1760523 Geotech Report_Addendum 3.pdf

AECOM i

Contract No. N40085-22-D-0043 Task Order No. N4008523F5964

Projects Work Order No. 1760523

FY24 MILCON Project P-1556 10th Marines Maintenance & Operations Complex

Marine Corps Base, Camp Lejeune, Jacksonville, NC

Addendum #3 to Geotechnical Engineering Report and Addendum #1 dated January 30, 2024, and

Addendum #2 dated April 11, 2024

September 16, 2024

AECOM ii

Addendum #3 to Geotechnical Engineering Report Addendum #1 dated January 30, 2024, and Addendum #1 dated April 11, 2024

September 16, 2024

Prepared for: Naval Facilities Engineering Command (NAVFAC) Mid-Atlantic

Prepared by: AECOM

AECOM Project Number: 60685225

AECOM iii

Quality information

Document name Ref Prepared for Prepared by Date Reviewed by

Geotechnical Engineering Report

FINAL NAVFAC Mid- Atlantic Ariana White, PE 12-28-2023 Victor Omelchenko, PE, DGE Rajul Teredesai, PE, PMP,DGE

Revision history

Revision Revision date Details Name Position

ADDENDUM #1

REVISED FINAL

01-30-2024 Environmental analytic results added

Ariana White, PE Geotechnical Engineer

ADDENDUM #2 04-10-2024

Pavement core log, temporary well logs, SHWT edit to profiles

Ariana White, PE Geotechnical Engineer

ADDENDUM #3 09-16-2024

Cantilever retaining wall design edits

Ariana White, PE

Samiksha Thapa, EIT Geotechnical Engineer

This document has been prepared by AECOM Limited for the sole use of our client (the “Client”) and in accordance with generally accepted consultancy principles, the budget for fees and the terms of reference agreed between AECOM Limited and the Client. Any information provided by third parties and referred to herein has not been checked or verified by AECOM Limited, unless otherwise expressly stated in the document. No third party may rely upon this document without the prior and express written agreement of AECOM Limited.

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Revised Scope of Services

Mr. Frank DeMascio with NAVFAC Midlant requested an addendum on August 8, 2024 to the P1556 Camp Lejeune geotechnical engineering report dated January 30, 2024. In the original report, an MSE retaining wall was analyzed to the west of the Humidity Controlled Warehouse.

The A/E design team has proposed a cantilever retaining wall as shown in the civil drawings CS103, CS104, CG103, CG104, S-001, S-002 and S-201 dated March 2024. Addendum #3 herein addresses the requested changes which include analysis and recommendation of a cantilever retaining wall

7.8 Cantilever Retaining Wall

A cantilever retaining wall has been proposed to the west of the Humidity Controlled Warehouse [A2] and will be approximately four feet in height, from approximate elevations 21 to 25 feet. Due to the presence of uncontrolled fill along the western slope next to the Humidity Controlled Warehouse, a minimum of 24-inches of new compacted structural fill should be placed beneath the base of the cantilever wall after removal of 24-inches of uncontrolled fill. The base of the cantilever wall should bear at least two feet below the adjacent exterior finished slope for frost protection. The proposed retaining wall was analyzed using GeoStudio v2021 Slope/W. Only long-term analysis was performed and a minimum factor of safety of 1.5 is deemed required according to the UFC. The groundwater table is assumed to be at elevation 13 ft based on groundwater level observations in the recently drilled soil borings. The results for the analysis indicate that the retaining wall meets the required global stability requirements and minimum factors of safety against sliding and overturning which are both greater than 1.5. An allowable soil bearing pressure for the retaining wall of up to 2000 psf is recommended to limit settlement to less than 1 inch.

Calculations are presented in Appendix H.

All recommendations included in the Geotechnical Engineering Report, Addendum #1 and Addendum #2 shall apply to Addendum #3. The limitations stated in the Geotechnical Engineering Report and Addendum #1 submitted January 30, 2024, and Addendum #2 submitted on April 11, 2024, shall also apply to Addendum #3.

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Contact

Ariana White, PE

Geotechnical Engineer

T +301-820-3396

E rajul.teredesai@aecom.com

Victor Omelchenko, PE. DGE

Principal Geotechnical Engineer

T +301-820-3374

E vic.omelchnko@aecom.com aecom.com 60554120

Geotechnical Engineering Report

AECOM A-14

Appendix H – Geotechnical Calculations and Analysis (5 sheets)

HUMIDITY CONTROLLED WAREHOUSE

SOIL PROFILE

SCALE:

NTS

FIGURE :

DATE: CHECKED BY:

AS

PROJECT NO.:

12420 Milestone Center Dr, Suite 150 Germantown, MD 20876 Tel: (301) 820-3000

AECOM TECHNICAL SERVICES, INC.

EL

EV

A

TI

O N

IN

F

EE

T

P-1556 10th MARINES MAINTENANCE AND

OPERATION COMPLEX, MCB CAMP LEJEUNE, NC

60713349

Asphalt Crushed Stone Uncontrolled Fill Clayey Sand Poorly Graded Sand with Silt Silty Sand

Sand, Poorly Graded Fat Clay with Sand Fly Ash Lean Clay with Sand Fat Clay Silty Gravel

Assumed FFE = 25 ft

Note:- Subsurface profile for illustration purposes only and actual subsurface condition may vary from estimated subsurface profiles.

Stabilized Groundwater Temporary Groundwater

D2 04/10/2024

Estimated Seasonal High Water Table

AutoCAD SHX Text -70

AutoCAD SHX Text -60

AutoCAD SHX Text -50

AutoCAD SHX Text -40

AutoCAD SHX Text -30

AutoCAD SHX Text -20

AutoCAD SHX Text -10

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AutoCAD SHX Text -70

AutoCAD SHX Text -60

AutoCAD SHX Text -50

AutoCAD SHX Text -40

AutoCAD SHX Text -30

AutoCAD SHX Text -20

AutoCAD SHX Text -10

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AutoCAD SHX Text B-11

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AutoCAD SHX Text B-12

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AutoCAD SHX Text B-13

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AutoCAD SHX Text B-14

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AutoCAD SHX Text B-15

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AutoCAD SHX Text B-17

AutoCAD SHX Text GSE = 21ft

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AutoCAD SHX Text B-16

AutoCAD SHX Text GSE = 22ft

AutoCAD SHX Text GSE = 22ft

AutoCAD SHX Text GSE = 22ft

AutoCAD SHX Text Tip Resistance

AutoCAD SHX Text qc (tsf)

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AutoCAD SHX Text GSE = 22ft

AutoCAD SHX Text GSE = 22ft

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AutoCAD SHX Text SCPTu-01

AutoCAD SHX Text GSE = 24ft

AutoCAD SHX Text GSE = 23ft

AutoCAD SHX Text

B-15-TW

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AutoCAD SHX Text Horizontal Scale in Feet

CLIENT: NAVFAC COMP BY: AS

PROJECT: Camp Lejeune DATE: 9/10/2024

JOB NO: 60713349 CHECK BY: AS

LOCATION: Jacksonville, NC DATE CHK: 9/10/2024

Ground Surface EL: 22.0 ft Footing Load = 1.0 kips

Assumed allowable bearing pressure = 250.0 psf Width of the Footing (B): 4.0 ft Depth of the Footing (D): 0 ft Bottom of the Footing El: 22.0 ft

Ground Water EL: 10 ft Estimated avg unit weight of soil: 115 pcf

Hammer Efficiency: 0.75 Soil Deposition: Sedimentary If sedimentary, do not use Martin (1987) correction. See note below.

Conversion Factor (Epmt to Es): 2

Name of the Structure: HCW Reference Boring Number(s): B-16

USACE

(N-field)

AASHTO

(N1,60)

Bowels (N55)

Average

PMT

Correlation Clean or slightly silty f-m sands NC Sand 0.1 21.9 23 288 402 232 307 241 Clean or slightly silty f-m sands NC Sand 2.0 20.0 14 187 244 170 201 112 Clean or slightly silty f-m sands NC Sand 4.0 18.0 14 187 244 170 201 112 Clean or slightly silty f-m sands NC Sand 6.0 16.0 13 175 212 164 183 108 Clean or slightly silty f-m sands NC Sand 8.0 14.0 16 210 220 184 205 120 Clean or slightly silty f-m sands NC Sand 10.0 12.0 32 383 388 293 355 485 Clean or slightly silty f-m sands NC Sand 13.5 8.5 5 76 100 109 95 67 Clean or slightly silty f-m sands NC Sand 18.5 3.5 15 198 222 177 199 116 Clean or slightly silty f-m sands NC Sand 23.5 -1.5 4 63 53 102 73 60 Clean or slightly silty f-m sands NC Sand 28.5 -6.5 3 49 39 95 61 52 Clean or slightly silty f-m sands NC Sand 33.5 -11.5 5 76 48 109 78 67 Clean or slightly silty f-m sands Clayey Sand 38.5 -16.5 15 198 135 113 149 116 Clean or slightly silty f-m sands Clayey Sand 43.5 -21.5 23 288 206 148 214 241 Clean or slightly silty f-m sands Clayey Sand 48.5 -26.5 8 115 67 83 88 85

Es (tsf)

3. Calculations:

Note:-

Soil Type for Bowels

1. Martin correction (60% of calculated settlement) should be applied after settlement calculation for residual soils only.

Depth from Ground

Surface (ft) Soil Type for AASHTO

Elevation (ft)

Field N-Value

DETERMINATION OF SOIL MODULUS VALUES

2. Subsurface Investigation Information:

1. Proposed Structure Key Elevation Information:

Project Name: Camp Lejeune

Project Location: NC

Project Number: 60713349

Calculations By: ST

Date: 9/9/2024

Footing Width, B 4.0 feet Elevation of Ground Surface 22.0 feet Elevation of Base of Footing 19.5 feet Elevation of Water Table 10.0 feet Unit Weight of Water, gw 62.4 pcf Net Bearing Pressure, DP 2000 psf Soil Unit Weight Above Footing Base 120 pcf years

Layer No.

Elev. Of Top of layer (ft)

Elev. Of Bottom of layer (ft)

Soil Modulus Es (tsf)

Total Unit Weight, gt

(pcf)

1 19.5 17.5 300 120

2 17.5 16.5 70 115

3 16.5 14.5 70 115

4 14.5 12.5 70 115

5 12.5 10.5 70 115

6 10.5 8.5 70 115

7 8.5 6.5 60 115

8 6.5 4.5 60 115

Note: The depth of the water table must be a layer boundary.

Input Global Data

Settlement Calculated at end of construction and at time t 1

Input Layer Data

ThapaS Callout Lower value of Elastic Modulus was conservatively assumed for the existing fill s'vo at Elevation 19.5 300 psf Elev. of Izp 15.5 feet s'vp at elevation 15.5 770 psf Izp 0.661

C1 0.93

C2 1.20

Computed Plane Strain Layer Information

Layer No.

Elev. Of Top of layer (ft)

Elev. Of Bottom of layer (ft)

Soil Modulus Es (tsf)

Total Unit Weight, gT

(pcf)

Dz (ft) Elev. Of Center of Layer (ft)

Iz e

DH

(inches)

1 19.5 17.5 300 120 2 18.5 0.32 0.10% 0.02

2 17.5 16.5 70 115 1 17 0.49 0.65% 0.08

3 16.5 14.5 70 115 2 15.5 0.62 0.82% 0.20

4 14.5 12.5 70 115 2 13.5 0.55 0.73% 0.17

5 12.5 10.5 70 115 2 11.5 0.44 0.58% 0.14

6 10.5 8.5 70 115 2 9.5 0.33 0.44% 0.10

7 8.5 6.5 60 115 2 7.5 0.22 0.34% 0.08

8 6.5 4.5 60 115 2 5.5 0.11 0.17% 0.04

Immediate Settlement 0.8 inches

Settlement After 1 year 1.0 inches

Compute Global Values for Plane Strain Case

1.8

Distance

-76 -66 -56 -46 -36 -26 -16 -6 4 14 24 34

E le va tio n

-14

-9

-4

Color Name Slope Stability Material Model

Unit Weight (pcf)

Effective Cohesion (psf)

Effective Friction Angle (°)

Piezometric Surface

Cantilever Retaining wall

High Strength 150 1

Fat Clay Mohr-Coulomb 115 0 19 1

Poorly Graded Sand with Silt

Mohr-Coulomb 120 0 30 1

Stone Mohr-Coulomb 120 0 40 1

Structural Fill Mohr-Coulomb 105 0 33 1

Uncontrolled Fill Mohr-Coulomb 120 0 28 1

Uncontrolled Fill -with DDAPs

Mohr-Coulomb 120 0 38 1

P-1556 Camp Lejeune, NC Humidity Controlled Warehouse [A2] Slope Stability Analysis

ThapaS Text Box Surcharge = 250 psf

Geotechnical Engineering Report

AECOM A-14

Appendix H – Geotechnical Calculations and Analysis (5 sheets)

HUMIDITY CONTROLLED WAREHOUSE

SOIL PROFILE

SCALE:

NTS

FIGURE :

DATE: CHECKED BY:

AS

PROJECT NO.:

12420 Milestone Center Dr, Suite 150 Germantown, MD 20876 Tel: (301) 820-3000

AECOM TECHNICAL SERVICES, INC.

EL

EV

A

TI

O N

IN

F

EE

T

P-1556 10th MARINES MAINTENANCE AND

OPERATION COMPLEX, MCB CAMP LEJEUNE, NC

60713349

Asphalt Crushed Stone Uncontrolled Fill Clayey Sand Poorly Graded Sand with Silt Silty Sand

Sand, Poorly Graded Fat Clay with Sand Fly Ash Lean Clay with Sand Fat Clay Silty Gravel

Assumed FFE = 25 ft

Note:- Subsurface profile for illustration purposes only and actual subsurface condition may vary from estimated subsurface profiles.

Stabilized Groundwater Temporary Groundwater

D2 04/10/2024

Estimated Seasonal High Water Table

-70

-60

-50

-40

-30

-20

-10

-70

-60

-50

-40

-30

-20

-10

B-11

B-12

B-13

B-14

B-15

B-17

GSE = 21ft

B-16

GSE = 22ft

Tip Resistance qc (tsf)

SCPTu-01

GSE = 24ft

GSE = 23ft

B-15-TW

Horizontal Scale in Feet

CLIENT: NAVFAC COMP BY: AS

PROJECT: Camp Lejeune DATE: 9/10/2024

JOB NO: 60713349 CHECK BY: AS

LOCATION: Jacksonville, NC DATE CHK: 9/10/2024

Ground Surface EL: 22.0 ft Footing Load = 1.0 kips

Assumed allowable bearing pressure = 250.0 psf Width of the Footing (B): 4.0 ft Depth of the Footing (D): 0 ft Bottom of the Footing El: 22.0 ft

Ground Water EL: 10 ft Estimated avg unit weight of soil: 115 pcf

Hammer Efficiency: 0.75 Soil Deposition: Sedimentary If sedimentary, do not use Martin (1987) correction. See note below.

Conversion Factor (Epmt to Es): 2

Name of the Structure: HCW Reference Boring Number(s): B-16

USACE

(N-field)

AASHTO

(N1,60)

Bowels (N55)

Average

PMT

Correlation Clean or slightly silty f-m sands NC Sand 0.1 21.9 23 288 402 232 307 241 Clean or slightly silty f-m sands NC Sand 2.0 20.0 14 187 244 170 201 112 Clean or slightly silty f-m sands NC Sand 4.0 18.0 14 187 244 170 201 112 Clean or slightly silty f-m sands NC Sand 6.0 16.0 13 175 212 164 183 108 Clean or slightly silty f-m sands NC Sand 8.0 14.0 16 210 220 184 205 120 Clean or slightly silty f-m sands NC Sand 10.0 12.0 32 383 388 293 355 485 Clean or slightly silty f-m sands NC Sand 13.5 8.5 5 76 100 109 95 67 Clean or slightly silty f-m sands NC Sand 18.5 3.5 15 198 222 177 199 116 Clean or slightly silty f-m sands NC Sand 23.5 -1.5 4 63 53 102 73 60 Clean or slightly silty f-m sands NC Sand 28.5 -6.5 3 49 39 95 61 52 Clean or slightly silty f-m sands NC Sand 33.5 -11.5 5 76 48 109 78 67 Clean or slightly silty f-m sands Clayey Sand 38.5 -16.5 15 198 135 113 149 116 Clean or slightly silty f-m sands Clayey Sand 43.5 -21.5 23 288 206 148 214 241 Clean or slightly silty f-m sands Clayey Sand 48.5 -26.5 8 115 67 83 88 85

Es (tsf)

3. Calculations:

Note:-

Soil Type for Bowels

1. Martin correction (60% of calculated settlement) should be applied after settlement calculation for residual soils only.

Depth from Ground

Surface (ft) Soil Type for AASHTO

Elevation (ft)

Field N-Value

DETERMINATION OF SOIL MODULUS VALUES

2. Subsurface Investigation Information:

1. Proposed Structure Key Elevation Information:

Project Name: Camp Lejeune

Project Location: NC

Project Number: 60713349

Calculations By: ST

Date: 9/9/2024

Footing Width, B 4.0 feet Elevation of Ground Surface 22.0 feet Elevation of Base of Footing 19.5 feet Elevation of Water Table 10.0 feet Unit Weight of Water, gw 62.4 pcf Net Bearing Pressure, DP 2000 psf Soil Unit Weight Above Footing Base 120 pcf years

Layer No.

Elev. Of Top of layer (ft)

Bottom of

Soil Modulus

Total Unit Weight, gt

(pcf)

1 19.5 17.5 300 120

2 17.5 16.5 70 115

3 16.5 14.5 70 115

4 14.5 12.5 70 115

5 12.5 10.5 70 115

6 10.5 8.5 70 115

7 8.5 6.5 60 115

8 6.5 4.5 60 115

Note: The depth of the water table must be a layer boundary.

Input Global Data

Settlement Calculated at end of construction and at time t 1

Input Layer Data

ThapaS

Callout

Lower value of Elastic Modulus was conservatively assumed for the existing fill s'vo at Elevation 19.5 300 psf Elev. of Izp 15.5 feet s'vp at elevation 15.5 770 psf Izp 0.661

C1 0.93

C2 1.20

Computed Plane Strain Layer Information

Layer No.

Elev. Of Top of layer (ft)

Bottom of

Soil Modulus

Total Unit Weight, gT

Dz (ft)

Center of Layer (ft)

Iz e

DH

(inches)

1 19.5 17.5 300 120 2 18.5 0.32 0.10% 0.02

2 17.5 16.5 70 115 1 17 0.49 0.65% 0.08

3 16.5 14.5 70 115 2 15.5 0.62 0.82% 0.20

4 14.5 12.5 70 115 2 13.5 0.55 0.73% 0.17

5 12.5 10.5 70 115 2 11.5 0.44 0.58% 0.14

6 10.5 8.5 70 115 2 9.5 0.33 0.44% 0.10

7 8.5 6.5 60 115 2 7.5 0.22 0.34% 0.08

8 6.5 4.5 60 115 2 5.5 0.11 0.17% 0.04

Immediate Settlement 0.8 inches

Settlement After 1 year 1.0 inches

Compute Global Values for Plane Strain Case

1.8

Distance

-76 -66 -56 -46 -36 -26 -16 -6 4 14 24 34

E le va tio n

-14

-9

-4

Color Name Slope Stability Material Model

Unit Weight

Effective Cohesion (psf)

Effective Friction Angle (°)

Piezometric Surface

Cantilever Retaining wall

High Strength 150 1

Fat Clay Mohr-Coulomb 115 0 19 1

Poorly Graded Sand with Silt

Mohr-Coulomb 120 0 30 1

Stone Mohr-Coulomb 120 0 40 1

Structural Fill Mohr-Coulomb 105 0 33 1

Uncontrolled Fill Mohr-Coulomb 120 0 28 1

Uncontrolled Fill -with DDAPs

Mohr-Coulomb 120 0 38 1

P-1556 Camp Lejeune, NC Humidity Controlled Warehouse [A2] Slope Stability Analysis