SUB-0105 Trestle Piles 4C 6B - PDA and Test Pile Logs.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

June 23, 2024 GTR Project No. 24.107

John McNulty Coastal Marine Construction LLC.

630 Park Street Stoughton, MA 02072

Re: Dynamic Pile Testing Report – Trestle Piles 6B and 4C 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 June 17, 18, 20, and 21, 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.

Two (2) Open‐Ended Steel 18”x0.5” Pipe piles, designated as Piles 4C and 6B were dynamically tested during End of Drive (EOD) and Beginning of Restrike (BOR). 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

NOAA OMAO Ship & Support Facility Relocation – Trestle PDA Report June 23, 2024 GTR Project No. 24.107 Page 2 driving stress for the piles is 54 kips per square inch (ksi), based on 90% of the yield strength (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 PDA at the gauge locations determines the transferred energy, stroke, 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(s) 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, EOR or a single blow for BOR. CAPWAP analyses were performed on a selected blows from EOD, EOR and BOR. 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, the test piles were installed with a vibratory hammer to approximately 35 feet below the reference elevation taken as the top of the bulkhead. The dynamic testing gages were then attached, and the piles were impact driven to a final depth of approximately 50 to 56 feet below reference. The reported blow count at EOD/EOR was approximately 4 to 6 blows per inch (bpi). The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 1.75 to 2 feet, corresponding to an average transferred energy of approximately 43 to 51 kip‐ft. 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/EOR Case Method field capacities (RX9) ranged between approximately 715 and 750 kips at a final driving resistance of 4 to 6 bpi. The corresponding EOD/EOR CAPWAP capacities ranged between approximately 715 and 720 kips. The BOR RX9 capacities ranged between approximately 625 and 750 kips. The BOR CAPWAP capacities ranged between 600 and 735 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 6B, the EOD CAPWAP capacity was 715 kips. The pile was driven to a blow count of 4 bpi with the hammer operated at a stroke of approximately 1.75 feet. The corresponding BOR CAPWAP capacities ranged between 700 and 735 kips.

2. For Pile 4C, the EOD CAPWAP capacity was 700 kips when the pile was driven to a blow count of 4 bpi at a 1.75 foot stroke. Since the BOR CAPWAP capacity was 600 kips, the pile was redriven to 6 bpi using a 2 foot stroke. EOR CAPWAP capacity was 720 kips at a stroke of approximately 2 feet.

GTR Project No. 24.107 Page 4

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.

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

Jack W. Regan Les R. Chernauskas, P.E.

Geotechnical Engineer Principal

William D. Oder, P.E. (RI) Assistant Project Manager Attachments: Appendices A through D

TABLES

Driven 2 Observed3 Hammer Maximum 4 Maximum4 Maximum4 Maximum5

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)

EOD 6/18/24 49.3 4, 4, 4 649‐660 ~1.75 51.0 1.2 28.1 21.7 727 716 715

BOR 6/20/24 49.3 7,7,6,6 25 ~1.75‐2 47.7 1.1 30.3 18.0 764 751 735

BOR2 6/21/24 49.6 7,7,8 7 ~2 48.1 1.1 27.8 19.5 740 719 700

54.2 4,4,4,4 885‐900 48.1 1.1 29.1 16.6 725 719 700

BOR 55.5 3,3,3 1‐9 45.7 1.1 25.6 17.6 628 624 600

EOR 55.7 6,6,6 54‐71 42.7 1.0 28.0 20.6 758 748 720

Notes:

Pile 6B

Pile 4C

~1.75

~2

EOD 6/20/24

6/21/24

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), Beginning of Restrike (BOR), and End of Restrike/Redrive (EOR).

2. Depth is referenced from reference elevation (top of bulkhead). 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.

6/23/2024 24.107 NOAA Pipe Piles ‐ PDA Table

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)

EOD 652 305 410 715 57% 0.15 0.49 0.15 0.09

BOR 25 325 410 735 56% 0.10 0.37 0.15 0.10

BOR2 7 225 475 700 68% 0.10 0.30 0.23 0.04

EOD 888 315 385 700 55% 0.08 0.49 0.16 0.05

BOR 4 155 445 600 74% 0.15 0.57 0.18 0.08

BOR 65 195 525 720 73% 0.10 0.39 0.20 0.08

NOAA OMAO EAST COAST CENTER RELOCATION

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

Capacity (kips)

NEWPORT, RHODE ISLAND

Pile 4C

Pile 6B

6/23/2024 24.107 NOAA Pipe Piles ‐ PDA Table

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: 18-June-2024 Test started: 18-June-2024

24.107 NOAA OMAO 061724 - PILE # 6B

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

20.00

28.00

36.00

44.00

52.00

5.0 21.5 38.0 54.5 71.0

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)

200 360 520 680 840

200 360 520 680 840

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

0.0 15.0 30.0 45.0 60.0

Pile Dynamics, Inc. Page 1 PDIPLOT2 2022.1.62.0 Printed 18-June-2024

Case Method & iCAP® Results

24.107 NOAA OMAO 061724 - PILE # 6B PP18X0.5

OP: WRJ Date: 18-June-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 69.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70 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

35 28.00 7 AV35 54.7 2.36 23.9 10.3 284 274 268 37.9

STD 6.8 0.35 1.9 1.2 33 31 29 15.8

MAX 68.4 3.13 28.0 13.5 323 313 306 50.4

MIN 32.7 1.72 18.4 7.8 224 218 211 1.9

280 38.00 25 AV245 32.7 1.20 18.6 9.0 372 357 346 46.5

STD 3.9 0.18 0.7 0.8 45 45 45 2.7

MAX 55.0 2.08 22.7 10.5 464 448 438 86.7

MIN 30.3 1.01 16.7 7.1 296 279 263 44.1

436 43.00 31 AV156 39.2 1.11 22.3 15.3 574 555 543 51.7

STD 4.5 0.06 2.1 2.8 47 44 45 11.5

MAX 44.1 1.22 25.3 19.0 642 619 607 193.5

MIN 28.9 0.95 18.4 9.7 459 442 431 48.1

473 44.00 37 AV37 42.6 1.11 25.2 18.5 638 618 607 51.5

STD 1.4 0.02 0.5 0.3 6 7 8 2.0

MAX 45.0 1.15 26.0 19.1 650 631 624 53.7

MIN 40.8 1.07 24.2 17.8 626 607 595 48.5

504 45.00 31 AV31 45.2 1.12 25.9 18.5 645 622 612 48.6

STD 0.3 0.01 0.2 0.3 4 5 5 0.2

MAX 45.9 1.15 26.4 19.1 656 638 626 49.0

MIN 44.7 1.09 25.4 17.7 636 611 602 48.2

537 46.00 33 AV33 43.6 1.08 26.2 18.7 660 643 637 49.5

STD 1.7 0.02 0.7 0.5 13 14 15 0.4

MAX 45.2 1.12 26.8 19.3 677 657 652 50.0

MIN 35.5 0.98 23.1 16.6 606 582 572 48.2

573 47.00 36 AV36 41.0 1.05 24.7 18.3 638 620 614 52.3

STD 7.7 0.13 2.8 1.7 62 60 60 27.0

MAX 50.7 1.25 26.6 19.9 679 664 658 173.4

MIN 8.7 0.47 12.9 10.0 378 371 365 1.9

612 48.00 39 AV39 51.7 1.23 26.0 19.4 670 650 636 47.6

STD 2.9 0.04 0.6 0.7 14 14 13 7.5

MAX 54.4 1.28 26.8 20.1 685 665 652 50.8

MIN 39.1 1.04 24.3 16.6 633 616 602 1.9

648 49.00 36 AV36 51.3 1.21 26.9 19.1 696 676 662 48.3

STD 2.6 0.03 0.8 0.8 21 20 19 7.9

MAX 53.1 1.25 28.0 20.6 726 706 694 51.5

MIN 40.8 1.07 24.2 17.4 638 621 612 1.9

652 49.08 48 AV4 51.4 1.18 28.0 21.4 735 717 705 51.8

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results

24.107 NOAA OMAO 061724 - PILE # 6B PP18X0.5

OP: WRJ Date: 18-June-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 0.5 0.01 0.1 0.4 2 4 6 0.2

MAX 52.0 1.19 28.1 21.9 736 722 712 52.1

MIN 50.7 1.17 27.9 20.9 731 710 696 51.7

656 49.17 48 AV4 51.4 1.17 28.1 21.9 741 726 717 52.4

STD 0.2 0.00 0.2 0.1 4 4 4 0.2

MAX 51.7 1.18 28.3 22.0 744 730 723 52.8

MIN 51.2 1.17 27.8 21.8 734 719 710 52.2

660 49.25 48 AV4 50.2 1.15 28.1 21.9 751 737 725 53.7

STD 2.3 0.04 0.2 0.5 3 3 2 1.3

MAX 51.8 1.17 28.3 22.6 753 740 729 56.0

MIN 46.2 1.08 27.7 21.4 746 734 722 52.8

Average 40.0 1.22 22.2 13.9 514 497 486 48.4 Std. Dev. 8.2 0.31 3.5 4.6 143 141 140 10.3 Maximum 68.4 3.13 28.3 22.6 753 740 729 193.5 Minimum 8.7 0.47 12.9 7.1 224 218 211 1.9

Total number of blows analyzed: 660

BL# Sensors

1-660 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Time Summary

Drive 48 minutes 34 seconds 9:14 AM - 10:02 AM (6/18/2024) BN 1 - 563 Stop 2 hours 16 minutes 27 seconds 10:02 AM - 12:19 PM Drive 4 minutes 56 seconds 12:19 PM - 12:24 PM BN 564 - 660

Total time [03:09:59] = (Driving [00:53:31] + Stop [02:16:27])

Case Method & iCAP® Results

24.107 NOAA OMAO 061724 - PILE # 6B PP18X0.5

OP: WRJ Date: 18-June-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 69.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70 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 649 49.02 48 50.7 1.17 28.0 20.9 731 710 696 51.7 650 49.04 48 51.7 1.19 28.1 21.2 735 717 703 51.7 651 49.06 48 52.0 1.19 28.1 21.9 736 722 708 51.7 652 49.08 48 51.4 1.18 27.9 21.6 736 719 712 52.1 653 49.10 48 51.3 1.17 27.8 22.0 734 719 710 52.2 654 49.13 48 51.5 1.17 28.0 21.8 743 727 717 52.2 655 49.15 48 51.7 1.18 28.3 21.8 744 729 716 52.5 656 49.17 48 51.2 1.17 28.2 21.9 744 730 723 52.8 657 49.19 48 51.2 1.17 28.1 21.4 746 734 722 53.0 658 49.21 48 51.8 1.17 28.1 22.6 752 739 726 52.8 659 49.23 48 51.5 1.17 28.3 21.5 752 740 729 53.1 660 49.25 48 46.2 1.08 27.7 22.1 753 735 724 56.0

Average 51.0 1.17 28.1 21.7 742 727 716 52.7 Std. Dev. 1.5 0.03 0.2 0.4 7 9 9 1.1 Maximum 52.0 1.19 28.3 22.6 753 740 729 56.0 Minimum 46.2 1.08 27.7 20.9 731 710 696 51.7

Total number of blows analyzed: 12

BL# Sensors

1-660 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Time Summary

Drive 48 minutes 34 seconds 9:14 AM - 10:02 AM (6/18/2024) BN 1 - 563 Stop 2 hours 16 minutes 27 seconds 10:02 AM - 12:19 PM Drive 4 minutes 56 seconds 12:19 PM - 12:24 PM BN 564 - 660

Total time [03:09:59] = (Driving [00:53:31] + Stop [02:16:27])

GRL Engineers, Inc. - PDIPLOT2 Ver 2022.1.62.0 - Case Method & iCAP® Results

Printed: 20-June-2024 Test started: 20-June-2024

24.107 NOAA OMAO 062024 - PILE # 6B BOR

PP18X0.5

EMX (k-ft)

Maximum Energy

DMX (in)

Maximum Displacement

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)

0 340 680 1,020 1,360

0 340 680 1,020 1,360

CSX (ksi)

Compression Stress Maximum

CSB (ksi)

Compression Stress at Bottom of Pile

GRL Engineers, Inc. Page 1 PDIPLOT2 2022.1.62.0 Printed 20-June-2024

Case Method & iCAP® Results

24.107 NOAA OMAO 062024 - PILE # 6B BOR PP18X0.5

OP: WRJ Date: 20-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 69.75 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70

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

1 49.26 84 23.4 0.77 21.4 17.7 604 595 588 29.2 2 49.27 84 16.5 0.62 18.5 16.7 554 549 546 1.9 3 49.29 84 22.9 0.76 21.1 16.8 585 581 580 38.0 4 49.30 84 26.6 0.81 22.4 17.5 620 610 608 1.9 5 49.31 84 22.6 0.76 21.4 16.7 598 582 580 22.2 6 49.32 84 27.7 0.84 22.9 18.4 624 619 619 1.9 7 49.33 84 31.2 0.89 24.4 16.0 649 630 626 53.6 8 49.35 72 36.1 0.98 25.3 18.0 665 652 650 53.8 9 49.36 72 37.2 0.99 25.9 18.5 678 670 667 54.2

10 49.38 72 38.0 1.00 26.0 13.7 680 662 660 54.8 11 49.39 72 38.3 1.00 26.6 15.9 690 674 673 54.6 12 49.40 72 39.0 1.02 26.3 13.9 695 676 676 55.2 13 49.42 72 36.9 0.97 26.9 15.2 698 681 681 54.6 14 49.43 72 38.1 0.99 26.9 16.2 708 689 686 55.1 15 49.44 72 39.2 1.01 27.2 14.0 703 688 681 54.9 16 49.46 72 38.6 1.00 27.3 14.9 712 688 684 55.2 17 49.47 72 39.3 1.01 28.0 15.8 715 700 695 55.1 18 49.49 72 39.4 1.00 27.9 17.6 727 714 714 55.4 19 49.50 72 39.8 1.02 27.7 16.7 721 706 704 56.9 20 49.51 84 37.7 0.97 27.2 14.1 720 707 700 55.8 21 49.52 84 38.7 1.00 27.8 16.6 716 708 706 55.6 22 49.54 84 40.7 1.01 29.0 15.8 754 730 716 52.0 23 49.55 84 41.4 1.03 28.9 16.0 754 731 711 52.3 24 49.56 84 46.1 1.09 30.1 15.6 773 746 739 51.5 25 49.57 84 47.7 1.11 30.3 18.0 790 764 751 51.7 26 49.58 84 48.1 1.11 31.3 18.1 794 766 766 52.0

Average 35.8 0.95 26.1 16.3 689 674 669 45.4 Std. Dev. 7.8 0.12 3.1 1.4 62 57 55 17.7 Maximum 48.1 1.11 31.3 18.5 794 766 766 56.9 Minimum 16.5 0.62 18.5 13.7 554 549 546 1.9

Total number of blows analyzed: 26

BL# Sensors

1-26 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Time Summary

Drive 2 minutes 42 seconds 1:45 PM - 1:48 PM BN 1 - 26

Printed: 21-June-2024 Test started: 21-June-2024

24.107 NOAA OMAO 062124 - PILE 6B BOR_2

PP 18X0.5

EMX (k-ft)

Maximum Energy

DMX (in)

Maximum Displacement

0.0 30.0 60.0 90.0 120.0

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)

0 340 680 1,020 1,360

0 340 680 1,020 1,360

CSX (ksi)

Compression Stress Maximum

CSB (ksi)

Compression Stress at Bottom of Pile

PDIPLOT2 2022.1.62.0 Printed 21-June-2024

Case Method & iCAP® Results

24.107 NOAA OMAO 062124 - PILE 6B BOR_2 PP 18X0.5

OP: Date: 21-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 65.50 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

1 49.36 84 48.7 1.12 27.6 18.1 720 711 1.9 2 49.37 84 39.6 0.98 26.0 18.0 693 678 57.3 3 49.39 84 40.9 1.00 25.9 16.7 707 690 56.1 4 49.40 84 45.1 1.06 26.8 18.6 722 700 54.9 5 49.41 84 47.0 1.08 27.2 20.3 731 713 54.9 6 49.42 84 48.0 1.10 27.6 19.9 741 720 55.0 7 49.43 84 48.1 1.10 27.8 19.5 740 719 55.2 8 49.45 84 48.7 1.10 27.8 19.6 741 722 54.9 9 49.46 84 49.5 1.12 27.9 19.9 748 728 54.8

10 49.47 84 49.3 1.11 27.9 19.4 745 722 54.8 11 49.48 84 50.0 1.12 28.0 19.1 751 733 54.9 12 49.49 84 49.5 1.12 28.1 19.7 748 733 55.1 13 49.50 84 49.6 1.12 28.1 19.4 752 733 55.0 14 49.52 84 49.7 1.11 27.9 18.9 753 733 55.0 15 49.53 96 49.7 1.12 28.3 20.3 758 739 55.2 16 49.54 96 50.0 1.12 28.1 19.2 753 736 55.0 17 49.55 96 50.1 1.12 28.4 19.8 758 741 55.0 18 49.56 96 50.3 1.12 28.5 19.4 760 745 54.9 19 49.57 96 49.9 1.12 28.2 19.1 752 734 55.1 20 49.58 96 49.8 1.11 28.6 19.7 759 747 55.1 21 49.59 96 50.1 1.11 28.5 19.5 759 739 55.1 22 49.60 96 49.3 1.10 28.2 19.0 756 738 55.3

Average 48.3 1.10 27.8 19.2 743 725 52.8 Std. Dev. 2.8 0.04 0.7 0.8 18 17 11.1 Maximum 50.3 1.12 28.6 20.3 760 747 57.3 Minimum 39.6 0.98 25.9 16.7 693 678 1.9

Total number of blows analyzed: 22

BL# Sensors

1-22 F7: [Y501] 92.2 (1.00); F8: [Y177] 92.6 (1.00); A5: [K6075] 358.6 (1.00); A6: [K11322] 368.4 (1.00)

Time Summary

Drive 22 seconds 12:23 PM - 12:23 PM BN 1 - 22 dvaleri Rectangle

Printed: 21-June-2024 Test started: 20-June-2024

24.107 NOAA OMAO 062024 - PILE # 4C

PP18X0.5

EMX (k-ft)

Maximum Energy

DMX (in)

Maximum Displacement

1,000

0.0 30.0 60.0 90.0 120.0

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)

0 210 420 630 840

0 210 420 630 840

CSX (ksi)

Compression Stress Maximum

CSB (ksi)

Compression Stress at Bottom of Pile

0.0 10.0 20.0 30.0 40.0

Case Method & iCAP® Results

24.107 NOAA OMAO 062024 - PILE # 4C PP18X0.5

OP: WRJ Date: 20-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.70 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70

BL# Depth BLC TYPE EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

517 45.00 58 AV515 36.2 1.08 20.6 15.9 519 509 67.2

STD 14.5 0.21 4.8 3.1 137 134 23.4

MAX 57.7 1.41 26.6 20.0 660 651 167.4

MIN 0.0 0.21 5.1 5.5 138 133 1.9

557 46.00 40 AV40 49.4 1.22 24.6 18.5 648 635 53.6

STD 0.7 0.02 0.1 0.3 4 4 0.4

MAX 50.5 1.25 24.8 19.0 658 644 54.3

MIN 47.8 1.18 24.3 17.8 637 620 52.9

597 47.00 40 AV40 49.7 1.21 24.5 19.1 656 642 54.2

STD 0.4 0.01 0.1 0.3 3 4 0.2

MAX 50.5 1.23 24.8 19.7 664 650 54.6

MIN 48.7 1.19 24.1 18.6 648 631 53.7

641 48.00 44 AV44 49.6 1.20 24.5 19.0 658 645 54.2

STD 0.4 0.01 0.1 0.3 3 3 0.2

MAX 50.4 1.22 24.8 19.5 666 651 54.5

MIN 48.1 1.17 24.2 18.5 653 640 53.7

682 49.00 41 AV41 49.7 1.19 24.5 19.0 653 640 53.9

STD 0.3 0.01 0.2 0.3 3 3 0.2

MAX 50.3 1.21 24.9 19.6 660 647 54.2

MIN 48.9 1.18 24.2 18.4 647 633 53.4

713 50.00 31 AV31 49.7 1.18 24.6 18.5 652 640 53.2

STD 0.6 0.01 0.1 0.3 2 3 0.3

MAX 50.5 1.20 24.8 19.1 656 649 53.7

MIN 48.2 1.15 24.4 17.8 647 635 52.6

766 51.00 53 AV53 47.9 1.15 24.6 17.1 644 635 51.6

STD 0.5 0.01 0.1 0.6 8 7 0.7

MAX 49.5 1.20 24.8 18.4 659 649 52.8

MIN 46.7 1.12 24.3 16.1 631 624 50.3

833 52.00 67 AV67 46.4 1.10 25.6 14.9 637 630 50.2

STD 5.1 0.09 1.8 1.1 41 42 17.4

MAX 49.2 1.15 26.9 16.6 658 649 183.5

MIN 8.8 0.46 12.3 7.3 320 307 1.9

878 52.67 67 AV45 47.9 1.09 27.6 15.6 686 679 50.6

STD 0.5 0.02 0.5 0.5 18 19 1.1

MAX 49.1 1.12 28.5 17.0 716 711 52.5

MIN 46.7 1.05 26.8 14.5 656 648 48.8

881 52.75 36 AV3 49.1 1.09 28.6 16.4 710 702 52.6

STD 0.2 0.00 0.1 0.5 3 2 0.1

MAX 49.3 1.09 28.8 17.0 714 705 52.8

MIN 48.9 1.09 28.5 15.9 708 700 52.4

884 52.83 36 AV3 49.2 1.09 28.7 16.7 713 706 52.7

STD 0.1 0.00 0.1 0.4 2 1 0.2

MAX 49.3 1.09 28.8 17.2 715 707 53.0

MIN 49.1 1.08 28.6 16.3 711 705 52.4

888 52.92 48 AV4 48.5 1.07 28.8 16.7 718 711 53.0

STD 0.3 0.00 0.1 0.4 3 2 0.2

MAX 48.8 1.08 28.9 17.3 720 713 53.3

MIN 48.2 1.07 28.6 16.4 713 708 52.9

892 53.00 48 AV4 48.2 1.07 28.9 16.0 724 719 53.2

STD 0.3 0.01 0.0 0.2 3 4 0.2

Case Method & iCAP® Results

24.107 NOAA OMAO 062024 - PILE # 4C PP18X0.5

OP: WRJ Date: 20-June-2024

BL# Depth BLC TYPE EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

MAX 48.6 1.07 28.9 16.3 728 724 53.4

MIN 47.8 1.05 28.8 15.7 721 713 52.9

896 53.08 48 AV4 48.0 1.06 29.1 16.7 727 720 53.5

STD 0.4 0.01 0.2 0.5 2 2 0.1

MAX 48.6 1.07 29.4 17.4 729 721 53.8

MIN 47.5 1.05 28.9 16.1 724 717 53.5

900 53.17 48 AV4 47.8 1.05 29.4 17.0 732 727 53.9

STD 0.6 0.01 0.1 0.4 4 4 0.3

MAX 48.4 1.06 29.6 17.4 738 731 54.3

MIN 47.0 1.03 29.3 16.4 727 721 53.7

Average 41.5 1.11 22.6 16.6 578 568 60.9 Std. Dev. 12.6 0.17 4.5 2.7 126 124 19.7 Maximum 57.7 1.41 29.6 20.0 738 731 183.5 Minimum 0.0 0.21 5.1 5.5 138 133 1.9

Total number of blows analyzed: 898

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Sensors

1-900 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Drive 29 minutes 51 seconds 12:15 PM - 12:45 PM BN 1 - 900

Case Method & iCAP® Results

24.107 NOAA OMAO 062024 - PILE # 4C PP18X0.5

OP: WRJ Date: 20-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.70 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

885 52.85 48 48.8 1.08 28.9 17.3 720 711 52.9 886 52.88 48 48.6 1.07 28.6 16.5 719 712 52.9 887 52.90 48 48.3 1.07 28.8 16.4 720 713 52.9 888 52.92 48 48.2 1.07 28.9 16.8 713 708 53.3 889 52.94 48 48.2 1.07 28.9 15.7 721 713 52.9 890 52.96 48 47.8 1.05 28.8 15.8 724 719 53.1 891 52.98 48 48.5 1.07 28.9 16.3 728 724 53.4 892 53.00 48 48.6 1.07 28.9 16.1 723 718 53.4 893 53.02 48 48.3 1.07 28.9 16.1 724 717 53.5 894 53.04 48 47.6 1.05 29.1 16.3 729 721 53.5 895 53.06 48 48.6 1.07 29.3 17.4 727 721 53.5 896 53.08 48 47.5 1.05 29.4 17.0 728 721 53.8 897 53.10 48 47.6 1.05 29.3 17.4 727 721 53.7 898 53.13 48 48.4 1.06 29.4 17.2 730 725 53.9 899 53.15 48 48.2 1.06 29.6 17.1 734 731 53.7 900 53.17 48 47.0 1.03 29.3 16.4 738 730 54.3

Average 48.1 1.06 29.1 16.6 725 719 53.4 Std. Dev. 0.5 0.01 0.3 0.6 6 6 0.4 Maximum 48.8 1.08 29.6 17.4 738 731 54.3 Minimum 47.0 1.03 28.6 15.7 713 708 52.9

Total number of blows analyzed: 16

BL# Sensors

1-900 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Case Method & iCAP® Results

24.107 NOAA OMAO 062024 - PILE # 4C PP18X0.5

OP: WRJ Date: 20-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.70 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.70

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

885 52.85 48 48.8 1.08 28.9 17.3 720 711 52.9 886 52.88 48 48.6 1.07 28.6 16.5 719 712 52.9 887 52.90 48 48.3 1.07 28.8 16.4 720 713 52.9 888 52.92 48 48.2 1.07 28.9 16.8 713 708 53.3 889 52.94 48 48.2 1.07 28.9 15.7 721 713 52.9 890 52.96 48 47.8 1.05 28.8 15.8 724 719 53.1 891 52.98 48 48.5 1.07 28.9 16.3 728 724 53.4 892 53.00 48 48.6 1.07 28.9 16.1 723 718 53.4 893 53.02 48 48.3 1.07 28.9 16.1 724 717 53.5 894 53.04 48 47.6 1.05 29.1 16.3 729 721 53.5 895 53.06 48 48.6 1.07 29.3 17.4 727 721 53.5 896 53.08 48 47.5 1.05 29.4 17.0 728 721 53.8 897 53.10 48 47.6 1.05 29.3 17.4 727 721 53.7 898 53.13 48 48.4 1.06 29.4 17.2 730 725 53.9 899 53.15 48 48.2 1.06 29.6 17.1 734 731 53.7 900 53.17 48 47.0 1.03 29.3 16.4 738 730 54.3

Average 48.1 1.06 29.1 16.6 725 719 53.4 Std. Dev. 0.5 0.01 0.3 0.6 6 6 0.4 Maximum 48.8 1.08 29.6 17.4 738 731 54.3 Minimum 47.0 1.03 28.6 15.7 713 708 52.9

Total number of blows analyzed: 16

BL# Sensors

1-900 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: [K5299] 352.4 (1.00); A3: [K5814] 342.0 (1.00)

Printed: 21-June-2024 Test started: 21-June-2024

24.107 NOAA OMAO 062124 - PILE 4C BOR

PP 18X0.5

EMX (k-ft)

Maximum Energy

DMX (in)

Maximum Displacement

0.0 30.0 60.0 90.0 120.0

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)

0 340 680 1,020 1,360

0 340 680 1,020 1,360

CSX (ksi)

Compression Stress Maximum

CSB (ksi)

Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA OMAO 062124 - PILE 4C BOR PP 18X0.5

OP: Date: 21-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.80 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

1 55.28 36 45.4 1.11 25.3 17.2 623 619 53.9 2 55.31 36 44.8 1.11 25.2 17.5 620 615 53.9 3 55.33 36 45.7 1.13 25.4 17.5 629 627 53.5 4 55.36 36 46.1 1.13 26.0 17.6 624 618 53.6 5 55.39 36 45.3 1.11 25.6 17.3 629 621 53.5 6 55.42 36 46.2 1.13 25.6 17.8 631 626 54.0 7 55.44 36 45.3 1.11 26.0 18.0 633 628 54.0 8 55.47 36 46.4 1.13 25.7 17.9 632 630 54.0 9 55.50 36 45.8 1.12 25.7 17.7 633 629 54.1

10 55.52 40 46.6 1.14 26.2 18.8 629 626 54.1 11 55.55 40 45.5 1.11 25.9 17.8 636 633 54.2 12 55.57 40 45.5 1.11 25.7 17.7 634 631 54.1 13 55.59 40 45.6 1.12 26.1 17.9 629 622 54.1 14 55.61 40 46.3 1.13 25.9 17.8 636 631 54.1 15 55.64 40 42.1 1.08 25.1 17.9 609 602 59.9 16 55.66 40 41.0 1.08 24.2 16.9 590 583 1.9 17 55.68 40 43.6 1.09 24.9 17.0 609 604 54.1 18 55.70 40 43.8 1.09 24.9 17.2 615 614 54.1 19 55.73 40 45.3 1.11 25.3 17.4 619 615 54.1 20 55.75 40 46.5 1.14 25.7 18.2 623 617 54.1 21 55.77 40 46.4 1.12 25.5 17.3 629 621 53.7 22 55.80 40 46.1 1.13 25.7 17.9 632 624 54.0 23 55.82 40 46.3 1.12 25.9 17.8 636 630 53.8 24 55.84 40 46.0 1.12 26.4 18.4 647 642 54.0 25 55.86 40 46.3 1.11 25.7 17.9 643 635 54.1 26 55.89 40 47.3 1.14 25.8 18.0 635 634 54.3 27 55.91 40 46.6 1.12 25.6 17.8 642 634 54.4 28 55.93 40 46.8 1.13 26.3 18.8 649 642 54.4 29 55.95 40 46.4 1.11 26.0 17.9 650 644 54.5 30 55.98 40 47.5 1.14 26.2 18.5 650 645 54.8 31 56.00 40 47.3 1.14 26.3 18.7 651 644 54.8 32 56.02 40 46.6 1.12 26.1 18.4 651 647 54.9 33 56.05 40 46.9 1.12 26.6 18.7 664 658 55.2 34 56.07 40 47.4 1.13 26.7 19.3 659 650 55.5 35 56.09 40 46.7 1.11 26.6 18.8 663 661 55.6 36 56.11 40 47.5 1.14 26.5 19.4 664 656 55.8 37 56.14 40 47.7 1.14 26.8 19.4 665 657 55.9 38 56.16 40 47.3 1.12 26.3 19.6 669 659 55.8 39 56.18 40 47.7 1.13 26.7 19.4 667 663 56.1 40 56.20 40 48.1 1.13 26.7 18.8 674 668 56.2 41 56.23 40 48.0 1.14 26.8 19.6 674 668 56.5 42 56.25 40 47.0 1.11 26.4 19.1 677 670 56.7 43 56.27 60 46.6 1.10 27.0 19.6 686 674 56.8 44 56.28 60 46.7 1.10 26.9 20.5 690 678 56.9 45 56.30 60 47.0 1.11 27.0 19.9 692 683 57.1 46 56.32 60 46.9 1.10 26.8 20.1 693 677 57.4

Case Method & iCAP® Results

24.107 NOAA OMAO 062124 - PILE 4C BOR PP 18X0.5

OP: Date: 21-June-2024

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

47 56.33 60 45.2 1.06 26.7 19.5 704 688 57.6 48 56.35 72 48.2 1.13 27.7 20.2 700 691 57.5 49 56.36 72 46.4 1.09 27.0 19.6 705 693 57.9 50 56.37 72 45.1 1.06 27.6 20.5 715 702 57.9 51 56.39 72 47.1 1.10 27.5 20.3 714 700 58.1 52 56.40 72 45.6 1.07 27.4 20.0 722 706 58.4 53 56.42 72 45.5 1.07 27.8 20.3 725 709 58.6 54 56.43 72 45.4 1.06 27.9 20.7 728 713 58.5 55 56.44 72 45.5 1.06 27.8 20.8 735 722 58.7 56 56.46 72 45.5 1.06 27.8 20.7 736 723 58.7 57 56.47 72 44.3 1.04 27.9 20.9 741 732 59.0 58 56.49 72 47.2 1.10 28.0 21.3 741 728 59.2 59 56.50 72 40.1 0.96 27.8 20.4 752 747 58.4 60 56.51 72 43.1 1.01 27.7 20.0 745 734 59.4 61 56.53 72 41.2 0.98 27.9 20.9 762 752 59.8 62 56.54 72 42.9 1.00 27.9 20.0 755 744 59.9 63 56.56 72 39.9 0.96 28.0 20.9 770 759 60.2 64 56.57 72 40.7 0.97 28.0 21.2 772 759 60.3 65 56.58 72 42.4 0.99 28.1 20.3 763 754 60.2 66 56.60 72 41.3 0.98 27.8 20.5 767 760 60.4 67 56.61 72 43.3 1.01 28.1 20.0 768 757 60.3 68 56.63 72 42.2 0.99 27.9 20.0 769 764 60.8 69 56.64 72 40.6 0.96 28.3 21.3 782 776 60.7 70 56.65 72 42.3 0.99 28.1 20.4 776 769 60.7 71 56.67 72 41.5 0.98 28.1 21.0 776 769 61.0

Average 45.3 1.09 26.6 19.1 680 672 55.7 Std. Dev. 2.1 0.05 1.0 1.3 54 52 6.9 Maximum 48.2 1.14 28.3 21.3 782 776 61.0 Minimum 39.9 0.96 24.2 16.9 590 583 1.9

Total number of blows analyzed: 71

BL# Sensors

1-71 F3: [Y501] 92.2 (1.00); F4: [Y177] 92.6 (1.00); A1: [K6075] 358.6 (1.00); A2: [K11322] 368.4 (1.00)

Drive 6 minutes 29 seconds 9:01 AM - 9:08 AM BN 1 - 71

Case Method & iCAP® Results

24.107 NOAA OMAO 062124 - PILE 4C BOR PP 18X0.5

OP: Date: 21-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.80 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

1 55.28 36 45.4 1.11 25.3 17.2 623 619 53.9 2 55.31 36 44.8 1.11 25.2 17.5 620 615 53.9 3 55.33 36 45.7 1.13 25.4 17.5 629 627 53.5 4 55.36 36 46.1 1.13 26.0 17.6 624 618 53.6 5 55.39 36 45.3 1.11 25.6 17.3 629 621 53.5 6 55.42 36 46.2 1.13 25.6 17.8 631 626 54.0 7 55.44 36 45.3 1.11 26.0 18.0 633 628 54.0 8 55.47 36 46.4 1.13 25.7 17.9 632 630 54.0 9 55.50 36 45.8 1.12 25.7 17.7 633 629 54.1

Average 45.7 1.12 25.6 17.6 628 624 53.8 Std. Dev. 0.5 0.01 0.2 0.3 4 5 0.2 Maximum 46.4 1.13 26.0 18.0 633 630 54.1 Minimum 44.8 1.11 25.2 17.2 620 615 53.5

Total number of blows analyzed: 9

BL# Sensors

1-71 F3: [Y501] 92.2 (1.00); F4: [Y177] 92.6 (1.00); A1: [K6075] 358.6 (1.00); A2: [K11322] 368.4 (1.00)

Case Method & iCAP® Results

24.107 NOAA OMAO 062124 - PILE 4C BOR PP 18X0.5

OP: Date: 21-June-2024

AR: 27.49 in² SP: 0.492 k/ft³ LE: 64.80 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.90

EMX: Maximum Energy RX7: Maximum Case Method Capacity (JC=0.7) DMX: Maximum Displacement RX9: Maximum Case Method Capacity (JC=0.9) CSX: Compression Stress Maximum BPM: Blows/Minute CSB: Compression Stress at Bottom of Pile

BL# Depth BLC EMX DMX CSX CSB RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips bpm

54 56.43 72 45.4 1.06 27.9 20.7 728 713 58.5 55 56.44 72 45.5 1.06 27.8 20.8 735 722 58.7 56 56.46 72 45.5 1.06 27.8 20.7 736 723 58.7 57 56.47 72 44.3 1.04 27.9 20.9 741 732 59.0 58 56.49 72 47.2 1.10 28.0 21.3 741 728 59.2 59 56.50 72 40.1 0.96 27.8 20.4 752 747 58.4 60 56.51 72 43.1 1.01 27.7 20.0 745 734 59.4 61 56.53 72 41.2 0.98 27.9 20.9 762 752 59.8 62 56.54 72 42.9 1.00 27.9 20.0 755 744 59.9 63 56.56 72 39.9 0.96 28.0 20.9 770 759 60.2 64 56.57 72 40.7 0.97 28.0 21.2 772 759 60.3 65 56.58 72 42.4 0.99 28.1 20.3 763 754 60.2 66 56.60 72 41.3 0.98 27.8 20.5 767 760 60.4 67 56.61 72 43.3 1.01 28.1 20.0 768 757 60.3 68 56.63 72 42.2 0.99 27.9 20.0 769 764 60.8 69 56.64 72 40.6 0.96 28.3 21.3 782 776 60.7 70 56.65 72 42.3 0.99 28.1 20.4 776 769 60.7 71 56.67 72 41.5 0.98 28.1 21.0 776 769 61.0

Average 42.7 1.01 28.0 20.6 758 748 59.8 Std. Dev. 2.1 0.04 0.2 0.4 16 18 0.8 Maximum 47.2 1.10 28.3 21.3 782 776 61.0 Minimum 39.9 0.96 27.7 20.0 728 713 58.4

Total number of blows analyzed: 18

BL# Sensors

1-71 F3: [Y501] 92.2 (1.00); F4: [Y177] 92.6 (1.00); A1: [K6075] 358.6 (1.00); A2: [K11322] 368.4 (1.00)

APPENDIX C

CAPWAP RESULTS

5 105 ms

-450

-180 kips

20 L/c

Force Msd Force Cpt

5 105 ms

-450

-180 kips

20 L/c

Force Msd Velocity Msd ki ps

/ft

0.0

180.0

360.0

540.0

720.0

900.0 ki ps

Length b. Sensors 69.8 ft Embedment 61.1 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. 16808 ft/s

Match Quality 2.95 Top Compr. Stress 27.4 ksi Max Compr. Stress 29.0 ksi Max Tension Stress -4.99 ksi

Avg. Shaft Quake 0.15 in Toe Quake 0.49 in Avg. Shaft Smith Dpg. 0.15 s/ft Toe Smith Damping 0.09 s/ft

Shaft Resistance Distribution

Pile Force at Ru

EB

SF

0.0 200.0 400.0 600.0 800.0 1000.0 0.00

0.50

1.00

1.50

2.00

Load (kips)

D is p la ce m en t ( in

Pile Top Bottom

RU = 715.0 kips SF = 305.0 kips EB = 410.0 kips Dy = 1.31 in Dx = 1.56 in SET/Bl = 0.25 in

24.107 NOAA OMAO 061724; Pile: PILE # 6B; PP18X0.5; Blow: 652 (Test: 18-Jun-2024 12:23:) 18-Jun-2024 Geosciences Testing & Research Inc CAPWAP(R) 2014-3

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

24.107 NOAA OMAO 061724; Pile: PILE # 6B Test: 18-Jun-2024 12:23 PP18X0.5; Blow: 652 CAPWAP(R) 2014-3 Geosciences Testing & Research Inc OP: WRJ

Page 2 Analysis: 18-Jun-2024

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 715.0; along Shaft 305.0; at Toe 410.0 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

715.0 1 16.6 7.9 0.0 715.0 0.0 0.00 0.00 0.00 2 23.3 14.6 0.0 715.0 0.0 0.00 0.00 0.00 3 29.9 21.2 10.0 705.0 10.0 1.51 0.32 0.15 4 36.5 27.9 15.0 690.0 25.0 2.26 0.48 0.15 5 43.2 34.5 15.0 675.0 40.0 2.26 0.48 0.15 6 49.8 41.2 35.0 640.0 75.0 5.27 1.12 0.15 7 56.5 47.8 50.0 590.0 125.0 7.53 1.60 0.15 8 63.1 54.4 80.0 510.0 205.0 12.04 2.56 0.15 9 69.8 61.1 100.0 410.0 305.0 15.05 3.19 0.15

Avg. Shaft 33.9 4.99 1.06 0.15

Toe 410.0 232.01 0.09

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.15 0.49 Case Damping Factor 0.92 0.74 Damping Type Viscous Sm+Visc Unloading Quake (% of loading quake) 61 30 Reloading Level (% of Ru) 100 100 Unloading Level (% of Ru) 16 Resistance Gap (included in Toe Quake) (in) 0.00 Soil Plug Weight (kips) 0.356

CAPWAP match quality = 2.95 (Wave Up Match) ; RSA = 0 Observed: Final Set = 0.25 in; Blow Count = 48 b/ft Computed: Final Set = 0.26 in; Blow Count = 46 b/ft Transducer F1 (Z570) CAL: 90.9; RF: 1.00; F4 (Z201) CAL: 91.3; RF: 1.00

A2 (K5299) CAL: 352; RF: 1.00; A3 (K5814) CAL: 342; RF: 1.00

max. Top Comp. Stress = 27.4 ksi (T= 36.0 ms, max= 1.059 x Top) max. Comp. Stress = 29.0 ksi (Z= 29.9 ft, T= 37.7 ms) max. Tens. Stress = -4.99 ksi (Z= 49.8 ft, T= 62.6 ms) max. Energy (EMX) = 51.4 kip-ft; max. Measured Top Displ. (DMX)= 1.19 in

Geosciences Testing & Research Inc OP: WRJ

Page 3 Analysis: 18-Jun-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 3.3 752.3 -57.3 27.4 -2.09 51.4 14.3 1.13 2 6.6 751.1 -66.2 27.3 -2.41 50.5 14.3 1.09 3 10.0 758.7 -75.4 27.6 -2.74 49.6 14.3 1.06 4 13.3 767.8 -84.4 27.9 -3.07 48.6 14.3 1.03 5 16.6 772.4 -92.5 28.1 -3.37 47.7 14.3 0.99 6 19.9 774.0 -99.8 28.2 -3.63 46.7 14.2 0.96 7 23.3 774.2 -106.8 28.2 -3.89 45.7 14.1 0.93 8 26.6 786.0 -113.7 28.6 -4.14 44.7 13.9 0.89 9 29.9 796.5 -120.1 29.0 -4.37 43.7 13.7 0.86 10 33.2 788.1 -121.9 28.7 -4.43 41.3 13.5 0.82 11 36.5 784.2 -127.9 28.5 -4.65 40.3 13.3 0.79 12 39.9 758.0 -129.0 27.6 -4.69 37.7 13.0 0.76 13 43.2 761.7 -135.1 27.7 -4.91 36.7 12.6 0.72 14 46.5 746.0 -134.1 27.1 -4.88 34.3 12.2 0.69 15 49.8 749.6 -137.2 27.3 -4.99 33.4 11.6 0.66 16 53.1 713.7 -129.6 26.0 -4.71 29.5 11.0 0.63 17 56.5 721.1 -132.3 26.2 -4.81 28.7 10.3 0.60 18 59.8 665.8 -117.1 24.2 -4.26 24.1 9.9 0.57 19 63.1 667.6 -117.9 24.3 -4.29 23.4 10.2 0.54 20 66.4 575.5 -89.6 20.9 -3.26 17.5 11.1 0.52 21 69.8 578.3 -88.8 21.0 -3.23 10.9 11.2 0.49

Absolute 29.9 29.0 (T = 37.7 ms)

49.8 -4.99 (T = 62.6 ms)

CASE METHOD

J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9

RP 823.3 763.7 704.1 644.5 584.9 525.3 465.7 406.1 346.5 286.9

RX 823.3 778.2 767.0 755.8 744.9 735.0 725.1 717.6 711.2 710.3

RU 823.3 763.7 704.1 644.5 584.9 525.3 465.7 406.1 346.5 286.9

RAU = 538.9 (kips); RA2 = 538.9 (kips)

Current CAPWAP Ru = 715.0 (kips); Corresponding J(RP)= 0.18; J(RX) = 0.74

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

15.1 21.54 740.5 678.8 767.5 1.19 0.25 0.25 51.9 867.5 841

Geosciences Testing & Research Inc OP: WRJ

Page 4 Analysis: 18-Jun-2024

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

69.8 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 16807.9 ft/s Pile Damping 1.00 %, Time Incr 0.198 ms, 2L/c 8.3 ms Total volume: 13.315 ft3; Volume ratio considering added impedance: 1.000

-438

-219 kips

20 L/c

Force Msd Force Cpt

5 105 ms

-438

-219 kips

20 L/c

Force Msd Velocity Msd ki ps

/ft ki ps

Length b. Sensors 69.8 ft Embedment 49.6 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. 16808 ft/s

Match Quality 2.99 Top Compr. Stress 29.6 ksi Max Compr. Stress 31.4 ksi Max Tension Stress -6.26 ksi

Avg. Shaft Quake 0.10 in Toe Quake 0.37 in Avg. Shaft Smith Dpg. 0.15 s/ft Toe Smith Damping 0.10 s/ft

Shaft Resistance Distribution

Pile Force at Ru

EB

SF

0 200…