B08_-_Attachment_3_-_ALPO-Staple_Bend_Tunnel-Technical_Reports.pdf

STATEMENT OF STRUCTURAL TESTS AND SPECIAL INSPECTIONS

NPS DSC Statement of Structural Tests & Special Inspections IBC 2024 PARK/PMIS page 1 of 24

Statement of Structural Tests and Special Inspections National Park Service (NPS) - Denver Service Center (DSC) | 8-22-24

Park: Allegheny Portage Railroad National Historic Site (ALPO), Staple Bend Tunnel

Project Management Information System (PMIS) Number: 215161

Project Name: Staple Bend Tunnel Stabilization Project

Geotechnical Engineering Firm: Tetra Tech, Inc.

This Statement of Structural Tests and Special Inspections is being submitted as required by Chapter 17 of the 2024 International Building Code (IBC 2024). It includes the following:

1. Seismic requirements – Not Applicable

2. Wind requirements – Not Applicable

3. Qualification Requirements for Inspectors and Testing Technicians

4. Listing of Required Structural Tests and Special Inspections

The Construction Contractor’s Quality Control Supervisor will provide copies of all special inspection reports and associated documentation to the Contracting Officer (CO). The Construction Contractor will be required to correct all deficiencies discovered in the Special Inspection and Structural Testing program.

Prepared By: __________Sarah R.P. Garland__________________________________________ (Type or print name)

Signature: ____________________________________________________ Date: _8/4/2025______

Stamped by Professional Engineer (PE) or Structural Engineer (SE)

08/04/2025

PARK/PMIS page 2 of 24

Seismic and Wind Requirements

Seismic Requirements, IBC 2024 Section 1704.3

Description of seismic-force-resisting system and designated seismic systems subject to special inspections:

Not Applicable

Wind Requirements, IBC 2024 Section 1704.3

Description of wind-force-resisting system and designated wind systems subject to special inspections:

Not Applicable

PARK/PMIS page 3 of 24

Instructions:

1. Under Listing of Required Structural Tests and Special Inspections:

a. Required? - Place an X for all Special Inspections and Tests required for this project.

b. Required Qualifications - Provide qualifications for the special inspector, using the

Qualification Requirements for Inspector and Testing Technicians list below, for all required Structural Tests and Special Inspections.

c. Continuous - If marked with an X, continuous special inspection shall be as defined in Chapter

2, IBC 2024.

d. Periodic - If marked with an X, provide the minimum number of tests, i.e. 20% of all field welds, or the amount of work to be inspected (e.g. 10% of all wall surfaces).

2. Attach completed Statement of Structural Tests and Special Inspections to the end of NPS DSC Division 1 Specifications Section 01 40 00 Quality Requirements.

Qualification Requirements for Inspectors and Testing Technicians

PE/SE Structural Engineer – licensed PE or SE specializing in the design of buildings and structures PE/GE Geotechnical Engineer – licensed PE specializing in soil mechanics and foundations EIT Engineer-In-Training – graduate engineer who has passed the Fundamentals of engineering examination

American Concrete Institute (ACI) Certification

ACI-CCSI Concrete Construction Special Inspector ACI-LTT Concrete Laboratory Testing Technician Level 1 or 2 ACI-STT Concrete Strength Testing Technician ACI-FTT Concrete Field Testing Technician – Grade I

American Society of Non-Destructive Testing (ASNT) Certification

Non-Destructive Testing Technician – Level II or III

American Welding Society (AWS) Certification

AWS-CWI Certified Welding Inspector

Exterior Design Institute (EDI) Certification

EDI-EIFS Certified EIFS inspector

International Code Council (ICC) Certification

ICC-PCSI Prestressed Concrete Special Inspector ICC-RCSI Reinforced Concrete Special Inspector ICC-SSI Soils Special Inspector ICC-SFSI Spray-applied Fireproofing Special Inspector ICC-SMSI Structural Masonry Special Inspector ICC-SSBSI Structural Steel and Bolting Special Inspector ICC-SWSI Structural Welding Special Inspector

National Institute for Certification in Engineering Technologies (NICET) Certification

NICET-CT Concrete Technician – Levels I, II, III and IV NICET-GET Geotechnical Engineering Technician - Levels I, II, III and IV NICET-ST Soils Technician - Levels I, II, III and IV

PARK/PMIS page 13 of 24

R eq u ir ed

Structural Test or Special Inspection Required

Qualifications

C o n ti n u o u s

P er io d ic Frequency of

Periodic Test or Inspection

1. Inspect reinforcing steel, including prestressing tendons, and verify placement.

X

2. Inspection of reinforcing steel welding

a. Verify weldability of reinforcing bars other than ASTM A706.

X

b. Inspect welding of reinforcement for special moment frames, boundary elements of special structural walls and coupling beams.

X

c. Inspect welded reinforcement splices. X

d. Inspect welding of primary tension reinforcement in corbels.

X

e. Inspect single pass fillet welds, maximum 5/16 inch.

X

f. Inspect all other weds. X

X 3. Inspection of anchors cast in concrete. NICET-GET X PER ANCHOR

4. Inspection of anchors post-installed in hardened concrete members.

a. Adhesive anchors installed in horizontally or upwardly inclined orientations to resist sustained tension load.

X

b. Mechanical anchors and adhesive anchors not defined in 4a.

X

X 5. Verify use of approved design mix. ACI-FTT X 1

X

6. Prior to placement fabricate specimens for strength tests, perform slump and air content tests, and determine the temperature of the concrete.

ACI-FTT

X

1/150 CY

X

7. Inspect concrete and shotcrete placement for proper application techniques.

ACI-FTT

X

8. Inspect for maintenance of specified curing temperature and techniques.

X

9. Inspection of prestressed concrete:

a. Application of prestressing forces. X

PARK/PMIS page 14 of 24

R eq u ir

Qualifications

C o n ti n u o u s

P er io d ic Frequency of

Periodic Test or Inspection

b. Grouting of bonded prestressing tendons in the seismic-force-resisting system.

X

10. Erection of precast structural members. X

11. For precast concrete diaphragm connections or reinforcement at joints classified as moderate or high deformability elements (MDE or HDE) in structures assigned to Seismic Design Category C, D, E, or F, inspect such connections and reinforcement in the field for:

a. Installation of the embedded parts. X

b. Completion of the continuity of reinforcement across joints.

X

c. Completion of connections in the field. X

12. Inspect installation tolerances of precast concrete diaphragm connections for compliance with ACI 550.5 (American Concrete Institute).

X

13. Verification of in-situ concrete strength, prior to stressing of tendons in post-tensioned concrete and prior to removal of shores and forms from beams and structural slabs.

X

14. Inspection formwork for shape, location and dimensions of the concrete member being formed.

X

Masonry Construction (IBC 2024 Section 1705.4)

1. Inspect masonry construction in accordance with IBC 2024 Section 1705.4 and TMS 402-22 and TMS 602-22 (The Masonry Society).

Level 1 Quality Assurance

Verification Requirements:

X

1. Prior to construction, verification of compliance of submittals.

NICET-GET

X

AS NEEDED

Level 2 Quality Assurance

Verification Requirements:

PARK/PMIS page 15 of 24

R eq u ir

Qualifications

C o n ti n u o u s

P er io d ic Frequency of

Periodic Test or Inspection

X

1. Prior to construction, verification of comliance submittals.

NICET-GET

X

AS NEEDED

2. Prior to construction, verification of f’m and f’AAC except where specifically exempted by the code.

X

3. During construction, verification of slump flow and Visual Stability Index (VSI) when self-consolidating grout is delivered to the project site in accordance with TMS 602-22 Specification Article 1.5 & 1.6.3.

X

Inspection Tasks:

1. As masonry construction begins, verify the following are in compliance:

X a. Proportions of site-prepared mortar. NICET-GET X AS NEEDED

b. Grade and size of prestressing tendons and anchorages.

X

c. Grade, type and size or reinforcement, connectors, anchor bolts, and prestressing tendons and anchorages.

d. Prestressing technique. X

e. Properties of thin-bed mortar for AAC (autoclaved aerated concrete) masonry.

X X

Continuous inspection is required for the first 5000 square feet of AAC masonry.

Periodic inspection is required after the first 5000 square feet of AAC masonry.

X f. Sample panel construction. NICET-GET X PER PANEL

2. Prior to grouting, verify the following are in compliance:

a. Grout space. X

PARK/PMIS page 16 of 24

R eq u ir

Qualifications

C o n ti n u o u s

P er io d ic Frequency of

Periodic Test or Inspection

b. Placement of prestressing tendons and anchorages.

X

c. Placement of reinforcement, connectors, and anchor bolts.

d. Proportions of site-prepared grout and prestressing grout for bonded tendons.

3. Verify the compliance of the following during construction:

NICET-GET

a. Materials and procedures with the approved submittals.

NICET-GET

X

X

b. Placement of masonry units and mortar joint construction.

NICET-GET

X

X c. Size and location of structural members. NICET-GET X AS NEEDED

X

d. Type, size and location of anchors, including other details of anchorage of masonry to structural members, frames, or other construction.

NICET-GET

X

AS NEEDED

X e. Welding of reinforcement. NICET-GET X AS NEEDED

X

f. Preparation, construction and protection of masonry during cold weather (temperature below 40 degrees Fahrenheit) or hot weather (temperature above 90 degrees Fahrenheit).

NICET-GET

AS NEEDED

g. Application and measurement of prestressing force.

h. Placement of grout and prestressing grout for bonded tendons is in compliance.

NICET-GET

X

AS NEEDED

X

i. Placement of AAC masonry units and construction of thin-bed mortar joints.

X X

Continuous inspection is required for the first 5000 square feet of AAC masonry.

Periodic inspection is required after the first 5000 square feet of AAC masonry.

PARK/PMIS page 17 of 24

R eq u ir

Qualifications

C o n ti n u o u s

P er io d ic Frequency of

Periodic Test or Inspection

X

4. Observe preparation of grout specimens, mortar specimens and/or prisms.

NICET-GET

X

Level 3 Quality Assurance

Verification Requirements:

X

1. Prior to construction, verification of compliance of submittals.

NICET-GET

X

2. Prior to construction, verification of f’m and f’AAC except where specifically exempted by the Code.

X

3. During construction, verification of Slump flow and Visual Stability Index (VSI) when self-consolidating grout is delivered to the project site in accordance with TMS 602-22 Specification Article 1.5 & 1.6.3.

X

4. During construction, verification of f’m and f’AAC for every 5000 square feet.

X

5. During construction, verification of proportions of materials as delivered to the project site for premixed or preblended mortar, prestressing grout, and grout other than self-consolidating grout.

X

Inspection Tasks:

1. As masonry construction begins, verify the following are in compliance:

a. Proportions of site-prepared mortar. X

X

b. Grade and size of reinforcement, connectors, anchor bolts, and prestressing tendons and anchorages.

NICET-GET

X

PER GROUP

INSTALLED

X

c. Grade, type and size or reinforcement, connectors, anchor bolts, and prestressing tendons and anchorages.

NICET-GET

X

PER GROUP

INSTALLED

d. Prestressing technique. X

e. Properties of thin-bed mortar for AAC (autoclaved aerated concrete) masonry.

X f. Sample panel construction. NICET-GET X 1

DESIGN CALCULATIONS

N

S

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Kinematic Analysis Planar Sliding

Slope Dip 90

Slope Dip Direction 105

Friction Angle 35°

Lateral Limits 20°

Critical Total %

Planar Sliding (All) 11 124 8.87%

Planar Sliding (Set 3: Jnt 3) 4 12 33.33%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Hemisphere Lower

Projection Equal Angle

Analysis Description Planar Sliding -105 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

DIPS 8.027

FIGURE B-1

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Critical Intersection

Kinematic Analysis Wedge Sliding

Slope Dip 90

Slope Dip Direction 105

Friction Angle 35°

Critical Total %

Wedge Sliding 0 200 0.00%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Intersection Mode Set 1: Bedding Jnt vs Set 2:

Intersections Count 200

Hemisphere Lower

Projection Equal Angle

Analysis Description Wedge Sliding -105 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

FIGURE B-2

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Kinematic Analysis Flexural Toppling

Slope Dip 90

Slope Dip Direction 105

Friction Angle 35°

Lateral Limits 30°

Critical Total %

Flexural Toppling (All) 17 124 13.71%

Flexural Toppling (Set 3: Jnt 3) 2 12 16.67%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Hemisphere Lower

Projection Equal Angle

Analysis Description Toppling -105 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

FIGURE B-3

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Kinematic Analysis Planar Sliding

Slope Dip 90

Slope Dip Direction 285

Friction Angle 35°

Lateral Limits 20°

Critical Total %

Planar Sliding (All) 11 124 8.87%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Hemisphere Lower

Projection Equal Angle

Analysis Description Planar Sliding -285 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

FIGURE B-4

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Critical Intersection

Kinematic Analysis Wedge Sliding

Slope Dip 90

Slope Dip Direction 285

Friction Angle 35°

Critical Total %

Wedge Sliding 0 200 0.00%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Intersection Mode Set 1: Bedding Jnt vs Set 2:

Intersections Count 200

Hemisphere Lower

Projection Equal Angle

Analysis Description Wedge Sliding -285 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

FIGURE B-5

EW

1m:Bedding Jnt

2m:Jnt 23m:Jnt 3

Symbol Feature

Pole Vectors

Kinematic Analysis Flexural Toppling

Slope Dip 90

Slope Dip Direction 285

Friction Angle 35°

Lateral Limits 30°

Critical Total %

Flexural Toppling (All) 16 124 12.90%

Flexural Toppling (Set 3: Jnt 3) 5 12 41.67%

Color Dip Dip Direction Label

Mean Set Planes

1m 4 320 Bedding Jnt

2m 85 191 Jnt 2

3m 87 133 Jnt 3

Plot Mode Pole Vectors

Vector Count 124 (124 Entries)

Hemisphere Lower

Projection Equal Angle

Analysis Description Toppling -285 degrees Company Tetra TechDrawn By SG File Name NPS Structural Geology.dips8Date 1/24/2025, 2:15:52 PM

Project

ALPO NPS Stable Bend Tunnel

FIGURE B-6

Top Perspective

Front Side

Wedge Information

Upper Right wedge [6] Factor of Safety: 6.1 Wedge Weight: 25.226 kips Excavation Face Area: 77.33 ft2 Support Pressure: 0.000 ksf Resisting Force: 151.789 kips Driving Force: 24.999 kips Apex Height: 5.78 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 3 Joint Normal Forces: 1) 0.000 kips,

2) 1.880 kips, 3) 6.580 kips

Upper Left wedge [7] Factor of Safety: 2.5 Wedge Weight: 23.971 kips Excavation Face Area: 86.70 ft2 Support Pressure: 0.000 ksf Resisting Force: 59.816 kips Driving Force: 23.967 kips Apex Height: 4.34 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.418 kips

Analysis Description Sta. 1+75 Company Tetra TechDrawn By S.G.

File Name 1+75.weg5Date 10/8/2024, 3:56:03 PM

Project

NPS Staple Bend Tunnel

UNWEDGE 5.019

FIGURE B-7

Wedge Information

Upper Right wedge [6] Factor of Safety: 2.9 Wedge Weight: 21.472 kips Excavation Face Area: 81.24 ft2 Support Pressure: 0.000 ksf Resisting Force: 62.716 kips Driving Force: 21.390 kips Apex Height: 4.05 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 6.7 Wedge Weight: 12.808 kips Excavation Face Area: 81.73 ft2 Support Pressure: 0.000 ksf Resisting Force: 85.287 kips Driving Force: 12.790 kips Apex Height: 3.77 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 4.497 kips

Analysis Description Sta. 2+15 Company Tetra TechDrawn By S.G.

File Name 2+15.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-8

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.5 Wedge Weight: 16.944 kips Excavation Face Area: 131.28 ft2 Support Pressure: 0.000 ksf Resisting Force: 24.497 kips Driving Force: 16.879 kips Apex Height: 3.55 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 1.477 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 2.3 Wedge Weight: 47.029 kips Excavation Face Area: 184.07 ft2 Support Pressure: 0.000 ksf Resisting Force: 107.458 kips Driving Force: 46.964 kips Apex Height: 6.59 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 2.461 kips

Analysis Description Sta. 2+35 Company Tetra TechDrawn By S.G.

File Name 2+35.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-9

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.3 Wedge Weight: 19.553 kips Excavation Face Area: 83.58 ft2 Support Pressure: 0.000 ksf Resisting Force: 24.789 kips Driving Force: 19.479 kips Apex Height: 3.85 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 1.704 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 2.6 Wedge Weight: 29.303 kips Excavation Face Area: 114.59 ft2 Support Pressure: 0.000 ksf Resisting Force: 75.994 kips Driving Force: 29.263 kips Apex Height: 5.54 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 1.534 kips

Analysis Description Sta. 3+90 Company Tetra TechDrawn By S.G.

File Name 3+90.weg5Date 9/11/2024, 9:09:31 AM

Project

NPS Staple Bend Tunnel

FIGURE B-10

Wedge Information

Upper Right wedge [6] Factor of Safety: 2.1 Wedge Weight: 22.422 kips Excavation Face Area: 89.64 ft2 Support Pressure: 0.000 ksf Resisting Force: 47.410 kips Driving Force: 22.336 kips Apex Height: 4.83 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 1.954 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 3.4 Wedge Weight: 33.663 kips Excavation Face Area: 110.80 ft2 Support Pressure: 0.000 ksf Resisting Force: 115.355 kips Driving Force: 33.616 kips Apex Height: 6.00 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 1.762 kips

Analysis Description Sta. 4+55 Company Tetra TechDrawn By S.G.

File Name 4+55.weg5Date 9/11/2024, 9:07:45 AM

Project

NPS Staple Bend Tunnel

FIGURE B-11

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.4 Wedge Weight: 46.269 kips Excavation Face Area: 120.21 ft2 Support Pressure: 0.000 ksf Resisting Force: 64.508 kips Driving Force: 46.093 kips Apex Height: 7.34 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 4.033 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 3.4 Wedge Weight: 36.590 kips Excavation Face Area: 113.73 ft2 Support Pressure: 0.000 ksf Resisting Force: 124.253 kips Driving Force: 36.540 kips Apex Height: 6.45 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 1.915 kips

Analysis Description Sta. 4+90 Company Tetra TechDrawn By S.G.

File Name 4+90.weg5Date 9/11/2024, 9:06:14 AM

Project

NPS Staple Bend Tunnel

FIGURE B-12

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.6 Wedge Weight: 34.294 kips Excavation Face Area: 166.76 ft2 Support Pressure: 0.000 ksf Resisting Force: 53.027 kips Driving Force: 34.163 kips Apex Height: 5.82 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 2.989 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 3.8 Wedge Weight: 17.205 kips Excavation Face Area: 112.75 ft2 Support Pressure: 0.000 ksf Resisting Force: 65.016 kips Driving Force: 17.181 kips Apex Height: 4.41 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.900 kips

Analysis Description Sta. 5+40 Company Tetra TechDrawn By S.G.

File Name 5+40.weg5Date 9/11/2024, 9:03:46 AM

Project

NPS Staple Bend Tunnel

FIGURE B-13

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.8 Wedge Weight: 21.474 kips Excavation Face Area: 118.08 ft2 Support Pressure: 0.000 ksf Resisting Force: 39.573 kips Driving Force: 21.392 kips Apex Height: 4.59 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 1.872 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 3.2 Wedge Weight: 33.618 kips Excavation Face Area: 137.61 ft2 Support Pressure: 0.000 ksf Resisting Force: 108.472 kips Driving Force: 33.572 kips Apex Height: 5.64 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 1.759 kips

Analysis Description Sta. 6+45 Company Tetra TechDrawn By SG File Name 6+45.weg5Date 9/9/2024, 2:30:20 PM

Project

NPS Staple Bend Tunnel

FIGURE B-14

Wedge Information

Upper Right wedge [6] joint 2

Factor of Safety: 2.5 Wedge Weight: 73.038 kips Excavation Face Area: 193.52 ft2 Support Pressure: 0.000 ksf Resisting Force: 185.748 kips Driving Force: 72.760 kips Apex Height: 7.84 ft Failure Mode: wedge sliding on

Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.000 kips

Upper Left wedge [7] joint 3

Factor of Safety: 4.18 Wedge Weight: 71.784 kips Excavation Face Area: 210.18 ft2 Support Pressure: 0.000 ksf Resisting Force: 299.732 kips Driving Force: 71.686 kips Apex Height: 6.65 ft Failure Mode: wedge sliding on

Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 15.237 kips

Analysis Description Sta. 6+45 Company Tetra TechDrawn By SG File Name 6+48.weg5Date 9/9/2024, 2:30:20 PM

Project

NPS Staple Bend Tunnel

FIGURE B-15

Wedge Information

Upper Right wedge [6] Factor of Safety: 1.5 Wedge Weight: 21.607 kips Excavation Face Area: 67.20 ft2 Support Pressure: 0.000 ksf Resisting Force: 33.243 kips Driving Force: 21.525 kips Apex Height: 5.70 ft Failure Mode: wedge sliding on joint 2 Joint Normal Forces: 1) 0.000 kips,

2) 1.883 kips, 3) 0.000 kips

Upper Left wedge [7] Factor of Safety: 4.7 Wedge Weight: 15.896 kips Excavation Face Area: 59.67 ft2 Support Pressure: 0.000 ksf Resisting Force: 74.165 kips Driving Force: 15.875 kips Apex Height: 4.53 ft Failure Mode: wedge sliding on joint 3 Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.832 kips

Analysis Description Sta. 6+75 Company Tetra TechDrawn By SG File Name 6+75.weg5Date 9/9/2024, 2:30:20 PM

Project

NPS Staple Bend Tunnel

FIGURE B-16

Wedge Information

Upper Right wedge [6] Factor of Safety: 3.382 Wedge Weight: 0.722 kips Excavation Face Area: 9.87 ft2 Support Pressure: 0.000 ksf Resisting Force: 2.432 kips Driving Force: 0.719 kips Apex Height: 1.31 ft Failure Mode: wedge sliding on joint 2

Upper Left wedge [7] Factor of Safety: 6.507 Wedge Weight: 1.416 kips Excavation Face Area: 12.65 ft2 Support Pressure: 0.000 ksf Resisting Force: 9.201 kips Driving Force: 1.414 kips Apex Height: 1.93 ft Failure Mode: wedge sliding on joint 3

Analysis Description Sta. 2+70 Company Tetra TechDrawn By S.G.

File Name 2+70.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-17

Wedge Information

Upper Right wedge [6] Factor of Safety: 3.521 Wedge Weight: 1.239 kips Excavation Face Area: 11.32 ft2 Support Pressure: 0.000 ksf Resisting Force: 4.346 kips Driving Force: 1.234 kips Apex Height: 1.95 ft Failure Mode: wedge sliding on joint 2

Upper Left wedge [7] Factor of Safety: 6.168 Wedge Weight: 0.958 kips Excavation Face Area: 13.02 ft2 Support Pressure: 0.000 ksf Resisting Force: 5.901 kips Driving Force: 0.957 kips Apex Height: 1.36 ft Failure Mode: wedge sliding on joint 3

Analysis Description Sta. 3+40 Company Tetra TechDrawn By S.G. & R.Y.

File Name 3+40.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-18

Wedge Information

Upper Right wedge [6] Factor of Safety: 2.739 Wedge Weight: 8.615 kips Excavation Face Area: 39.81 ft2 Support Pressure: 0.000 ksf Resisting Force: 23.508 kips Driving Force: 8.582 kips Apex Height: 3.74 ft Failure Mode: wedge sliding on joint 2

Upper Left wedge [7] Factor of Safety: 5.677 Wedge Weight: 5.206 kips Excavation Face Area: 27.46 ft2 Support Pressure: 0.000 ksf Resisting Force: 29.514 kips Driving Force: 5.199 kips Apex Height: 3.40 ft Failure Mode: wedge sliding on joint 3

Analysis Description Sta. 4+30P Company Tetra Tech, Inc.Drawn By SG File Name 4+30.weg5Date 3/7/2025, 12:41:15 AM

Project

NPS Staple Bend Tunnel

FIGURE B-19

Major Principal Strain min (stage): -9.14e-06 max (stage): 3.00e-04

-1.00e-05

3.43e-05

7.86e-05

1.23e-04

1.67e-04

2.11e-04

2.56e-04

3.00e-04

-1

-30 -20 -10 0 10 20 30

Conditions Yielded Joints (red), Deformed Mesh, Major Principle Strain ClassScaleSGDrawn By

File Name 2+15.fezDate 10/10/2024, 1:05:27 AM

Project

Staple Bend Tunnel

INTERPRET 11.023

1:86

FIGURE B-20

Total Displacement min (stage): 0.00000 ft max (stage): 0.00297 ft

0.00000 0.00015 0.00030 0.00045 0.00060 0.00075 0.00090 0.00105 0.00120 0.00135 0.00150 0.00165 0.00180 0.00195 0.00210 0.00225 0.00240 0.00255 0.00270 0.00285 0.00300

-2

-4

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

ClassScale 1:200Drawn By

File Name 2+15 no joint.fezDate 10/10/2024, 1:05:27 AM

Project

Staple Bend Tunnel

INTERPRET 11.023

Conditions Total Displacement, Deformed Mesh

FIGURE B-21

Strength Factor min (stage): 0.000 max (stage): 6.000 tension 0.000 3.158 6.316 9.474 12.632 15.789 18.947 22.105 25.263 28.421 31.579 34.737 37.895 41.053 44.211 47.368 50.526 53.684 56.842 unbounded

-2

-4

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

Conditions Strength Factor Company Tetra Tech, Inc.Scale 1:200Drawn By SG File Name 2+15 no joint.fezDate 10/10/2024, 1:05:27 AM

Project

Staple Bend Tunnel

INTERPRET 11.023

FIGURE B-22

min (stage): -5.54e-05 max (stage): 7.32e-04

-2.00e-05

-7.00e-06

6.00e-06

1.90e-05

3.20e-05

4.50e-05

5.80e-05

7.10e-05

8.40e-05

9.70e-05

1.10e-04

-1

-30 -20 -10 0 10 20 30

Conditions 2+35 Company Tetra TechScale 1:80Drawn By SG File Name 2+35 w void.fezDate 10/10/2024, 1:05:27 AM

Project

Staple Bend Tunnel

FIGURE B-23

min (stage): -1.54e-05 max (stage): 3.50e-04

-2.00e-05

-7.00e-06

6.00e-06

1.90e-05

3.20e-05

4.50e-05

5.80e-05

7.10e-05

8.40e-05

9.70e-05

1.10e-04

-1

-30 -20 -10 0 10 20 30

Conditions 2+35 Company Tetra TechScale 1:80Drawn By SG File Name 2+35.fezDate 10/10/2024, 1:05:27 AM

Project

Staple Bend Tunnel

FIGURE B-24

Project:Staple Bend Tunnel Client: NPS

Location: Johnstown, PA 3/6/2025

Local: Unwedge Analysis with Joint Set Data Per Station

Dip Dip

Direction Rock Type Side Station Type DS#

Local Station

13 313 SS L 160 BD DS1

71 196 SS L 170 JT DS2

5 329 SS R 180 BD DS1 DS Dip DDR Tr. Length

9 360 SS L 180 BD DS1 1 9 334 7

84 188 SS L 180 JT DS2 1+75 2 80 190 15

85 188 SS R 180 JT DS2 3 no measurements 7

82 59 SS L 180 JT DS4 4 85 59 8

89 60 SS R 180 JT DS4

81 192 SS L 195 JT DS2 DS Dip DDR Tr. Length

14 25 SS L 210 BD DS1 1 8 346 7

4 313 SS L 220 BD DS1 2+15 2 81 197 15

76 181 SS L 220 JT DS2 3 73 312 7

75 215 SS L 220 JT DS2 4a 86 57 8 87 221 SS L 220 JT DS2 4b 86 237 8

73 312 SS L 220 JT DS3

88 52 SS L 220 JT DS4 DS Dip DDR Tr. Length

89 239 SS R 220 JT DS4 1 8 14 7

86 41 SS 240 JT DS2 2a 79 205 15 86 8 MS R 240 JT DS2 2+35 2b 86 24 15

83 234 SS R 240 JT DS4 3 73 133 7

5 64 SS L 250 BD DS1 4a 88 52 8 80 199 SS L 260 JT DS2 4b 86 237 8

74 134 SS R 260 JT DS3

Used in AnalysisMeasurements from Field Visit

Local Joint Sets Used in Each Section

FIGURE B-25

Location: Johnstown, PA 3/6/2025

Dip Dip

Direction Rock Type Side Station Type DS#

Local Station

85 35 SS L 280 JT DS2

74 190 SS L 280 JT DS2 DS Dip DDR Tr. Length

68 142 SS R 280 JT DS3 1 5 64 7

76 305 SS L 280 JT DS3 2+70 2 82 194 15

84 191 MS R 300 JT DS2 3a 71 138 7 87 196 SS L 300 JT DS2 3b 81 312 7

85 320 SS L 300 JT DS3

85 30 SS L 330 JT DS2 DS Dip DDR Tr. Length

86 310 SS L 345 JT DS3 1 6 245 7

6 245 SS-MS L 360 CT DS1 3+40 2 85 193 15

79 110 LS R 390 JT DS3 3 85 315 7

66 133 LS R 400 JT DS3

79 122 LS R 405 JT DS3

86 190 SS L 410 JT DS2 DS Dip DDR Tr. Length

85 185 SS R 415 JT DS2 1 8 297 7

9 350 SS-MS L 420 CT DS1 3+90 2 85 187 15

85 15 SS L 420 JT DS2 3 75 121 7

84 250 SS L 420 JT DS4 4 84 250 8

11 30 SS-MS R 430 CT DS1

89 10 SS L 430 JT DS2

85 19 SS R 430 JT DS2

85 295 SS L 430 JT DS3 DS Dip DDR Tr. Length

86 315 SS L 430 JT DS3 1 10 10 7

87 60 SS R 460 JT DS4 2a 85 187 15 5 120 SS L 475 BD DS1 4+30 2b 87 14 15 67 5 SS L 475 JT DS2 3a 75 121 7 86 300 SS L 475 JT DS3 3b 85 305 7 87 75 SS L 475 JT DS4 4a 84 250 8 12 5 SS-MS R 480 CT DS1 4b 87 60 8

FIGURE B-26

Location: Johnstown, PA 3/6/2025

Dip Dip

Direction Rock Type Side Station Type DS#

Local Station

86 320 MS R 480 JT DS3

88 70 SS R 480 JT DS4

85 40 SS L 490 JT DS2 DS Dip DDR Tr. Length

76 142 SS L 490 JT DS3 1 9 30 7

83 55 SS L 490 JT DS4 4+55 2 81 12 15

88 25 SS R 495 JT DS2 3 86 307 7

88 40 SS R 495 JT DS2 4 87 68 8

88 140 SS R 520 JT DS3

81 320 SS R 520 JT DS3 DS Dip DDR Tr. Length

88 45 MS L 525 JT DS2 1 9 62 7

4 90 SS-MS L 530 CT DS1 4+90 2 83 31 15

84 35 SS L 530 JT DS2 3a 86 312 7 84 1 SS R 540 JT DS2 3b 82 141 7

89 25 SS R 540 JT DS2 4 86 66 8

79 120 SS R 550 JT DS3

88 132 SS R 550 JT DS3 DS Dip DDR Tr. Length

13 225 SS-MS L 560 CT DS1 1 10 217 7

88 205 MS L 560 JT DS2 5+40 2 86 26 15

14 210 MS R 565 BD DS1 3 8 134 7

86 145 MS R 565 JT DS3

89 195 MS R 580 JT DS2 DS Dip DDR Tr. Length

82 118 SS R 615 JT DS3 1 20 270 7

20 270 SS-MS L 630 CT DS1 6+45 2 77 31 15

8 260 SS R 680 BD DS1 3a 83 119 7 4 330 SS R 700 BD DS1 3b 77 292 7 86 40 MS R 630 JT DS2 4a 89 68 8 72 25 MS R 650 JT DS2 4b 85 240 8

75 30 SS L 660 JT DS2

FIGURE B-27

Location: Johnstown, PA 3/6/2025

Dip Dip

Direction Rock Type Side Station Type DS#

Local Station

85 120 MS L 630 JT DS3 DS Dip DDR Tr. Length

80 295 SS R 630 JT DS3 1 10 286 7

75 290 SS R 650 JT DS3 6+75 2 77 31 15

89 68 MS L 650 JT DS4 3 77 292 7

85 240 MS R 670 JT DS4 4 87 69 8

89 79 SS L 700 JT DS4

10 265 SS R 720 BD DS1

12 10 SS-MS R 740 CT DS1

8 330 SS L 750 BD DS1

71 1 SS L 750 JT DS2

70 315 SS L 750 JT DS3

FIGURE B-28

Wedge Information

Upper Left wedge [5] Factor of Safety: 8.392 Wedge Weight: 3.710 kips Excavation Face Area: 18.66 ft2 Support Pressure: 0.000 ksf Resisting Force: 29.638 kips Driving Force: 3.532 kips Apex Height: 2.42 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 3 Joint Normal Forces: 1) 0.000 kips,

2) 1.401 kips, 3) 1.204 kips

Upper Right wedge [8] Factor of Safety: 9.362 Wedge Weight: 3.861 kips Excavation Face Area: 19.84 ft2 Support Pressure: 0.000 ksf Resisting Force: 36.147 kips Driving Force: 3.861 kips Apex Height: 3.25 ft Failure Mode: falling wedge Joint Normal Forces: 1) 0.000 kips,

2) 0.000 kips, 3) 0.000 kips

Analysis Description Sta. 1+75 Proposed Company Tetra TechDrawn By S.G.

File Name 1+75 B.weg5Date 10/8/2024, 3:56:03 PM

Project

NPS Staple Bend Tunnel

FIGURE B-29

Upper Right wedge [2] Factor of Safety: 28.272 Wedge Weight: 0.414 kips Excavation Face Area: 7.46 ft2 Support Pressure: 0.000 ksf Resisting Force: 10.706 kips Driving Force: 0.379 kips Apex Height: 0.86 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 3 Joint Normal Forces: 2) 0.123 kips,

3) 0.164 kips, 4) 0.000 kips

Roof wedge [8] Factor of Safety: 4.019 Wedge Weight: 9.171 kips Excavation Face Area: 15.90 ft2 Support Pressure: 0.000 ksf Resisting Force: 36.854 kips Driving Force: 9.171 kips Apex Height: 10.30 ft Failure Mode: falling wedge Joint Normal Forces: 2) 0.000 kips,

3) 0.000 kips, 4) 0.000 kips

Analysis Description Sta. 2+15 Proposed 1 Company Tetra TechDrawn By S.G.

File Name 2+15.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-30

Upper Left wedge [8] Factor of Safety: 19.218 Wedge Weight: 1.918 kips Excavation Face Area: 19.40 ft2 Support Pressure: 0.000 ksf Resisting Force: 36.854 kips Driving Force: 1.918 kips Apex Height: 1.72 ft Failure Mode: falling wedge Joint Normal Forces: 1) 0.000 kips,

3) 0.000 kips, 5) 0.000 kips

Analysis Description Sta. 2+15 Proposed 2 Company Tetra TechDrawn By S.G.

File Name 2+15.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-31

Wedge Information

Upper Left wedge [5] Factor of Safety: 10.180 Wedge Weight: 6.715 kips Excavation Face Area: 39.98 ft2 Support Pressure: 0.000 ksf Resisting Force: 65.372 kips Driving Force: 6.422 kips Apex Height: 2.86 ft Failure Mode: wedge sliding on joint 4

Roof wedge [7] Factor of Safety: 2.926 Wedge Weight: 0.072 kips Excavation Face Area: 4.79 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.211 kips Driving Force: 0.072 kips Apex Height: 0.27 ft Failure Mode: wedge sliding on joint 5

Upper Right wedge [8] Factor of Safety: 15.866 Wedge Weight: 2.323 kips Excavation Face Area: 22.72 ft2 Support Pressure: 0.000 ksf Resisting Force: 36.854 kips Driving Force: 2.323 kips Apex Height: 1.59 ft Failure Mode: falling wedge

Analysis Description Sta. 2+35 P Company Tetra TechDrawn By S.G.

File Name 2+35.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-32

Wedge Information

Lower Right wedge [1] Factor of Safety: stable Wedge Weight: 0.480 kips Excavation Face Area: 18.43 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 0.46 ft Failure Mode: unconditionaly stable wedge

Upper Left wedge [4] Factor of Safety: 40.673 Wedge Weight: 2.272 kips Excavation Face Area: 15.78 ft2 Support Pressure: 0.000 ksf Resisting Force: 8.055 kips Driving Force: 0.198 kips Apex Height: 2.39 ft Failure Mode: wedge sliding on joint 1

Lower Right wedge [5] Factor of Safety: 26.446 Wedge Weight: 0.691 kips Excavation Face Area: 9.32 ft2 Support Pressure: 0.000 ksf Resisting Force: 17.554 kips Driving Force: 0.664 kips Apex Height: 1.32 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 4

Upper Left wedge [8] Factor of Safety: 20.730

Analysis Description Sta. 2+70 P Company Tetra TechDrawn By S.G.

File Name 2+70.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-33

Wedge Information

Lower Left wedge [4] Factor of Safety: stable Wedge Weight: 2.089 kips Excavation Face Area: 14.27 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 2.45 ft Failure Mode: unconditionaly stable wedge

Upper Right wedge [5] Factor of Safety: 9.488 Wedge Weight: 2.302 kips Excavation Face Area: 14.93 ft2 Support Pressure: 0.000 ksf Resisting Force: 21.496 kips Driving Force: 2.266 kips Apex Height: 2.85 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 3

Upper Left wedge [8] Factor of Safety: 86.233 Wedge Weight: 0.317 kips Excavation Face Area: 7.58 ft2 Support Pressure: 0.000 ksf Resisting Force: 27.321 kips Driving Force: 0.317 kips Apex Height: 0.75 ft Failure Mode: falling wedge

Analysis Description Sta. 3+40 P Company Tetra TechDrawn By S.G. & R.Y.

File Name 3+40.weg5Date 10/9/2024, 11:17:57 PM

Project

NPS Staple Bend Tunnel

FIGURE B-34

Wedge Information

Lower Left wedge [2] Factor of Safety: 16.298 Wedge Weight: 0.031 kips Excavation Face Area: 2.06 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.496 kips Driving Force: 0.030 kips Apex Height: 0.31 ft Failure Mode: wedge sliding on joint 3

Roof wedge [4] Factor of Safety: 3.690 Wedge Weight: 18.500 kips Excavation Face Area: 20.22 ft2 Support Pressure: 0.000 ksf Resisting Force: 68.000 kips Driving Force: 18.430 kips Apex Height: 18.54 ft Failure Mode: wedge sliding on joint 2

Lower Right wedge [5] Factor of Safety: stable Wedge Weight: 18.547 kips Excavation Face Area: 19.78 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 18.75 ft Failure Mode: unconditionaly stable wedge

Analysis Description Sta. 3+90 P Company Tetra TechDrawn By S.G.

File Name 3+90.weg5Date 9/11/2024, 9:09:31 AM

Project

NPS Staple Bend Tunnel

FIGURE B-35

Roof wedge [8] Factor of Safety: 1.491 Wedge Weight: 32.523 kips Excavation Face Area: 22.82 ft2 Support Pressure: 0.013 ksf Resisting Force: 48.492 kips Driving Force: 32.523 kips Apex Height: 26.24 ft Failure Mode: falling wedge

Analysis Description Sta. 4+30P P Company Tetra Tech, Inc.Drawn By SG File Name 4+30.weg5Date 3/7/2025, 12:41:15 AM

Project

NPS Staple Bend Tunnel

FIGURE B-36

Wedge Information

Roof wedge [5] Factor of Safety: 18.889 Wedge Weight: 0.123 kips Excavation Face Area: 5.54 ft2 Support Pressure: 0.000 ksf Resisting Force: 2.302 kips Driving Force: 0.122 kips Apex Height: 0.44 ft Failure Mode: wedge sliding along line of intersection of joints 3 and 4

Upper Left wedge [7] Factor of Safety: 4.835 Wedge Weight: 2.779 kips Excavation Face Area: 26.51 ft2 Support Pressure: 0.000 ksf Resisting Force: 13.417 kips Driving Force: 2.775 kips Apex Height: 1.89 ft Failure Mode: wedge sliding on joint 4

Analysis Description Sta. 4+55 P Company Tetra TechDrawn By S.G.

File Name 4+55.weg5Date 9/11/2024, 9:07:45 AM

Project

NPS Staple Bend Tunnel

FIGURE B-37

Wedge Information

Lower Left wedge [1] Factor of Safety: stable Wedge Weight: 0.881 kips Excavation Face Area: 3.64 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 4.84 ft Failure Mode: unconditionaly stable wedge

Lower Right wedge [2] Factor of Safety: 564.836 Wedge Weight: 0.012 kips Excavation Face Area: 0.72 ft2 Support Pressure: 0.000 ksf Resisting Force: 4.152 kips Driving Force: 0.007 kips Apex Height: 0.34 ft Failure Mode: wedge sliding along line of intersection of joints 3 and 4

Lower Left wedge [5] Factor of Safety: 214.696 Wedge Weight: 0.001 kips Excavation Face Area: 0.48 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.310 kips Driving Force: 0.001 kips Apex Height: 0.06 ft Failure Mode: wedge sliding along line of intersection of joints 4 and 5

Upper Right wedge [8] Factor of Safety: 18.061

Analysis Description Sta. 4+90 P Company Tetra TechDrawn By S.G.

File Name 4+90.weg5Date 9/11/2024, 9:06:14 AM

Project

NPS Staple Bend Tunnel

FIGURE B-38

Wedge Information

Lower Left wedge [1] Factor of Safety: stable Wedge Weight: 0.046 kips Excavation Face Area: 4.82 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 0.19 ft Failure Mode: unconditionaly stable wedge

Lower Right wedge [2] Factor of Safety: 1136.189 Wedge Weight: 0.489 kips Excavation Face Area: 2.45 ft2 Support Pressure: 0.000 ksf Resisting Force: 18.469 kips Driving Force: 0.016 kips Apex Height: 4.00 ft Failure Mode: wedge sliding along line of intersection of joints 1 and 2

Roof wedge [4] Factor of Safety: 1000.481 Wedge Weight: 0.005 kips Excavation Face Area: 1.40 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.900 kips Driving Force: 0.001 kips Apex Height: 0.07 ft Failure Mode: wedge sliding on joint 1

Upper Left wedge [7] Factor of Safety: 125.399

Analysis Description Sta. 5+40 P Company Tetra TechDrawn By S.G. & R.Y.

File Name 5+40.weg5Date 9/11/2024, 9:03:46 AM

Project

NPS Staple Bend Tunnel

FIGURE B-39

Wedge Information

Floor wedge [1] Factor of Safety: stable Wedge Weight: 0.778 kips Excavation Face Area: 2.76 ft2 Support Pressure: 0.000 ksf Resisting Force: 0.000 kips Driving Force: 0.000 kips Apex Height: 5.07 ft Failure Mode: unconditionaly stable wedge

Lower Right wedge [4] Factor of Safety: 74.318 Wedge Weight: 0.124 kips Excavation Face Area: 1.95 ft2 Support Pressure: 0.000 ksf Resisting Force: 8.661 kips Driving Force: 0.117 kips Apex Height: 1.14 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 5

Lower Left wedge [5] Factor of Safety: 226.281 Wedge Weight: 0.010 kips Excavation Face Area: 0.76 ft2 Support Pressure: 0.000 ksf Resisting Force: 1.762 kips Driving Force: 0.008 kips Apex Height: 0.23 ft Failure Mode: wedge sliding along line of intersection of joints 5 and 6

Roof wedge [8] Factor of Safety: 31.310

Analysis Description Sta. 6+45 P Company Tetra TechDrawn By SG File Name 6+45.weg5Date 9/9/2024, 2:30:20 PM

Project

NPS Staple Bend Tunnel

FIGURE B-40

Weight: 215.053 kips, Excavation Face Ar Weight: 215.053 kips, Excavation Face Area: 75.75 ft2, Resisting Force: 824

Weight: 215.053 kips, Excavation Face Ar Weight: 215.053 kips, Excavation Face Area: 75.75 ft2, Resisting Force: 824

Wedge Information

Roof wedge [4] Factor of Safety: 4.018 Wedge Weight: 215.053 kips Excavation Face Area: 75.75 ft2 Support Pressure: 0.000 ksf Resisting Force: 824.722 kips Driving Force: 205.273 kips Apex Height: 22.93 ft Failure Mode: wedge sliding along line of intersection of joints 2 and 4

Analysis Description Sta. 6+75 P Company Tetra TechDrawn By SG File Name 6+75.weg5Date 9/9/2024, 2:30:20 PM

Project

NPS Staple Bend Tunnel

FIGURE B-41