Coulomb 115New Fill (Total)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - short-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

1.91.9

250.00 lbs/ft2 250.00 lbs/ft2 1.91.9

Phi

Cohesion

(psf)

Strength

Type

Unit Weight

(lbs/ft3) Color

Material

Name

Mohr-

Coulomb

Existing Fill

(Total)

Mohr-

Coulomb

New Fill

(Total)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb

V. Loose SP-

SM

Mohr-

Coulomb 105M. Dense SM

STA. 11+00

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - short-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

1.91.9

250.00 lbs/ft2 250.00 lbs/ft2

1.91.9

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight

(lbs/ft3) Color

Material

Name

Mohr-

Coulomb

Existing Fill

(Total)

Mohr-

Coulomb

New Fill

(Total)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb

V. Loose SP-

SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - short-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

250.00 lbs/ft2 250.00 lbs/ft2

1.3

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight (lbs/ ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Effective)

Mohr-

Coulomb 115New Fill (Effective)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - long-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

1.31.3

250.00 lbs/ft2 250.00 lbs/ft2

1.31.3

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight

(lbs/ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Effective)

Mohr-

Coulomb

New Fill

(Effective)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - long-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

250.00 lbs/ft2 250.00 lbs/ft2

1.3

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight

(lbs/ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Effective)

Mohr-

Coulomb

New Fill

(Effective)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - long-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

1.31.3

250.00 lbs/ft2 250.00 lbs/ft2

1.31.3

STA. 11+00

Phi

Cohesion

(psf)

Strength

Type

Unit Weight (lbs/ ft3) ColorMaterial Name

Mohr-

Coulomb

Existing Fill

(Effective)

Mohr-

Coulomb 115New Fill (Effective)

Mohr-

Coulomb 105V. Loose SM

Mohr-

Coulomb 105Loose SP-SM

Mohr-

Coulomb 105V. Loose SP-SM

Mohr-

Coulomb 105M. Dense SM

-1

-2

-50 -40 -30 -20 -10 0 10 20 30 40 50

Analysis Description STA. 11+00 Slope Stability - long-term

Company ESP Associates, Inc.

Drawn By

PB

File Name Paukie Island Causeway Repair Stability.slmd

Date

11/7/2024, 5:03:14 PM

Project

Detour Road

Culvert

STA. 11+00

STA. 12+08STA. 12+08

STA. 11+00

Culvert

Detour Road

3.2

.7

.5 e -0

.6

.9 e -0

.7 e -0

5.2

0.4

Material Name Color

Unit

Weight

(kips/ft3)

Es

(ksf) Cc/Cce Cr/Cre OCR

V. LOOSE SM 0.105 30 - - -

LOOSE SP-SM 0.105 75 - - -

V. LOOSE SP-SM 0.105 15 - - -

V. SOFT CH 0.105 - 0.27 0.04 2.2

Ex. Fill 0.12 200 - - -

MD SM 0.105 230 - - -

B-1

-50 0 50 100

Total Settlement (in) max (all): 7.55 in max (stage): 7.55 in

0.00

0.76

1.52

2.28

3.04

3.80

4.56

5.32

6.08

6.84

7.60

Analysis Description Culvert, Wingwalls, Embankments

Company ESP Associates, Inc.

Drawn By

MML

File Name 24-01110 Paukie.s3d

Date 11/7/2024

Project

SETTLE3 5.024

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180

Distance (ft)

0.5

1.5

2.5

3.5

4.5

5.5

T o ta l

S e tt le m e n t in

Culvert Longitudinal (Stage 1)

Culvert Transverse (Stage 1)

Longitudinal Detour Rd Edge (Stage 1)

Distance vs. Total Settlement

Analysis Description Culvert, Embankments

Company ESP Associates, Inc.

Drawn By

MML

File Name 24-01110 Paukie.s3d

Date 11/7/2024

Project

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180

Distance (ft)

0.05

0.1

0.15

0.2

0.25

0.3

0.35

0.4

0.45

0.5

0.55

0.6

0.65

T o ta l C o n s o li d a ti o n

S e tt le m e n t in

Culvert Longitudinal (Stage 1)

Culvert Transverse (Stage 1)

Longitudinal Detour Rd Edge (Stage 1)

Distance vs. Total Consolidation Settlement

Analysis Description Culvert, Embankments

Company ESP Associates, Inc.

Drawn By

MML

File Name 24-01110 Paukie.s3d

Date 11/7/2024

Project

ESP Corporate Office

3475 Lakemont Boulevard

Fort Mill, SC 29708

803.802.2440

Mailing Address: P.O. Box 7030 Charlotte, NC 28241

800.960.7317 | www.espassociates.com

Concord

7144 Weddington Rd. NW

Suite 110

Concord, NC 28027

704.793.9855

Cornelius

20484 Chartwell Center Dr.

Suite D

Cornelius, NC 28031

704.649.2863

Raleigh

2200 Gateway Centre Blvd.

Suite 216

Morrisville, NC 27560

919.678.1070

Greensboro

7011 Albert Pick Rd

Suite E

Greensboro, NC 27409

336.334.7724

Wilmington

211 Racine Drive

Suite 101

Wilmington, NC 28403

910.313.6648

Charleston

2154 North Center Street

Suite E-503

North Charleston, SC 29406

843.714.2040

Nashville

500 Wilson Pike Circle

Suite 310

Brentwood, TN 37027

615.760.8300

Pittsburgh

One Williamsburg Place

Suite G-5, Box 13

Warrendale, PA 15086

724.462.6606

Bradenton

518 13th Street

West Bradenton, FL 34205

941.345.5451

Indianapolis

8673 Bash Street

Indianapolis, IN 46256

317.537.6979

Albuquerque

1203 West Ella Drive

Corrales, NM 87048

505.314.1322

Birmingham

291 Cahaba Valley Parkway North Suite A

Pelham, AL 35124

205.664.8498

Vickrey & Associates, LLC - An ESP Company

San Antonio

12970 Country Parkway

San Antonio TX 78216

210.349.3271

Austin

3600 West Parmer Lane

Suite 175

Austin, TX 78727

512.494.8014

McAllen

1216 East Jasmine Avenue

Suite C

McAllen, TX 78501

956.340.0045