ULTF_Geotechnical Design Report Rev 2_Volume 2_Part2.pdf

Crane NSWC

1-MAY-2019

Jacobs Engineering Project No. FDWD3710 Boring ID: B-9 Box 5 Logged By: Tony Stein Drilled By Caleb Knisley

Boring B-10

RC# Recovery RQD 1 6.5ft 5.38ft 2 10ft 6.17ft 3 10ft 8.83ft

3 10ft 8.83ft 4 10ft 10ft 5 10ft 8.83ft

5 10ft 8.83ft 6 10ft 9.67ft

6 10ft 9.67ft 7 4.92ft 4.83ft 8 9.58ft 8ft 9 10ft 6.75ft

9 10ft 6.75ft 10 10ft 5.63ft 11 10ft 7.83ft

11 10ft 7.83ft 12 10ft 10ft 13 10ft 8.92ft

13 10ft 8.92ft 14 9.58ft 8.83ft 15 9.58ft 8.83ft

15 9.58ft 8.83ft 16 9.33ft 9.30ft 17 9.33ft 8.17ft

17 9.33ft 8.17ft 18 9.58ft 6.58ft

19 10ft 8.83ft 20 9.83ft 9.75ft

Boring B-11

1 8.33ft 8.10ft 2 3.92ft 1.92ft 3 10ft 3.17ft

3 10ft 3.17ft 4 10ft 10ft 5 10ft 10ft

5 10ft 10ft 6 10ft 9.17ft 7 10ft 8.83ft

7 10ft 8.83ft 8 10ft 9.33ft 9 10ft 6.92ft

9 10ft 6.92ft 10 9.50ft 6.83ft 11 9ft 6.08ft

11 9ft 6.08ft 12 9.92ft 9.92ft 13 10ft 9.75ft

Crane NSWC 8-May-2019 Jacobs Engineering Job No: FDWD3710 Boring ID: B-11 Logged By: James Munson Drilled By: Chris Brummage

RC# Recovery RQD 13 10ft 9.75ft 14 9.83ft 9ft 15 10ft 10ft

15 10ft 10ft 16 9.92ft 9.33ft 17 9.50ft 8.08ft

17 9.50ft 8.08ft 18 9.58ft 7.21ft 19 10ft 7.13ft

19 10ft 7.13ft 20 10ft 10ft

May 10, ** LABORATORY ANALYSIS- RADON CONTENT

REPORT ** Pg 1 of 1

P7224 / ALEX CONLEY / TERRACON

Kit # pCi/L Hours Started Ended Analyzed NOTES MST% °F 3503896 6.1 25 2019-05-06 @ 4:00 pm 2019-05-07 @ 5:00 pm 2019-05-10 18.7% 80 3503897 14.6 25 2019-05-06 @ 3:00 pm 2019-05-07 @ 4:00 pm 2019-05-10 20.9% 80

Air Chek 1936 Butler Bridge Rd, Mills River, NC 28759-3892 Phone: (828) 684-0893 Fax: (828) 684-8498

Geotechnical Design Report Underwater Launch Test Facility Crane, Indiana

Appendix G. Seismic Design Maps

7/3/2019 U.S. Seismic Design Maps https://seismicmaps.org 1/4

Latitude, Longitude: 38.8906, -86.8643

Date 7/3/2019, 2:51:29 PM

Design Code Reference Document ASCE7-10

Risk Category II

Site Class C - Very Dense Soil and Soft Rock

Type Value Description SS 0.29 MCER ground motion. (for 0.2 second period)

S1 0.124 MCER ground motion. (for 1.0s period)

SMS 0.348 Site-modified spectral acceleration value

SM1 0.208 Site-modified spectral acceleration value

SDS 0.232 Numeric seismic design value at 0.2 second SA

SD1 0.139 Numeric seismic design value at 1.0 second SA

Type Value Description SDC C Seismic design category

Fa 1.2 Site amplification factor at 0.2 second

Fv 1.676 Site amplification factor at 1.0 second https://seismicmaps.org 2/4

Type Value Description

PGA 0.144 MCEG peak ground acceleration

FPGA 1.2 Site amplification factor at PGA

PGAM 0.172 Site modified peak ground acceleration

TL 12 Long-period transition period in seconds

SsRT 0.29 Probabilistic risk-targeted ground motion. (0.2 second)

SsUH 0.324 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration

SsD 1.5 Factored deterministic acceleration value. (0.2 second)

S1RT 0.124 Probabilistic risk-targeted ground motion. (1.0 second)

S1UH 0.145 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.

S1D 0.6 Factored deterministic acceleration value. (1.0 second)

PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration)

CRS 0.894 Mapped value of the risk coefficient at short periods

CR1 0.857 Mapped value of the risk coefficient at a period of 1 s https://seismicmaps.org 3/4

DISCLAIMER

While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output

MCER Response Spectrum

Sa(g)

0 5 10 0.0

0.1

0.2

0.3

0.4

Period, T (sec)

S a( g)

Design Response Spectrum

Sa(g)

0 5 10 0.0

0.1

0.2

0.3

Period, T (sec)

S a( g) https://seismicmaps.org 4/4 of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie.

6/12/2019 U.S. Seismic Design Maps https://seismicmaps.org 1/2

ULTF Crane Naval Air Warfare Center Latitude, Longitude: 38.8906, -86.8643

Date 6/12/2019, 9:56:27 AM

Design Code Reference Document ASCE7-16

Risk Category II

Site Class B - Rock

Type Value Description SS 0.294 MCER ground motion. (for 0.2 second period)

S1 0.119 MCER ground motion. (for 1.0s period)

SMS 0.265 Site-modified spectral acceleration value

SM1 0.096 Site-modified spectral acceleration value

SDS 0.177 Numeric seismic design value at 0.2 second SA

SD1 0.064 Numeric seismic design value at 1.0 second SA

Type Value Description SDC B Seismic design category

Fa 0.9 Site amplification factor at 0.2 second

Fv 0.8 Site amplification factor at 1.0 second

PGA 0.156 MCEG peak ground acceleration

FPGA 0.9 Site amplification factor at PGA

PGAM 0.14 Site modified peak ground acceleration

TL 12 Long-period transition period in seconds

SsRT 0.294 Probabilistic risk-targeted ground motion. (0.2 second)

SsUH 0.313 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration

SsD 2.611 Factored deterministic acceleration value. (0.2 second)

S1RT 0.119 Probabilistic risk-targeted ground motion. (1.0 second)

S1UH 0.134 Factored uniform-hazard (2% probability of exceedance in 50 years) spectral acceleration.

S1D 0.831 Factored deterministic acceleration value. (1.0 second)

PGAd 1.396 Factored deterministic acceleration value. (Peak Ground Acceleration)

CRS 0.941 Mapped value of the risk coefficient at short periods

CR1 0.889 Mapped value of the risk coefficient at a period of 1 s

6/12/2019 U.S. Seismic Design Maps https://seismicmaps.org 2/2

DISCLAIMER

While the information presented on this website is believed to be correct, SEAOC /OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy. The material presented in this web application should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. SEAOC / OSHPD do not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the seismic data provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the search results of this webstie.

MCER Response Spectrum

Sa(g)

0 5 10 0.0

0.1

0.2

0.3

Period, T (sec)

S a( g)

Design Response Spectrum

Sa(g)

0 5 10 0.00

0.05

0.10

0.15

0.20

Period, T (sec)

S a( g)

Appendix H. SLIDE Output

1.61.61.61.6

Material Name Color Unit Weight (lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - LT 125 Mohr-Coulomb 90 28 Water Surface

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60 80

Analysis Description North Wall - Long Term - Circle Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

Crane Naval Base ULTF

SLIDEINTERPRET 8.026

1.51.51.51.5

(lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - LT 125 Mohr-Coulomb 90 28 Water Surface

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60

Analysis Description North Wall - Long Term - Block Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

3.03.03.03.0

(lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - ST 125 Mohr-Coulomb 1200 0 None

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60

Analysis Description North Wall - Short Term - Circle Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

2.42.42.42.4

(lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - ST 125 Mohr-Coulomb 1200 0 None

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60

Analysis Description North Wall - Short Term - Block Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

2.72.72.72.7

(lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - ST 125 Mohr-Coulomb 1200 0 None

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

0.086

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60

Analysis Description North Wall - Seismic - Circle Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

2.12.12.12.1

(lbs/ 3) Strength Type Cohesion

(psf) Phi

(deg) Water Surface

Block 150 Infinite strength Water Surface

Backfill 135 Mohr-Coulomb 0 35 Water Surface

In-situ Soil - ST 125 Mohr-Coulomb 1200 0 None

Bedrock 145 Infinite strength Water Surface

11 ft

11 ft

45°

18°

0.086

Safety Factor 0.0 0.3 0.5 0.8 1.0 1.3 1.5 1.8 2.0 2.3 2.5 2.8 3.0 3.3 3.5 3.8 4.0 4.3 4.5 4.8 5.0 5.3 5.5 5.8 6.0+

-80 -60 -40 -20 0 20 40 60

Analysis Description North Wall - Seismic - Block Company JacobsScale 1:200Drawn By N. Roth File Name Retaining Walls.slmdDate 7/10/2019

Project

Appendix I. Launch Test Pit Calculations

Project: NSA Crane Underwater Launch Test Facility Job No.: FDWD3710 Subject: Geotechnical Calculations for Launch Pit

Geotechnical Calculations

Page

1. Slurry Wall Analysis with No Fill above Ground 1

1). Analysis Summary 2

2). Global Stability Analysis 9

3). Shoring Analysis 19

4). Launch Pit Option 2B 137

5). RocLab Analysis 138

6). Soil/Rock Profiles 148

2. Slurry Wall Analysis Checking with 6.25 Feet Fill above Ground 157

1). Analysis Summary 158

2). Global Stability Analysis 165

3). Shoring Analysis 164

4). Surcharge Information above Ground 179

09/25/2019

Project: NSA Crane Underwater Launch Test Facility Job No.: FDWD3710 Subject: Geotechnical Calculations for Launch Pit

Page

1. Slurry Wall Analysis with No Fill above Ground 1 1). Analysis Summary 2

2). Global Stability Analysis 9

3). Shoring Analysis 19

4). Launch Pit Option 2B 137

5). RocLab Analysis 138

6). Soil/Rock Profiles 148

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 2/7/2019 6/10/2019 7/24/2019 8/4/2019 Job No.: FDWD3710 Checked by: NJR 9/24/2019 Subject: Preliminary Launch Pit Design

Slurry Wall with Soil Anchors For Top Down Construction Schedule Only References

AASHTO LRFD Bridge Design Specifications, 2012.

FHWA GEC-04 Ground Anchors and Anchored Systems, June 1999.

Design of Sheet Pile Walls, EM 1110-2-2504 (March 1994), US Army Corps of Engineers.

Rock Foundations, EM 1110-1-2908, US Army Corps of Engineers.

Assumptions:

Diaphragm Wall:

fc'= 4 ksi Unit Weight g = 150 pcf

Poisson's Ratio ν = 0.15 Thick t = 3 ft

Width b = 1 ft Ec' = 3,640 ksi

= 5.2416E+08 psf Cross-section Arear As = 3 ft2

I =bt3/12 = 2.2500 ft4

= 46,656 in4

Groundwater Elevation:

Outside Wall: 649 ft

Soil Profile:

Generalized Soil/Rock Profile

Elev. Depth Elev. Depth c' ϕ' Equiv. Φ Layer (ft) (ft) (ft) (ft) (pcf) (psf) (deg.) (deg.) (ksf) (psi) (ksf)

0 Overburden Soil 719 0 706 13 120 0 32 32 600 13.89 2.0 1 Weathered Sandstone 706 13 702 17 140.5 2500 63 70 34,011 40.97 5.9 2 Severaly Weathered Shale to Clay 702 17 697 22 130 0 32 32 600 13.89 2.0 3 Weathered Shale 697 22 691 28 151.5 650 36 42 1,701 18.75 2.7 4 Shale Interbedded with Sandstone - Churned 691 28 684 35 153 2400 53 59 13,959 55.56 8.0 5 Sandstone Interbedded with Shale - Churned 684 35 651 68 149.5 4700 52 59 27,173 76.39 11.0 6 Shale and Coal 651 68 647 72 139.5 1600 35 40 4,242 55.56 8.0 7 Sandstone 647 72 621 98 133 6000 55 61 40,408 138.89 20.0 8 Turbidites and/or Shale 621 98 610 109 145.5 1700 31 37 2,676 62.50 9.0 9 Sandstone 610 109 603 116 152 7100 55 61 51,277 138.89 20.0

10 Shale Interbedded with Sandstone-Wavy Bedding 603 116 586 133 147 5800 49 55 27,001 138.89 20.0 11 Shale and Claystone 586 133 570 149 156 2100 30 36 3,413 76.39 11.0

Note: * c' and ϕ' are the design Mohr-Coulomb parameters of the rock mass. Equi. Φ is a conservative friction angle with a cohesion of zero.

Ult. Bond Strength

Description

Soil/Rock Top Bottom

ϒ Mohr-Coulomb Design Parameters*

E

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 2/7/2019 6/10/2019 7/24/2019 8/4/2019

Subject: Preliminary Launch Pit Design

Wall and Anchor Configuration El (ft) Depth (ft) Anchor Vert.

Spacing (ft) El (ft) Depth(ft) Layer No. Description

719 719 0 706 13 0 Overburden Soil

704 15 15 702 17 1 Weathered Sandstone

697 22 2 Severaly Weathered Shale to Clay 691 28 3 Weathered Shale 684 35 4 Shale Interbedded with Sandstone - Churned

679 40 25

5 Sandstone Interbedded with Shale - Churned

654 65 25

651 68

647 72 6 Shale and Coal 634 85 20

7 Sandstone 621 98

619 100 15 8 Turbidites and/or Shale

610 109 607 112 12

603 116 9 Sandstone 598 121 9

590 129 8 10 Shale Interbedded with Sandstone-Wavy Bedding 586 133

582 137 8 11 Shale and Claystone

574 145 8

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 2/7/2019 6/10/2019 7/24/2019 8/4/2019

Subject: Preliminary Launch Pit Design

Analysis

1. Anchor Force Estimation

Software: Shoring Suite Version 8.5C developed by CivilTech Software, Inc.

Earth/Rock Pressure Distribution

Cantilever and one level anchor cases: Triangular envelope was assumed;

Multilevel anchor cases: trapezoid envelope was assumed

Live Load Surcharge:

A surcharge of 200 psf was assumed on the ground surface during operation period.

Embedment Depth in Rock Embedment depth in rock is estimated based on a factor of safety of 1.5 on passive resistance for the following case:

All anchors are installed and excavate to the bottom elevation of the base slab: 582 ft Results: Minimum Embedment Depth = 6.9 ft

Take 8 ft Elev. = 574 ft

Shoring Analysis Design anchor forces are estimated based on a factor of safety of 1.0 on passive resistance for the following case:

All anchors are installed and excavate to the bottom elevation of the base slab. The wall embedment depth determined above is used.

Design Strength Parameters Hole Diameter (in): 8 FOS for Bond Strength: 2

(ksi) (ksi) Bar E = 29,000 ksi 75 1.67 44.9 = 4,176,000 ksf

150 1.67 89.8 270 1.67 35.2 k/Str.

Anchor Force Estimation from Shoring Analysis at End of Excavation FS=1.0 Using Equivalent ϕ'

Operation H=17ft H=42ft H=67ft H=87ft H=102ft H=114ft H=123ft H=131ft H=137ft H=121ft

Cantilever Row 1

Installed Row 2

Installed Row 3

Installed Row 4

Installed Row 5

Installed Row 6

Installed Row 7

Installed Row 8

Installed Base Slab Installed

(ft) (ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) (k/ft) 1 15 704 - 10.9 18.0 19.3 20.3 22.6 22.0 21.6 20.8 22.6 23.2 23.2 2 40 679 - - 18.9 22.9 26.9 32.6 33.6 34.6 34.2 34.6 33.9 34.6 3 65 654 - - - 22.9 26.6 32.5 33.6 34.9 34.9 34.9 33.7 34.9 4 85 634 - - - - 40.9 36.6 38.9 40.1 40.1 40.9 38.7 40.9 5 100 619 - - - - - 44.4 37.4 42.4 43.5 44.4 38.1 44.4 6 112 607 - - - - - - 49.3 36.1 38.4 49.3 31.9 49.3 7 121 598 - - - - - - - 42.1 32.7 42.1 18.2 42.1 8 129 590 - - - - - - - - 38.6 38.6 38.6

Anchor Type Options:

Fy or Fu FOS Design

Strength

1 - ASTM A615 Grade 75 Threaded Bar 2 - ASTM A722 Grade 150 Threaded 3 - ASTM A416 270 ksi Strands

Anchor No. Depth Elev.

Horizontal Anchor Force Construction Periods

Max Anchor Design Force

0.0 20.0 40.0 60.0

El ev at io n (ft

Horiz. Anchor Force (k/ft)

End of Excavation

Operation Period

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 2/7/2019 6/10/2019 7/24/2019 8/4/2019

Subject: Preliminary Launch Pit Design

Maximum Moment and Shear in Wall from Shoring Analysis at End of Excavation FS=1.0 Using Equivalent ϕ' Operation

H=17ft H=42ft H=67ft H=87ft H=102ft H=114ft H=123ft H=131ft H=137ft H=121ft

Cantilever Row 1

Installed Row 2

Installed Row 3

Installed Row 4

Installed Row 5

Installed Row 6

Installed Row 7

Installed Row 8

Installed Base Slab Installed

(k-ft/ft) 53.7 51.5 55.1 59.9 153.4 103.8 94.2 92.9 92.7 153.4 89.8 (k/ft) 24.9 7.7 11.5 13.0 29.0 25.9 29.1 25.8 22.5 29.1 20.4

Preliminary Anchor Design Parameters

ASTM A416 270 ksi Strands

(ft) (ft) (k/ft) (deg) (ft) (k) (nos) (k) (ksf) (ft) (ft) 1 15 704 23.2 15 8.3 199 6 211 1.06 8.00 24 50 2 40 679 34.6 10 8.3 292 9 316 1.08 11.00 25 15 3 65 654 34.9 15 8.3 300 9 316 1.06 20.00 14 30 4 85 634 40.9 10 8.3 345 10 352 1.02 20.00 16 15 5 100 619 44.4 15 8.3 382 11 387 1.01 15.00 24 30 6 112 607 49.3 10 8.3 416 12 422 1.02 20.00 20 15 7 121 598 42.1 10 8.3 355 11 387 1.09 20.00 17 15 8 129 590 38.6 10 8.3 325 10 352 1.08 13.00 24 15

Rock Anchor Depth of Anchorage Check All the anchors will be anchored in the competent rock. Anchorage depth was checked per EM 1110-1-2908.

1). Single Anchors in Competent Rock D = [(FS)(F)/cp]0.5 Eq. (9-1)

2). Single Row of Anchors in Competent Rock D = (FS)(F)/(cs) Eq. (9-2) where: D = the required depth of anchorage FS = the appropriate factor of safety, for competent rock. FS = 4 c = the rock mass cohesion intercept F = the anchor force required for stability s = anchor spacing

Anchorage Depth Check

(ft) (ft) (ft) (k) (ksf) (ft) (ft) (ft)

1 24 50 8.3 199 8.0 61.9 5.6 OK 12.0 OK

2 25 15 8.3 292 11.0 27.7 5.8 OK 12.8 OK

3 14 30 8.3 300 20.0 37.2 4.4 OK 7.2 OK

4 16 15 8.3 345 20.0 23.2 4.7 OK 8.3 OK

5 24 30 8.3 382 15.0 42.1 5.7 OK 12.3 OK

6 20 15 8.3 416 20.0 24.9 5.1 OK 10.0 OK

7 17 15 8.3 355 20.0 23.5 4.8 OK 8.5 OK

8 24 15 8.3 325 13.0 26.9 5.6 OK 12.1 OK

Item Unit

Construction Periods

Maximum

Note

Maximum Moment Maximum Shear

Anchor No. Depth Elev. Hor. Anchor Design Force

Anchor Design Parameters

Anchor No. Bond Length Free

Stressing Length

Horiz.

Spacing

Design Force, F

Ult. Bond Strength

Min. Bond Length

Free Stressing

Length Inclin. Angle Horiz.

Spacing Design Force

Min. Nos of Strands

Max Design Strength CDR

Required Min. D NoteCohesion, C Design D

Single Anchors Single Row Anchors Required

Min. D

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 2/7/2019 6/10/2019 7/24/2019 8/4/2019

Subject: Preliminary Launch Pit Design

2. Global Stability Analysis Global stability analysis was performed for different construction stages for Option 2 - Strand Anchors.

Factor of Safety (FOS) Criteria Obtained

1 1.3 2.11 OK

2 1.3 2.72 OK

3 1.3 2.70 OK

4 1.3 3.08 OK

5 1.3 2.52 OK

6 1.3 2.63 OK

7 1.3 2.21 OK

8 1.3 1.81 OK

9 1.3 1.60 OK

10 1.5 2.42 OK

Recommendations

Hole Diameter: 8 in ASTM A416 Strands: Ultimate Strength Fu = 270 ksi

Section Area per Strand: As = 0.217 in2

Ultimate Strength per Strand: Pu = 58.59 k Resistance Factor: 0.6 Design Force per Strand: 35.15 k

Recommendations for Option 2 - ASTM A416 270 ksi Strands

(ft) (ft) (k/ft) (deg) (ft) (k) (ksf) (Nos) (ft) (Nos) (k) (k) (ft) (ft) (ft) 1 15 704 23.2 15 8.3 199 8.00 6 23.8 7 246 205 50 25 75 2 40 679 34.6 10 8.3 292 11.00 9 25.3 9 316 292 15 25 40 3 65 654 34.9 15 8.3 300 20.00 9 14.3 9 316 300 30 25 55 4 85 634 40.9 10 8.3 345 20.00 10 16.5 12 422 352 15 25 40 5 100 619 44.4 15 8.3 382 15.00 11 24.3 12 422 382 30 25 55 6 112 607 49.3 10 8.3 416 20.00 12 19.8 12 422 416 15 25 40 7 121 598 42.1 10 8.3 355 20.00 11 16.9 12 422 355 15 25 40 8 129 590 38.6 10 8.3 325 13.00 10 23.9 12 422 352 15 25 40

Note: Free stressing length does not include the length within the wall. Anchor length starts from the back of the wall.

Stage Condition Note

Before Row 1 Anchor Installed Row 1 Anchor Installed

Nos of Strand per

Anchor

Max Design Force

Row 8 Anchor Installed

Row 2 Anchor Installed Row 3 Anchor Installed Row 4 Anchor Installed Row 5 Anchor Installed Row 6 Anchor Installed Row 7 Anchor Installed

Lock-off Loads

Free Stressing Length*

Base Slab Installed

Anchor Design Parameters

Anchor No. Depth Elev.

Hor. Anchor

Design Force

Inclin. Angle Horiz.

Spacing

Design Force

Ult. Bond Strength Bond Length Total Anchor

Length*

Number of Strands per

Anchor

Required Min Bond

Length

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 6/8/2019 7/22/2019 8/3/2019

Subject: Rock Parameter Estimation

References:

- Hoek, E., Carranza-Torres, C.T., and Corkum, B. (2002), Hoek-Brown failure criterion – 2002 edition. Proc. North American Rock Mechanics Society meeting in Toronto in July 2002

- Hoek, E and Diederichs, M.S. (2006), Empirical estimation of rock mass modulus. International Journal of Rock Mechanics and Mining Sciences, 43, 203–215

- Stratigraphy Analsyis and Rock parameters provided by Kevin Puetz and Tony Stein on 7/11/2019.

Generalized Soil/Rock Profile:

Assumptions:

Water Unit Weight: 62.4 pcf Ground Surface Elev.: 719 ft Groundwater Elev.: 649 ft

Generalized Soil/Rock Profile Top El. Bott. El. Top Depth Bott. Depth Qu GSI mi MR g Max H Qu ∆s' s' Ave. g

Layer (ft) (ft) (ft) (ft) (psi) (pcf) (ft) (ksf) (psf) (psf) (pcf) 0 Overburden Soil 719 706 0 13 - - - - 120 13 - 1,560 1,560 120 1 Weathered Sandstone 706 702 13 17 3,842 45 17 275 140.5 17 553 562 2,122 125 2 Severaly Weathered Shale to Clay 702 697 17 22 — N/A 11 235 130 22 - 650 2,772 126 3 Weathered Shale 697 691 22 28 1,427 18 6 200 151.5 28 205 909 3,681 131 4 Shale Interbedded with Sandstone - Churned 691 684 28 35 3,173 37 11 235 153 35 457 1,071 4,752 136 5 Sandstone Interbedded with Shale - Churned 684 651 35 68 4,386 42 11 235 149.5 68 632 4,934 9,686 142 6 Shale and Coal 651 647 68 72 4,042 15 6 200 139.5 72 582 433 10,119 141 7 Sandstone 647 621 72 98 4,564 45 17 275 133 98 657 1,836 11,954 122 8 Turbidites and/or Shale 621 610 98 109 2,034 20 6 200 145.5 109 293 914 12,868 118 9 Sandstone 610 603 109 116 4,213 50 17 275 152 116 607 627 13,496 116

10 Shale Interbedded with Sandstone-Wavy Bedding 603 586 116 133 4,359 42 11 235 147 133 628 1,438 14,934 112 11 Shale and Claystone 586 570 133 149 1,782 24 11 235 156 149 257 1,498 16,431 110

Estimation of Rock Mass Parameters

Estimation of Rock Mass Parameters by RocLab

Top El. Bott. El. mb s a c' ϕ' c' ϕ' c' ϕ' Layer (ft) (ft) (pcf) (ksf) (ksf) (deg.) (psf) (deg.) (psf) (psi) (psf) (deg.)

0 719 706 120 600 0.00 32 0 32 2,000 13.9 0 32 1 706 702 140.5 34,011 2.384 2.20E-03 0.508 2.79 63.6 2,500 63 5,900 41.0 0 70 2 702 697 130 600 0.00 32 0 32 2,000 13.9 0 32 3 697 691 151.5 1,701 0.321 0.0001 0.55 0.66 36.86 650 36 2,700 18.8 0 42 4 691 684 153 13,959 1.159 0.0009 0.514 2.45 53.42 2,400 53 8,000 55.6 0 59 5 684 651 149.5 27,173 1.386 0.0016 0.51 4.77 52.23 4,700 52 11,000 76.4 0 59 6 651 647 139.5 4,242 0.288 0.0001 0.561 1.61 35.24 1,600 35 8,000 55.6 0 40 7 647 621 133 40,408 2.384 0.0022 0.508 6.13 55.35 6,000 55 20,000 138.9 0 61 8 621 610 145.5 2,676 0.345 0.0001 0.544 1.74 31.65 1,700 31 9,000 62.5 0 37 9 610 603 152 51,277 2.851 0.0039 0.506 7.18 55.25 7,100 55 20,000 138.9 0 61

10 603 586 147 27,001 1.386 0.0016 0.51 5.84 49.33 5,800 49 20,000 138.9 0 55 11 586 570 156 3,413 0.398 0.0002 0.533 2.18 30.81 2,100 30 11,000 76.4 0 36

Soil/Rock Description

Shale and Claystone

Sandstone

Shale Interbedded with Sandstone-Wavy Bedding

Overburden Soil

Soil/Rock Elevation

Turbidites and/or Shale

Description

Hoek-Brown Parameters Mohr-Coulomb Fit

Sandstone

Weathered Sandstone

Severaly Weathered Shale to Clay

Weathered Shale

Shale Interbedded with Sandstone - Churned

Sandstone Interbedded with Shale - Churned

Shale and Coal g Rock

Mass E Mohr-Coulomb Design Ultimate

Bond Strength Equiv. Mohr-

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019NSA Crane Launch Pit Preliminary Analysis 08042019

Project: NSA Crane Underwater Launch Test Facility Authored by: ZW 6/8/2019 7/22/2019 8/3/2019

Subject: Rock Parameter Estimation

0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000

El ev at io n (ft

Ultimate Bond Strength (psf)

Design RocLab Estimation PTI Lower Bound PTI Upper Bound PTI Average Anchor Elev.

Weathered Sandstone

Severaly Weathered Shale to Clay

Weathered Shale

Shale Interbedded with Sandstone - Churned

Shale and Coal

Sandstone

Turbidites and/or Shale

Sandstone

Shale Interbedded with Sandstone-Wavy Bedding

Sandstone Interbedded with Shale - Churned

Shale and Claystone

0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000

El ev at io n (ft

Effective Earth/Rock Pressure Distribution (psf)

Active Pressure At-rest Pressure Apparent Earth Pressure

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\NSA Crane Launch Pit Preliminary Analysis 08042019NSA Crane Launch Pit Preliminary Analysis 08042019

2.11

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

No Anchor Installed

Spencer Method

200 psf

8.3 75.000003 0 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,00008.3

55 20,00008.3

40 20,00008.3

55 15,00008.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.72

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 1 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,00008.3

55 20,00008.3

40 20,00008.3

55 15,00008.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.70

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 2 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,00008.3

40 20,00008.3

55 15,00008.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

3.08

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 3 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,00008.3

55 15,00008.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.52

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 4 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,000258.3

55 15,00008.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.63

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 5 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,000258.3

55 15,000258.3

40 20,00008.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.21

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 6 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,000258.3

55 15,000258.3

40 20,000258.3

40 08.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

1.81

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 7 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,000258.3

55 15,000258.3

40 20,000258.3

40 258.3 40 13,00008.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

1.60

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and Claystone

Row 8 Anchor Installed

Spencer Method

200 psf

8.3 75.000003 25 8,0001

Anchor Row

Horiz.

Spacing (ft)

Total Length (ft)

Bond Length (ft)

Ulti. Bond Strength (psf)

40.000002 11,000258.3

55 20,000258.3

40 20,000258.3

55 15,000258.3

40 20,000258.3

40 258.3 40 13,000258.3

Nos. of Strands

20,000

Distance (ft) -200 -180 -160 -140 -120 -100 -80 -60 -40 -20 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300

El ev at io n (ft

El ev at io n (ft

2.42

Name: Concrete Model: Mohr-Coulomb Unit Weight: 145 pcf Cohesion': 10,000 psf Phi': 0 ° Name: 0_Overburdern Model: Mohr-Coulomb Unit Weight: 120 pcf Cohesion': 0 psf Phi': 32 ° Name: 1_Weathered Sandstone Model: Shear/Normal Fn. Unit Weight: 140.5 pcf Strength Function: Layer 1_Hoek Brown Name: 2_Severaly Weathered Shale to Clay Model: Mohr-Coulomb Unit Weight: 130 pcf Cohesion': 0 psf Phi': 32 ° Name: 3_Weathered Shale Model: Shear/Normal Fn. Unit Weight: 151.5 pcf Strength Function: Layer 3_Hoek Brown Name: 4_Shale Interbedded with Sandstone - Churned Model: Shear/Normal Fn. Unit Weight: 153 pcf Strength Function: Layer 4_Hoek Brown Name: 5_Sandstone Interbedded with Shale - Churned Model: Shear/Normal Fn. Unit Weight: 149.5 pcf Strength Function: Layer 5_Hoek Brown Name: 6_Shale and Coal Model: Shear/Normal Fn. Unit Weight: 139.5 pcf Strength Function: Layer 6_Hoek Brown Name: 7_Sandstone Model: Shear/Normal Fn. Unit Weight: 133 pcf Strength Function: Layer 7_Hoek Brown Name: 8_Turbidites and/or Shale Model: Shear/Normal Fn. Unit Weight: 145.5 pcf Strength Function: Layer 8_Hoek Brown Name: 9_Sandstone Model: Shear/Normal Fn. Unit Weight: 152 pcf Strength Function: Layer 9_Hoek Brown Name: 10_Shale Interbedded with Sandstone-Wavy Bedding Model: Shear/Normal Fn. Unit Weight: 147 pcf Strength Function: Layer 10_Hoek Brown Name: 11_Shale and Claystone Model: Shear/Normal Fn. Unit Weight: 156 pcf Strength Function: Layer 11_Hoek Brown

NSA Crane Underwater Launch Test Facility

8_Turbidites and/or Shale

By: ZW 08/04/2019

9_Sandstone

G:\TPW\NSA Crane\600disc\Geotech\Launch Pit Design\Analysis 08042019\SLOPE W_Strands Option_Rev08042019\Global_Hoek Brown.gsz

0_Overburdern

1_Weathered Sandstone 2_Severaly Weathered Shale to Clay 3_Weathered Shale 4_Shale Interbedded with Sandstone - Churned

5_Sandstone Interbedded with Shale - Churned

6_Shale and Coal

7_Sandstone

Note: Anchor bond zone diameter = 8"

10_Shale Interbedded with Sandstone-Wavy Bedding

11_Shale and…