SUB-0TBD Interim PDA and Test Pile Logs For Trestle Pile 17B.pdf

55 Middlesex Street, Suite 225 80 Business Park Drive, Suite 306 No. Chelmsford, MA 01863 Armonk, NY 10504

(978) 251-9395 (914) 600-8101 www.gtrinc.net

July 8, 2024 GTR Project No. 24.107

John McNulty Coastal Marine Construction LLC.

630 Park Street Stoughton, MA 02072

Re: Dynamic Pile Testing Report – Trestle Pile 17B NOAA OMAO Ship & Support Facility Relocation

Newport, Rhode Island

Dear John:

At your request, Geosciences Testing and Research, Inc. (GTR) performed dynamic pile testing at the above-referenced site on July 5, 2024. Dynamic testing was performed to evaluate pile capacity, driving stresses, and hammer performance during production pile installation.

Dynamic testing was conducted using the Pile Driving AnalyzerTM (PDA) Model 8G, which records, digitizes, and processes the force and acceleration signals for use in the Case Method and CAPWAP analyses. The dynamic testing was carried out in general accordance with ASTM D4945, “Standard Test Method for High Strain Dynamic Testing of Piles” and the Project Specifications.

One (1) Open-Ended Steel 18”x0.5” Pipe pile, designated as Pile 17B, was dynamically tested during End of Drive (EOD). Refer to Table 1 for further details regarding the dynamic test results, dates of testing and pile designations.

Field Details

Subsurface Conditions

The generalized subsurface profile based on Borings WB-03, WB-02, WB-01 and LB-09 consists of the following stratum from mudline: A weight of rod to a medium dense estuarine deposits extending approximately 20 feet below mudline. Underlying the estuarine deposits is an approximate 20 to 35 thick layer of dense glacial till. Below the glacial till is an approximate 5 to 15 foot thick layer of highly weather bedrock, which extends to bedrock at approximately 35 to 55 feet below the existing mudline. Mudline elevation ranges between approximately -15 to -30 feet. Refer to the Boring Logs prepared by Haley and Aldrich for more information regarding the site specific conditions encountered.

Pile Details

Open-Ended Steel 18”x0.5” Pipe piles were driven for the support of the proposed structure. The cross-sectional area of the pipe section is 27.48 square inches. The required design compression load for the pile is 300 kips. The required ultimate bearing capacity for the pile is 680 kips based on a factor of safety of 2.25. The maximum allowable compressive and tensile driving stress for the piles is 54 kips per square inch (ksi), based on 90% of the yield strength

NOAA OMAO Ship & Support Facility Relocation – Trestle PDA Report July 8, 2024 GTR Project No. 24.107 Page 2

(0.9*Fy) of the minimum yield strength of 60 ksi per the project specifications. Reinforced driving shoes were welded to the tips of the piles.

Driving System Details

A BSP CG240 hydraulic hammer was used to drive the piles. The maximum rated energy for the hammer is 175.9 kip-ft (based on a ram weight of 35.3 kips and a maximum stroke of 4.99 feet).

Instrumentation

The instrumentation consists of two strain gages and two accelerometer transducers attached below the tops of the piles. One strain gage and one accelerometer were placed on opposite sides of the pile to minimize the effects of uneven impact and pile bending. This instrumentation provides information about driving stresses (compressive and tensile), hammer performance (transferred energy), and pile bearing capacity.

The PDA is a computer fitted with a data acquisition and signal conditioning system.

During driving, the strain and acceleration signals are recorded and processed for each hammer blow. The strain signal is converted to a force record and the acceleration signal is converted to a velocity record. The PDA saves selected hammer blows containing this information to disk and determines the compressive stresses, displacement, and energy at the point of measurement (pile top). In addition, the pile bearing capacity can be estimated in the field using the Case Method and Energy Approach. This information can be viewed on the computer screen during driving. Selected blows can be further processed to predict the static pile capacity using the CAPWAP analysis. Refer to Appendix A for literature on the dynamic testing, the Case Method, and CAPWAP.

Results

General

The results of the dynamic testing are summarized in Table 1, which includes the driven depth, blow count, stroke, maximum transferred energy, maximum pile top displacement, and maximum compressive stress at the gage location and at the pile tip. GTR recorded the blow counts. The hammer stroke was reported to GTR. The PDA at the gauge locations determines the transferred energy, maximum pile top displacement, and maximum pile top compressive stress.

The PDA estimates the maximum compressive stress at the pile tip.

Also included in Table 1 is the pile bearing capacity as determined by the Case Method in the field and CAPWAP analysis in the office. Three separate PDA plots of various parameters (maximum transferred energy and displacement - left plot, RMX Case Method capacity with Jc=0.7 and Jc=0.9 - middle plot, and maximum measured compressive stress at the pile top and maximum estimated compressive stress at the pile tip - right plot) are presented for the test pile in Appendix B. Appendix B also contains the above data, and additional data, in tabular form.

GTR Project No. 24.107 Page 3

In Table 1, the Case Method capacity represents an average over the blows indicated for EOD. CAPWAP analyses were performed on a selected blows from EOD. Appendix C contains the full results of the CAPWAP analysis and Table 2 summarizes the CAPWAP results.

Field Observations and Hammer Performance

Prior to dynamic testing, Pile 17B was installed with a vibratory hammer to approximately 75 feet below the reference elevation (taken as the falsework). The dynamic testing gages were then attached, and the pile was impact driven to a final depth of approximately 79 feet below falsework. The blow count at EOD was approximately 6 blows per inch (bpi). The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 2 feet, corresponding to an average transferred energy of approximately 46 to 48 kip-ft at EOD. Refer to Appendix D for a copy of the draft pile logs.

Pile Integrity and Stresses

The field data indicated that the maximum compressive driving stresses were below the allowable limit throughout testing. The pile cap should be positioned directly over the pile axial center of gravity to maintain good hammer alignment during driving. This minimizes bending stresses and keeps local stress concentrations to a minimum.

Pile Bearing Capacity

The EOD Case Method field capacity (RX9) was approximately 712 kips at a driving resistance of 6 to 7 bpi. The corresponding EOD CAPWAP capacity was 725 kips. Table 2 presents the results of the CAPWAP analysis in more detail. The total capacity, frictional capacity, end-bearing capacity, and percent capacity in the bearing layer are included. The quake and damping soil parameters as determined from the CAPWAP analyses are also presented in Table 2.

Conclusions

The presented data from the dynamic measurements and their analyses leads to the following findings and conclusions.

1. For Pile 17B, the EOD CAPWAP capacity was 725 kips. The pile was driven to a blow count of 6 bpi with the hammer operated at a stroke of approximately 2 feet, resulting in approximately 46 to 48 kip-ft of energy.

2. The EOD CAPWAP analysis indicates that approximately 80% of the pile capacity was developed in end bearing.

3. Pile stresses were below the allowable limit of 54 ksi throughout PDA testing. The dynamic records did not indicate pile damage.

4. Based on the results of dynamic testing, we recommend that the remaining 18”x0.5” Pipe production piles be driven to a minimum of 6 blows per inch for 6 consecutive inches. The BSP CG240 hydraulic hammer should be operated at a 2-foot stroke, corresponding to an average transferred energy of approximately 43 to 51 kip-ft. This criteria will be used until the next group of piles are setup and the next test piles are driven.

GTR Project No. 24.107 Page 4

5. In the event that pile take up is abrupt, we recommend a refusal criteria of 10 blows for 1-inch or less.

Static pile capacity evaluations determined from dynamic testing provide an estimate of the axial pile bearing capacity at the time of testing. At very high blow counts (low pile set), the Case Method and CAPWAP analyses tend to predict lower capacities, since not all of the soil resistance may be fully mobilized, particularly at the pile toe. Other factors not considered in this analysis are bending, down drag, lateral and uplift requirements, cyclic loading, effective stress changes (e.g. due to changes in the water table, excavations, and/or fills), settlement, and pile group effects. The foundation designer should evaluate if any of these issues are applicable to the pile design.

This report has been prepared in accordance with generally accepted geotechnical engineering principles with specific application to this project. Our conclusions are based on applicable standards of practice, including any information reported to and/or prepared for us.

No other warranty, expressed or implied, is made.

If you have any questions regarding this report, please do not hesitate to contact us.

Sincerely, GTR

Andrew N. Solari Les R. Chernauskas, P.E.

Geotechnical Engineer Principal

William D. Oder, P.E. (RI) Assistant Project Manager

Attachments: Appendices A through D

TABLES

7/8/2024 24.107 NOAA Pipe Piles - PDA Tables.xlsx

Driven 2 Observed3 Hammer Maximum 4 Maximum 4 Maximum 4 Maximum 5 Test Time of 1 Date Depth Blow Count Blow Stroke Transferred Pile Top Comp. Stress Comp. Stress CAPWAP Pile Driving Number(s) Energy Displacement Pile Top Pile Tip RX7 RX9 Capacity

(feet) (blows per inch) (feet) (kip-ft) (in) (ksi) (ksi) (kips) (kips) (kips)

78.3 5, 5, 5 147 - 161 ~2 46.3 1.34 23.7 23.5 686 681 -

79.0 6, 6, 6, 6, 6, 7 173 - 209 ~2 48.6 1.35 24.8 24.1 720 712 725

Notes:

Pile 17B EOD 7/5/24

TABLE 1

SUMMARY OF DYNAMIC TESTING

Case Method Field Capacity

NOAA OMAO EAST COAST CENTER RELOCATION

NEWPORT, RHODE ISLAND

BSP CG240 HYDRAULIC HAMMER - OPEN ENDED PIPE PP18"x0.5" PILES

1. Indicates that the data was obtained at End of Drive (EOD).

2. Depth is referenced from reference elevation (top of falsework). Refer to pile installation logs for final pile cutoff and tip elevation.

3. The blow count and stroke were reported by GTR.

4. The maximum transferred energy, maximum pile top displacement, and maximum pile top compressive stress are determined by the PDA at the gage locations.

These values represent an average over the blow(s) indicated.

5. The maximum pile tip compressive stress is estimated by the PDA. These values represent an average over the blow(s) indicated.

6. The Case Method capacity was determined using the RMX method (JC valuesof 0.7 & 0.9). These values represent an average over the blow(s) indicated.

7/8/2024 24.107 NOAA Pipe Piles - PDA Tables.xlsx

TABLE 2

SUMMARY OF CAPWAP RESULTS

Test Time of Blow Percent Quake Damping Pile Driving Number Side Tip Total End Bearing Side Tip Side Tip

(inch) (inch) (sec/ft) (sec/ft)

Pile 17B EOD 201 145 580 725 80% 0.10 0.50 0.18 0.04

NOAA OMAO EAST COAST CENTER RELOCATION

BSP CG240 HYDRAULIC HAMMER - OPEN ENDED PIPE PP18"x0.5" PILES

Capacity (kips)

NEWPORT, RHODE ISLAND

APPENDIX A

DYNAMIC TESTING LITERATURE

GTR HSDPT Method rev. 1/2012

HIGH STRAIN DYNAMIC PILE TESTING

Introduction

Dynamic pile testing (a.k.a. High Strain Dynamic Pile Testing - HSDPT) is commonly employed for evaluating the capacity of driven piles. It is also provides information about hammer performance and pile integrity/stresses. Dynamic testing is carried out in accordance with ASTM D4945, “Standard Test Method for High Strain Dynamic Testing of Piles”. Dynamic pile testing involves using strain gages and accelerometers to record an impact wave and its reflections generated by a piling hammer. Both driven piles and drilled foundations can be tested (provided that an impact hammer is used to create the high strain wave for the drilled foundations).

Procedure

Dynamic pile testing was performed using a Pile Driving Analyzer (PDA®), such as the PAK®, PAL®, or PAX® systems, manufactured by Pile Dynamics, Inc. (PDI) of Cleveland, Ohio. These systems are computers fitted with data acquisition and signal conditioning components. The instrumentation consists of two strain gages and two accelerometer transducers attached a minimum of

1.5 pile diameters below the pile top. During impact, the strain and acceleration signals are recorded and processed for each hammer blow. The strain signal is converted to a force record and the acceleration signal is converted to a velocity record. The PDA® saves selected hammer blows containing this information to disk and determines the transferred energy, compressive/tensile stresses, displacement, pile integrity, and the estimated pile bearing capacity using the Case Method. This information can be viewed on the computer screen during driving. A screen shot of data collection in the PDA® Windows (PDA-W®) Program is provided in Figure 1. Selected blows can be further processed to predict the static pile capacity using signal matching programs.

Figure 1. Data collection during pile driving in the (PDI - PDA®-Win Program).

Theory

When a ram strikes the pile head, it initiates a large strain wave that propagates down the pile as illustrated in Figure 2. External soil resistance or changes in the pile’s impedance (due to variations in the pile’s material or geometry) causes reflection waves that are recorded by the instrumentation.

Knowing the material properties and pile geometry at the point of measurement, the strain can be converted to force, while the acceleration is integrated with time to produce velocity.

Figure 2. Pile instrumentation and hammer impact.

As long as there is no change in the pile impedance and there are no external forces (i.e.

friction), the force and velocity are proportional (equal). Reflections at the tip can be explained by two classical boundary conditions. Free end conditions (analogous to easy driving through soft clay) require zero force and no velocity restrictions at the tip, resulting in a compression wave returning as a tension wave and an increase in velocity (theoretically doubling). Figure 3 graphically presents a typical reflection from a pipe pile during penetration into soft clay. Fixed end conditions (analogous to hard driving into bedrock) require zero velocity and no force restrictions at the tip, resulting in a compression wave being reflected with a greater magnitude than the incident wave (theoretically doubling) and the tip velocity at theoretically zero. Figure 4 graphically presents a typical reflection from an H-pile driven to bedrock. The time the wave takes to travel down to the tip and reflect back to the transducers is twice the pile length divided by the wave speed of the pile material (2L/C).

Accelerometer Strain Gage

RAM

Figure 3. Typical Force and Velocity traces for a pipe pile driven into soft clay (high velocity and low force at tip - 2L/C).

Figure 4. Typical Force and Velocity traces for an H-pile driven into bedrock (high force and low velocity at tip - 2L/C).

If a pile contains a defect or is damaged (e.g. reduction in impedance) during driving, the wave reflecting from the zone of decreased impedance will show a reduction in the force and increase in the velocity (somewhat comparable to “free end conditions”). These reflections would arrive to the measuring transducers before the expected reflections associated with the pile tip as the damaged zone is at a point along the pile between the transducer location and pile tip. The detection of damage during driving is usually easily identifiable and typically associated with cracking of concrete piles or splice breakage.

Dynamic Testing Summary Output

After data collection, the most pertinent output quantities from the dynamic pile testing can be summarized in a graphical manner. The data can be also presented in tabular format, averaging the results based on penetration depth or blow number as specified by the user. Figure 5 shows typical graphical output. Each of the three plots presents two quantities sharing the vertical (penetration) axis.

Figure 5. Typical Dynamic Testing summary Output (PDI Plot® Program)

Signal Matching Analyses

Signal matching using the dynamic testing data can be performed to predict the static pile capacity. Programs such as CAPWAP® (developed by Pile Dynamics, Inc.) or TEPWAP/PWAP (developed by GTR) are numerical analyses used to solve the one dimensional wave equation using the measured force and velocity. E.A Smith (1960) suggested modeling the hammer-pile-soil system for use in the wave equation by a series of masses, springs and dashpots as shown in Figure 6. The signal matching programs determine the best match between measured and calculated pile top forces and replace the hammer input with the measured force and velocity. The pile is separated into many small segments, often 1 meter in length. The velocity record obtained from the dynamic pile testing transducers is used as input to the top pile segment. The resistance, damping, and quake are the primary soil parameters assigned by the user to each pile segment below grade. The signal matching programs will calculate the displacement, velocity, and stresses (forces) for each pile segment based on the input velocity record and the user assigned soil parameters. These parameters are adjusted and modified in an iterative fashion until the best match is obtained between the force calculated for the pile top segment and the force measured at the pile top during testing. The user assigned soil parameters based on the best match represent the “actual soil conditions”, including the resistance (and therefore pile capacity). This capacity is based on the resistance at the time of the testing. Static load tests are typically conducted several days or weeks after driving. Therefore, restrike tests are recommended to be performed some time after driving to assess time dependent changes in pile capacity, such as setup or relaxation.

New PDA Appendix.docx

Figure 6. Signal Matching Model (i.e. CAPWAP® or TEPWAP/PWAP).

Actual Model

F and V Input

Soil Model

Pile Model

APPENDIX B

PDA VARIABLES

• Plot 1 (left plot): Max Transferred Energy and Maximum Displacement

• Plot 2 (middle plot): Case Method Capacity

• Plot 3 (right plot): Max Measured Compression Stress at Pile Top and Max

Computed Compression Stress at the Pile Tip

Pile Dynamics, Inc. - PDIPLOT2 Ver 2022.1.62.0 - Case Method & iCAP® Results Printed: 08-July-2024 Test started: 05-July-2024

24.107 NOAA - PILE 17B EOD

PP 18X0.5

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

75.00

75.50

76.00

76.50

77.00

77.50

78.00

78.50

79.00

79.50

80.00

0.0 20.0 40.0 60.0 80.0

0.00 1.00 2.00 3.00 4.00

RX7 (kips) Maximum Case Method Capacity (JC=0.7)

RX9 (kips) Maximum Case Method Capacity (JC=0.9)

0 225 450 675 900

0 225 450 675 900

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

0.0 15.0 30.0 45.0 60.0

0.0 15.0 30.0 45.0 60.0

Pile Dynamics, Inc. Page 1 PDIPLOT2 2022.1.62.0 Printed 08-July-2024

Case Method & iCAP® Results

24.107 NOAA - PILE 17B EOD PP 18X0.5

OP: ANS Date: 05-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 79.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90 EMX: Maximum Energy RX5: Maximum Case Method Capacity (JC=0.5) DMX: Maximum Displacement RX7: Maximum Case Method Capacity (JC=0.7) CSX: Compression Stress Maximum RX9: Maximum Case Method Capacity (JC=0.9) CSB: Compression Stress at Bottom of Pile BPM: Blows/Minute BL# Depth BLC TYPE EMX DMX CSX CSB RX5 RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips kips bpm

101 77.00 51 AV100 35.0 1.20 18.8 19.7 535 531 528 62.9

STD 11.4 0.33 3.4 3.6 94 94 94 25.8

MAX 63.9 3.27 26.7 27.0 708 701 698 209.1

MIN 3.3 0.24 5.9 7.5 193 191 189 1.9

142 78.00 41 AV41 44.4 1.34 22.4 23.0 651 641 637 57.1

STD 3.7 0.08 0.9 1.0 27 25 25 3.5

MAX 47.9 1.41 23.4 24.5 690 677 674 63.4

MIN 36.8 1.18 20.6 20.1 599 592 589 54.2

146 78.08 48 AV4 46.7 1.36 23.6 23.7 692 682 682 54.8

STD 0.8 0.03 0.3 0.4 5 9 9 0.2

MAX 47.3 1.38 24.1 24.2 697 695 695 55.0

MIN 45.4 1.31 23.3 23.2 686 673 673 54.5

151 78.17 60 AV5 46.1 1.34 23.6 23.1 689 678 676 54.8

STD 0.6 0.01 0.3 0.3 5 6 7 0.1

MAX 47.0 1.36 24.1 23.6 696 686 686 54.9

MIN 45.3 1.33 23.1 22.7 683 670 666 54.7

156 78.25 60 AV5 46.6 1.34 23.7 23.7 698 687 682 54.9

STD 1.1 0.03 0.4 0.4 8 8 6 0.1

MAX 47.8 1.38 24.2 24.2 712 700 689 55.0

MIN 44.9 1.29 23.1 23.0 689 679 675 54.8

161 78.33 60 AV5 46.2 1.33 23.8 23.8 705 694 684 55.1

STD 0.3 0.01 0.3 0.2 7 5 5 0.0

MAX 46.6 1.34 24.0 24.1 713 701 689 55.1

MIN 45.8 1.31 23.2 23.6 692 687 677 55.0

167 78.42 72 AV6 45.9 1.33 23.8 23.4 702 689 680 55.1

STD 0.7 0.02 0.3 0.2 3 4 4 0.1

MAX 47.4 1.37 24.3 23.7 708 697 687 55.2

MIN 45.3 1.30 23.5 23.2 697 683 675 54.9

172 78.50 60 AV5 46.3 1.33 23.9 23.7 705 692 683 54.9

STD 0.5 0.01 0.1 0.5 7 8 5 0.1

MAX 47.2 1.35 24.1 24.4 716 704 691 55.1

MIN 45.6 1.32 23.8 23.0 695 681 678 54.8

178 78.58 72 AV6 46.6 1.34 24.0 23.9 713 701 689 55.1

STD 0.7 0.01 0.2 0.4 4 5 5 0.2

MAX 47.7 1.36 24.3 24.3 718 705 695 55.3

MIN 45.7 1.33 23.9 23.2 705 691 678 54.8

184 78.67 72 AV6 46.2 1.33 24.2 23.6 711 698 688 55.1

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results

24.107 NOAA - PILE 17B EOD PP 18X0.5

OP: ANS Date: 05-July-2024 BL# Depth BLC TYPE EMX DMX CSX CSB RX5 RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips kips bpm

STD 0.7 0.02 0.1 0.3 7 6 5 0.2

MAX 46.9 1.35 24.3 23.9 723 710 697 55.2

MIN 44.8 1.29 24.0 23.2 698 689 681 54.8

190 78.75 72 AV6 48.8 1.37 24.8 24.4 736 723 712 54.4

STD 1.2 0.01 0.5 0.5 11 11 11 0.3

MAX 49.8 1.38 25.2 25.1 750 739 729 55.0

MIN 46.6 1.34 23.9 23.6 717 706 696 54.1

196 78.83 72 AV6 50.4 1.37 25.3 24.5 746 734 726 54.0

STD 0.8 0.02 0.3 0.5 7 7 6 0.1

MAX 51.5 1.41 25.7 25.2 761 748 736 54.2

MIN 49.2 1.35 25.0 23.8 738 728 715 53.8

202 78.92 72 AV6 50.0 1.36 25.3 24.3 741 729 727 53.9

STD 0.4 0.01 0.1 0.5 2 5 5 0.2

MAX 50.5 1.37 25.5 24.9 744 737 735 54.3

MIN 49.4 1.35 25.2 23.7 738 722 717 53.7

209 79.00 84 AV7 49.6 1.35 25.4 23.9 747 734 725 53.9

STD 0.3 0.01 0.3 0.4 6 5 4 0.1

MAX 50.0 1.36 25.8 24.4 754 740 732 54.1

MIN 48.9 1.34 25.1 23.4 735 728 719 53.7

Average 40.9 1.27 21.3 21.7 617 609 604 59.1 Std. Dev. 10.0 0.24 3.5 3.2 106 103 102 18.3 Maximum 63.9 3.27 26.7 27.0 761 748 736 209.1 Minimum 3.3 0.24 5.9 7.5 193 191 189 1.9

Total number of blows analyzed: 208

BL# Sensors

1-209 F7: [Y501] 92.2 (1.00); F8: [V805] 92.2 (1.00); A5: [K5601] 371.1 (1.00);

A6: [K11322] 368.4 (1.00)

Time Summary

Drive 6 minutes 6 seconds 10:24 AM - 10:30 AM BN 1 - 209

Case Method & iCAP® Results

24.107 NOAA - PILE 17B EOD PP 18X0.5

OP: ANS Date: 05-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 79.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90 EMX: Maximum Energy RX5: Maximum Case Method Capacity (JC=0.5) DMX: Maximum Displacement RX7: Maximum Case Method Capacity (JC=0.7) CSX: Compression Stress Maximum RX9: Maximum Case Method Capacity (JC=0.9) CSB: Compression Stress at Bottom of Pile BPM: Blows/Minute BL# Depth BLC EMX DMX CSX CSB RX5 RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips kips bpm 147 78.10 60 46.6 1.34 24.1 23.1 696 686 686 54.7 148 78.12 60 45.3 1.34 23.6 22.7 683 673 671 54.8 149 78.13 60 45.4 1.33 23.6 22.9 686 670 666 54.9 150 78.15 60 46.0 1.33 23.1 23.2 689 677 676 54.9 151 78.17 60 47.0 1.36 23.7 23.6 694 684 684 54.8 152 78.18 60 45.9 1.33 24.2 23.5 693 679 679 55.0 153 78.20 60 44.9 1.29 23.1 23.0 689 679 678 54.9 154 78.22 60 47.0 1.36 23.7 24.1 700 686 675 54.8 155 78.23 60 47.8 1.38 23.7 23.8 696 690 689 54.8 156 78.25 60 47.2 1.34 24.1 24.2 712 700 688 55.0 157 78.27 60 46.6 1.34 23.9 23.7 713 701 689 55.1 158 78.28 60 45.8 1.31 23.7 23.6 705 692 679 55.1 159 78.30 60 46.0 1.33 23.2 24.1 692 687 686 55.1 160 78.32 60 46.5 1.34 24.0 24.1 704 689 677 55.0 161 78.33 60 45.9 1.33 24.0 23.6 710 699 688 55.1

Average 46.3 1.34 23.7 23.5 697 686 681 54.9 Std. Dev. 0.8 0.02 0.3 0.5 9 9 7 0.1 Maximum 47.8 1.38 24.2 24.2 713 701 689 55.1 Minimum 44.9 1.29 23.1 22.7 683 670 666 54.7

Total number of blows analyzed: 15

BL# Sensors

1-209 F7: [Y501] 92.2 (1.00); F8: [V805] 92.2 (1.00); A5: [K5601] 371.1 (1.00);

A6: [K11322] 368.4 (1.00)

Case Method & iCAP® Results

24.107 NOAA - PILE 17B EOD PP 18X0.5

OP: ANS Date: 05-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 79.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90 EMX: Maximum Energy RX5: Maximum Case Method Capacity (JC=0.5) DMX: Maximum Displacement RX7: Maximum Case Method Capacity (JC=0.7) CSX: Compression Stress Maximum RX9: Maximum Case Method Capacity (JC=0.9) CSB: Compression Stress at Bottom of Pile BPM: Blows/Minute BL# Depth BLC EMX DMX CSX CSB RX5 RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips kips bpm 173 78.51 72 46.4 1.34 23.9 23.9 711 698 688 54.8 174 78.53 72 45.7 1.33 23.9 23.2 705 691 678 55.2 175 78.54 72 47.1 1.35 23.9 23.9 715 703 692 54.9 176 78.56 72 46.0 1.33 24.2 23.6 715 703 691 55.3 177 78.57 72 47.7 1.36 24.3 24.3 718 705 695 54.9 178 78.58 72 46.8 1.35 23.9 24.2 717 704 691 55.2 179 78.60 72 46.4 1.33 24.3 23.9 723 710 697 55.2 180 78.61 72 44.8 1.29 24.3 23.2 698 689 688 55.2 181 78.63 72 45.9 1.32 24.2 23.8 710 695 681 55.0 182 78.64 72 46.3 1.34 24.2 23.4 712 699 687 54.8 183 78.65 72 46.7 1.35 24.0 23.6 712 699 686 55.1 184 78.67 72 46.9 1.34 24.3 23.4 711 697 689 55.0 185 78.68 72 46.6 1.34 23.9 23.6 717 706 696 55.0 186 78.69 72 48.2 1.38 24.4 24.3 727 714 701 54.7 187 78.71 72 49.6 1.36 25.2 24.3 750 739 729 54.2 188 78.72 72 49.2 1.38 25.1 25.1 738 724 710 54.5 189 78.74 72 49.8 1.37 25.1 24.8 745 733 722 54.1 190 78.75 72 49.7 1.37 24.9 24.4 737 722 715 54.1 191 78.76 72 50.2 1.38 25.1 24.2 742 730 730 53.9 192 78.78 72 51.4 1.41 25.0 25.2 746 732 724 53.8 193 78.79 72 51.5 1.38 25.5 24.6 761 748 736 54.0 194 78.81 72 50.3 1.36 25.1 24.4 748 736 724 54.2 195 78.82 72 49.2 1.36 25.0 25.0 741 728 715 54.1 196 78.83 72 50.0 1.35 25.7 23.8 738 729 729 53.8 197 78.85 72 49.9 1.35 25.3 24.9 741 731 729 53.9 198 78.86 72 49.4 1.37 25.2 24.3 738 727 727 54.3 199 78.88 72 50.1 1.36 25.3 24.2 741 727 725 53.9 200 78.89 72 50.5 1.36 25.5 24.9 743 730 729 53.7 201 78.90 72 50.4 1.37 25.2 23.9 744 737 735 53.7 202 78.92 72 49.4 1.35 25.3 23.7 738 722 717 54.1 203 78.93 84 49.8 1.35 25.3 24.1 753 740 728 53.9 204 78.94 84 49.4 1.36 25.1 24.4 746 733 719 54.1 205 78.95 84 49.4 1.34 25.8 23.4 746 729 724 53.8 206 78.96 84 48.9 1.35 25.1 23.7 735 728 727 53.8 207 78.98 84 49.7 1.35 25.2 24.2 752 738 725 53.9 208 78.99 84 50.0 1.36 25.4 23.4 746 731 723 53.7 209 79.00 84 49.9 1.35 25.7 24.2 754 739 732 54.0

Average 48.6 1.35 24.8 24.1 733 720 712 54.4 Std. Dev. 1.8 0.02 0.6 0.5 16 16 18 0.6 Maximum 51.5 1.41 25.8 25.2 761 748 736 55.3 Minimum 44.8 1.29 23.9 23.2 698 689 678 53.7

Total number of blows analyzed: 37

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results

24.107 NOAA - PILE 17B EOD PP 18X0.5

OP: ANS Date: 05-July-2024

BL# Sensors

1-209 F7: [Y501] 92.2 (1.00); F8: [V805] 92.2 (1.00); A5: [K5601] 371.1 (1.00);

A6: [K11322] 368.4 (1.00)

APPENDIX C

CAPWAP RESULTS

5 105 ms

-438

-219 kips

17 L/c

Force Msd Force Cpt

5 105 ms

-438

-219 kips

17 L/c

Force Msd Velocity Msd ki ps

/ft ki ps

Length b. Sensors 79.8 ft Embedment 78.9 ft Top Area 27.5 in2

End Bearing Area 254.5 in2

Top Perimeter 4.71 ft Top E-Modulus 30000 ksi Top Spec. Weight 492.0 lb/ft3

Top Wave Spd. 16808 ft/s Overall W.S. 16790 ft/s

Match Quality 4.89 Top Compr. Stress 25.4 ksi Max Compr. Stress 26.8 ksi Max Tension Stress -4.81 ksi

Avg. Shaft Quake 0.10 in Toe Quake 0.50 in Avg. Shaft Smith Dpg. 0.18 s/ft Toe Smith Damping 0.04 s/ft

Shaft Resistance Distribution

Pile Force at Ru

EB

SF

0 200 400 600 800 1000 0.0

0.5

1.0

1.5

2.0

Load (kips)

D is pl ac em en t ( in

Pile Top Bottom

RU = 725.0 kips SF = 145.0 kips EB = 580.0 kips Dy = 1.48 in Dx = 1.65 in SET/Bl = 0.17 in

24.107 NOAA ; Pile: PILE 17B EOD; PP 18X0.5; Blow: 201 (Test: 05-Jul-2024 10:30:) 08-Jul-2024

Geosciences Testing & Research Inc CAPWAP(R) 2014-3

CAPWAP(R) 2014-3 Licensed to Geosciences Testing & Research Inc

24.107 NOAA ; Pile: PILE 17B EOD Test: 05-Jul-2024 10:30

PP 18X0.5; Blow: 201 CAPWAP(R) 2014-3 Geosciences Testing & Research Inc OP: ANS

Page 2 Analysis: 08-Jul-2024

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 725.0; along Shaft 145.0; at Toe 580.0 kips

Soil Dist. Depth Ru Force Sum Unit Unit Smith Sgmnt Below Below in Pile of Resist. Resist. Damping No. Gages Grade Ru (Depth) (Area) Factor ft ft kips kips kips kips/ft ksf s/ft

725.0 1 6.6 5.8 0.0 725.0 0.0 0.00 0.00 0.00 2 13.3 12.4 0.0 725.0 0.0 0.00 0.00 0.00 3 19.9 19.1 0.0 725.0 0.0 0.00 0.00 0.00 4 26.6 25.7 0.0 725.0 0.0 0.00 0.00 0.00 5 33.2 32.4 0.0 725.0 0.0 0.00 0.00 0.00 6 39.9 39.0 0.0 725.0 0.0 0.00 0.00 0.00 7 46.5 45.7 5.0 720.0 5.0 0.75 0.16 0.18 8 53.2 52.3 5.0 715.0 10.0 0.75 0.16 0.18 9 59.8 59.0 5.0 710.0 15.0 0.75 0.16 0.18 10 66.5 65.6 15.0 695.0 30.0 2.26 0.48 0.18 11 73.1 72.3 35.0 660.0 65.0 5.27 1.12 0.18 12 79.8 78.9 80.0 580.0 145.0 12.04 2.55 0.18

Avg. Shaft 12.1 1.84 0.39 0.18

Toe 580.0 328.21 0.04

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.10 0.50 Case Damping Factor 0.53 0.47 Damping Type Viscous Sm+Visc Unloading Quake (% of loading quake) 86 65 Reloading Level (% of Ru) 100 100 Soil Plug Weight (kips) 0.127

CAPWAP match quality = 4.89 (Wave Up Match) ; RSA = 0 Observed: Final Set = 0.17 in; Blow Count = 72 b/ft Computed: Final Set = 0.21 in; Blow Count = 59 b/ft Transducer F7 (Y501) CAL: 92.2; RF: 1.00; F8 (V805) CAL: 92.2; RF: 1.00

A5 (K5601) CAL: 371; RF: 1.00; A6 (K11322) CAL: 368; RF: 1.00

max. Top Comp. Stress = 25.4 ksi (T= 37.2 ms, max= 1.057 x Top) max. Comp. Stress = 26.8 ksi (Z= 43.2 ft, T= 39.0 ms) max. Tens. Stress = -4.81 ksi (Z= 66.5 ft, T= 66.7 ms) max. Energy (EMX) = 47.9 kip-ft; max. Measured Top Displ. (DMX)= 1.37 in

Geosciences Testing & Research Inc OP: ANS

Page 3 Analysis: 08-Jul-2024

EXTREMA TABLE

Pile Dist. max. min. max. max. max. max. max.

Sgmnt Below Force Force Comp. Tens. Trnsfd. Veloc. Displ.

No. Gages Stress Stress Energy ft kips kips ksi ksi kip-ft ft/s in

1 3.3 698.0 -73.6 25.4 -2.68 47.9 13.4 1.24 2 6.6 706.0 -73.5 25.7 -2.67 47.1 13.4 1.21 4 13.3 723.9 -73.4 26.3 -2.67 45.5 13.3 1.15 6 19.9 729.7 -74.4 26.5 -2.71 44.0 13.3 1.09 7 23.3 730.2 -77.2 26.6 -2.81 43.2 13.3 1.06 8 26.6 729.7 -79.5 26.5 -2.89 42.4 13.3 1.02 9 29.9 728.5 -82.1 26.5 -2.98 41.5 13.3 0.99 10 33.2 724.8 -84.0 26.4 -3.06 40.6 13.3 0.96 11 36.6 733.6 -89.8 26.7 -3.27 39.7 13.3 0.93 12 39.9 737.4 -95.7 26.8 -3.48 38.9 13.2 0.90 13 43.2 738.0 -102.4 26.8 -3.73 37.9 13.1 0.86 14 46.5 737.8 -109.9 26.8 -4.00 37.0 13.0 0.83 15 49.8 729.6 -110.3 26.5 -4.01 35.4 12.9 0.80 16 53.2 726.2 -118.0 26.4 -4.29 34.4 12.8 0.76 17 56.5 727.8 -118.6 26.5 -4.32 32.8 12.7 0.73 18 59.8 733.8 -126.1 26.7 -4.59 31.8 12.4 0.70 19 63.1 730.4 -126.1 26.6 -4.59 30.2 12.2 0.66 20 66.5 732.8 -132.2 26.7 -4.81 29.3 12.2 0.63 21 69.8 716.9 -119.5 26.1 -4.35 26.6 12.8 0.60 22 73.1 721.8 -126.5 26.3 -4.60 25.6 13.3 0.56 23 76.4 684.3 -90.6 24.9 -3.29 21.3 13.2 0.53 24 79.8 689.5 -96.9 25.1 -3.53 14.2 12.5 0.50

Absolute 43.2 26.8 (T = 39.0 ms)

66.5 -4.81 (T = 66.7 ms)

Geosciences Testing & Research Inc OP: ANS

Page 4 Analysis: 08-Jul-2024

CASE METHOD

J = 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8

RP 675.1 546.7 418.3 289.9 161.6

RX 777.6 764.3 751.0 738.6 735.9 734.2 732.7 731.2 729.7 728.2

RU 675.1 546.7 418.3 289.9 161.6

RAU = 477.0 (kips); RA2 = 589.2 (kips)

Current CAPWAP Ru = 725.0 (kips); Corresponding J(RP)= 0.00; matches RX20 within 5%

VMX TVP VT1*Z FT1 FMX DMX DFN SET EMX QUS KEB

ft/s ms kips kips kips in in in kip-ft kips kips/in

14.5 21.57 710.7 606.4 691.8 1.37 0.17 0.17 50.4 790.3 1161

PILE PROFILE AND PILE MODEL

Depth Area E-Modulus Spec. Weight Perim.

ft in2 ksi lb/ft3 ft

0.0 27.5 30000.0 492.000 4.71

79.8 27.5 30000.0 492.000 4.71

Toe Area 254.5 in2

Top Segment Length 3.32 ft, Top Impedance 49 kips/ft/s

Wave Speed: Pile Top 16807.9, Elastic 16807.9, Overall 16789.5 ft/s Pile Damping 1.00 %, Time Incr 0.198 ms, 2L/c 9.5 ms Total volume: 15.224 ft3; Volume ratio considering added impedance: 1.000

APPENDIX D

TEST PILE INSTALLATION LOGS

DRAFT***