SUB-0123 Interim PDA and Test Pile Logs - Trestle Piles 10B 14B.pdf

07.05.2024 SUB-0123

matt.Colman Text Box Interim PDA results for Trestle Test Piles 10B & 14B

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 3, 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 10B and 14B 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 1 and 2, 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 10B and 14B were dynamically tested during End of Drive (EOD), Beginning of Restrike (BOR), and End of Redrive (EOR). 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

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

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 (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(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, Piles 10B and 14B were installed with a vibratory hammer to approximately 58 feet and 73.5 feet below the reference elevation (taken as the falsework), respectively. The dynamic testing gages were then attached, and the piles were impact driven to a final depth of approximately 72 to 79 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 2 feet, corresponding to an average transferred energy of approximately 43 to 51 kip-ft at EOD/EOR. 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 capacities (RX9) ranged between approximately 700 and 785 kips at a driving resistance of 4 to 5 bpi. The corresponding EOD CAPWAP capacities ranged between approximately 700 and 760 kips.

The BOR Case Method field capacities (RX9) ranged between approximately 700 and 795 kips. The BOR CAPWAP capacities ranged between 700 and 705 kips.

The EOR Case Method field capacities (RX9) ranged between approximately 675 and 765 kips at a driving resistance of 6 bpi. The EOR CAPWAP capacities ranged between 705 and 805 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 10B, the EOD CAPWAP capacity was 760 kips. The pile was driven to a blow count of 5 bpi with the hammer operated at a stroke of approximately 2 feet. Since the BOR CAPWAP

GTR Project No. 24.107 Page 4 capacity was 700 kips, the pile was redriven to 6 bpi using a 2 foot stroke. The EOR CAPWAP capacity was 705 kips at a blow count of 6 bpi and a stroke of approximately 2 feet.

2. For Pile 14B, the EOD CAPWAP capacity was 700 kips. The pile was driven to a blow count of 5 bpi with the hammer operated at a stroke of approximately 2 feet. The BOR CAPWAP capacity was 705 kips. The pile was redriven to 6 bpi using a 2 foot stroke. The EOR CAPWAP capacity was 805 kips at a stroke of approximately 2 feet.

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.

GTR Project No. 24.107 Page 5

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 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)

EOD 7/1/24 69.1 5,5,4 210-223 ~2 51.4 1.22 27.8 20.8 787 783 760

BOR 7/2/24 69.6 3,3,3,3,3,3 5 ~>2 57.8 1.33 26.8 24.1 706 697 700

7/2/24 71.6 5,4,5,6,6,6 62-93 ~2 43.4 1.1 26.3 21.7 686 677 705

7/2/24 72.3 6,6,6,6,6,6,6,6 94-141 ~2 48.5 1.2 28.2 21.9 708 694 -

EOD 7/2/24 77.8 5,5,5 76-90 44.3 1.1 25.5 19.5 707 702 700

EOR 7/2/24 78.3 5,5,5,5,5,5,5

BOR 7/2/24 78.8 5,5,5,6 1 ~>2 64.8 1.4 32.1 26.0 797 797 705

EOR 7/2/24 79.2 6,6,6,8 32-57 ~2 45.9 1.1 27.5 23.0 784 763 805

Notes:

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

PDA Not Collected

Pile 14B

EOR

Pile 10B

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 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.

7/3/2024 24.107 NOAA Pipe Piles - PDA Tables

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 210 300 460 760 61% 0.16 0.53 0.11 0.09

BOR 5 320 380 700 54% 0.13 0.62 0.11 0.09

EOR 76 205 500 705 71% 0.14 0.51 0.10 0.09

EOD 89 330 370 700 53% 0.15 0.41 0.09 0.09

BOR 1 235 470 705 67% 0.16 0.53 0.08 0.09

EOR 41 365 440 805 55% 0.16 0.36 0.08 0.07

NOAA OMAO EAST COAST CENTER RELOCATION

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

Capacity (kips)

NEWPORT, RHODE ISLAND

Pile 14B

Pile 10B

7/3/2024 24.107 NOAA Pipe Piles - PDA Tables

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: 03-July-2024 Test started: 01-July-2024

24.107 NOAA TRESTLE 070124 - PILE 10B

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

59.00

62.00

65.00

68.00

71.00

20.0 30.0 40.0 50.0 60.0

1.00 1.25 1.50 1.75 2.00

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

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

0 227 453 680 906

0 227 453 680 906

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 03-July-2024

Case Method & iCAP® Results

24.107 NOAA TRESTLE 070124 - PILE 10B PP18X0.5

OP: JWR Date: 01-July-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

53 60.00 53 AV53 35.7 1.20 19.2 16.3 456 442 433 57.7

STD 9.9 0.17 2.6 1.4 57 53 50 10.0

MAX 58.1 1.56 25.0 18.3 549 532 515 64.0

MIN 23.9 1.04 14.6 10.5 256 252 247 1.9

74 61.00 21 AV21 54.9 1.52 24.4 16.1 520 497 477 45.7

STD 1.3 0.03 0.3 0.7 14 14 14 0.6

MAX 58.5 1.58 25.0 17.6 540 520 499 46.5

MIN 53.2 1.47 23.9 14.7 490 469 448 44.6

90 62.00 16 AV16 55.9 1.63 24.5 13.6 465 438 414 43.2

STD 0.4 0.04 0.1 0.7 15 15 16 0.7

MAX 56.5 1.67 24.6 14.8 489 466 447 44.4

MIN 55.0 1.56 24.3 11.9 444 420 394 42.2

103 63.00 13 AV13 56.2 1.71 24.5 11.8 419 394 371 41.5

STD 0.3 0.02 0.1 0.3 13 12 11 0.3

MAX 56.7 1.74 24.6 12.4 440 414 392 42.1

MIN 55.7 1.68 24.4 11.4 394 375 355 41.0

116 64.00 13 AV13 55.9 1.72 24.5 10.7 394 373 355 40.9

STD 0.3 0.01 0.1 0.3 7 6 5 0.1

MAX 56.5 1.73 24.6 11.2 406 383 365 41.1

MIN 55.3 1.69 24.4 10.4 385 362 346 40.7

130 65.00 14 AV14 55.9 1.66 24.6 11.0 425 402 382 41.3

STD 0.3 0.02 0.2 0.4 15 14 12 0.3

MAX 56.4 1.70 25.1 11.9 458 435 411 41.8

MIN 55.4 1.62 24.4 10.5 406 384 367 40.9

140 66.00 10 AV10 56.2 1.58 24.7 11.5 487 464 443 42.3

STD 0.3 0.03 0.2 0.4 18 20 22 0.5

MAX 56.8 1.62 25.1 12.1 515 496 479 43.1

MIN 55.6 1.54 24.4 11.1 458 433 410 41.8

155 67.00 15 AV15 55.0 1.48 24.8 12.9 542 523 507 44.1

STD 0.8 0.03 0.2 0.7 15 16 17 0.5

MAX 55.9 1.53 24.9 14.1 568 552 539 45.2

MIN 52.8 1.38 24.4 11.5 514 494 477 43.3

176 68.00 21 AV21 51.1 1.33 24.6 15.4 609 598 588 46.3

STD 4.0 0.05 1.4 1.2 36 39 42 10.1

MAX 53.9 1.40 26.2 17.0 671 664 658 52.2

MIN 35.3 1.13 20.0 12.9 514 497 484 1.9

180 68.08 48 AV4 50.6 1.27 26.4 17.6 685 680 677 53.6

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results

24.107 NOAA TRESTLE 070124 - PILE 10B PP18X0.5

OP: JWR Date: 01-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 11 10 10 0.9

MAX 51.5 1.30 26.5 17.9 703 697 692 54.8

MIN 49.9 1.25 26.3 17.1 674 669 665 52.4

183 68.17 36 AV3 50.9 1.27 26.8 18.3 703 700 699 55.0

STD 0.2 0.01 0.1 0.4 10 11 11 0.2

MAX 51.1 1.27 27.0 18.8 717 715 714 55.3

MIN 50.6 1.26 26.7 17.7 693 691 689 54.7

185 68.25 24 AV2 50.9 1.26 27.2 18.7 708 704 704 55.7

STD 0.1 0.00 0.1 0.1 1 3 4 0.1

MAX 50.9 1.26 27.3 18.8 709 707 707 55.8

MIN 50.8 1.26 27.0 18.6 707 701 700 55.6

188 68.33 36 AV3 51.1 1.26 27.2 18.6 723 719 718 56.3

STD 0.2 0.01 0.1 0.2 1 3 4 0.1

MAX 51.2 1.27 27.3 18.8 724 724 724 56.5

MIN 50.8 1.25 27.1 18.3 721 717 714 56.2

191 68.42 36 AV3 50.8 1.24 27.4 18.8 731 726 724 56.9

STD 0.5 0.01 0.1 0.2 1 2 3 0.1

MAX 51.5 1.25 27.5 19.1 733 728 728 57.0

MIN 50.3 1.22 27.3 18.6 729 724 720 56.8

195 68.50 48 AV4 51.5 1.25 27.5 19.5 740 734 733 57.1

STD 0.3 0.00 0.2 0.4 6 7 8 0.1

MAX 51.9 1.25 27.8 20.1 746 740 740 57.3

MIN 51.2 1.24 27.3 19.1 734 725 720 57.0

198 68.58 36 AV3 51.9 1.25 27.5 20.1 749 740 739 57.3

STD 0.3 0.00 0.1 0.1 3 3 4 0.1

MAX 52.2 1.25 27.6 20.3 754 745 744 57.4

MIN 51.5 1.24 27.3 20.0 746 737 734 57.1

203 68.67 60 AV5 51.5 1.24 27.7 19.7 763 753 749 57.5

STD 0.3 0.01 0.1 0.3 3 4 6 0.1

MAX 52.1 1.25 27.9 20.2 769 759 755 57.8

MIN 51.1 1.24 27.5 19.2 760 747 740 57.4

206 68.75 36 AV3 52.1 1.25 27.6 19.9 780 769 764 57.6

STD 0.5 0.01 0.1 0.6 2 1 1 0.1

MAX 52.5 1.26 27.8 20.6 782 770 765 57.7

MIN 51.4 1.24 27.5 19.2 777 768 763 57.4

209 68.83 36 AV3 51.5 1.23 27.8 20.0 783 770 763 57.8

STD 0.2 0.00 0.3 0.1 4 3 3 0.1

MAX 51.8 1.24 28.3 20.1 787 773 766 58.0

MIN 51.2 1.23 27.5 19.9 778 765 759 57.6

214 68.92 60 AV5 52.1 1.24 27.9 20.5 792 782 779 57.8

STD 0.1 0.00 0.1 0.4 5 7 6 0.1

MAX 52.3 1.24 28.0 21.0 800 791 786 57.9

MIN 51.9 1.23 27.7 20.0 787 775 773 57.6

Pile Dynamics, Inc. Page 3

Case Method & iCAP® Results

24.107 NOAA TRESTLE 070124 - PILE 10B PP18X0.5

OP: JWR Date: 01-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

219 69.00 60 AV5 52.1 1.22 27.9 21.0 806 796 791 57.9

STD 0.5 0.01 0.1 0.3 8 8 6 0.1

MAX 52.9 1.25 28.1 21.4 818 806 798 58.0

MIN 51.6 1.21 27.7 20.5 796 783 781 57.7

223 69.08 48 AV4 49.8 1.18 27.5 20.9 794 781 779 60.1

STD 4.3 0.07 1.0 0.6 23 25 26 3.8

MAX 52.5 1.23 28.2 21.4 809 796 794 66.6

MIN 42.4 1.07 25.7 19.9 754 738 734 57.8

Average 49.6 1.40 23.9 15.3 540 523 510 49.8 Std. Dev. 9.4 0.22 3.2 3.1 129 134 138 9.2 Maximum 58.5 1.74 28.3 21.4 818 806 798 66.6 Minimum 23.9 1.04 14.6 10.4 256 252 247 1.9

Total number of blows analyzed: 223

BL# Sensors 1-223 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: off; A3: [K5814] 342.0 (1.00)

Time Summary Drive 6 minutes 11 seconds 1:20 PM - 1:26 PM BN 1 - 223

Case Method & iCAP® Results

24.107 NOAA TRESTLE 070124 - PILE 10B PP18X0.5

OP: JWR Date: 01-July-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 210 68.85 60 51.9 1.23 27.8 20.0 787 779 778 57.6 211 68.87 60 52.2 1.24 27.9 20.2 790 775 773 57.8 212 68.88 60 52.1 1.24 27.7 21.0 787 775 773 57.9 213 68.90 60 52.3 1.24 28.0 20.6 794 788 786 57.8 214 68.92 60 52.1 1.23 27.8 20.7 800 791 786 57.9 215 68.93 60 51.6 1.22 27.7 21.2 796 783 781 58.0 216 68.95 60 51.8 1.22 28.1 20.5 818 806 798 57.9 217 68.97 60 52.9 1.25 27.8 21.0 798 793 790 57.7 218 68.98 60 51.8 1.21 27.8 20.8 806 794 789 58.0 219 69.00 60 52.1 1.22 28.1 21.4 813 803 795 57.9 220 69.02 48 52.2 1.22 28.1 21.2 807 796 794 57.9 221 69.04 48 52.5 1.23 28.2 21.4 809 796 792 57.8 222 69.06 48 52.2 1.22 28.1 20.9 804 796 794 57.9 223 69.08 48 42.4 1.07 25.7 19.9 754 738 734 66.6

Average 51.4 1.22 27.8 20.8 797 787 783 58.5 Std. Dev. 2.5 0.04 0.6 0.5 15 16 16 2.3 Maximum 52.9 1.25 28.2 21.4 818 806 798 66.6 Minimum 42.4 1.07 25.7 19.9 754 738 734 57.6

Total number of blows analyzed: 14

BL# Sensors 1-223 F1: [Z570] 90.9 (1.00); F4: [Z201] 91.3 (1.00); A2: off; A3: [K5814] 342.0 (1.00)

Drive 6 minutes 11 seconds 1:20 PM - 1:26 PM BN 1 - 223

Printed: 03-July-2024 Test started: 02-July-2024

24.107 NOAA OMAO 070224 - PILE 10B BOR

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

69.10

69.23

69.35

69.48

69.60

46.0 49.5 53.0 56.5 60.0

1.00 1.25 1.50 1.75 2.00

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

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

0 240 480 720 960

0 240 480 720 960

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B BOR PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 69.70 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 1 69.11 36 49.1 1.24 24.4 22.3 681 664 656 55.4 2 69.14 36 57.5 1.34 26.6 23.0 714 696 683 53.3 3 69.17 36 56.0 1.31 26.7 24.0 718 699 687 54.2 4 69.19 36 57.5 1.34 27.7 23.8 717 695 687 53.9 5 69.22 36 57.8 1.33 26.8 24.1 721 706 697 54.0 6 69.25 36 58.7 1.35 27.6 23.8 721 702 693 53.8 7 69.28 36 58.5 1.36 27.2 24.0 722 701 691 54.3 8 69.31 36 55.9 1.31 26.5 23.9 718 698 687 55.7 9 69.33 36 56.8 1.33 26.6 24.1 714 698 686 55.5

10 69.36 36 54.5 1.30 27.0 24.6 712 693 680 55.9 11 69.39 36 53.1 1.26 26.5 24.1 717 696 688 56.2 12 69.42 36 51.3 1.25 25.3 23.4 710 691 679 56.6 13 69.44 36 50.1 1.25 25.6 23.1 704 684 672 56.9 14 69.47 36 49.5 1.23 25.9 22.9 697 683 675 56.4 15 69.50 36 48.5 1.22 25.3 22.8 688 675 669 58.0 16 69.53 36 48.1 1.20 25.6 22.9 695 681 672 58.1 17 69.56 36 48.0 1.19 26.0 23.5 701 681 674 58.2 18 69.58 36 48.9 1.23 25.8 23.0 696 676 663 57.8

Average 53.3 1.28 26.3 23.5 708 690 680 55.8 Std. Dev. 4.0 0.06 0.8 0.6 12 11 11 1.6 Maximum 58.7 1.36 27.7 24.6 722 706 697 58.2 Minimum 48.0 1.19 24.4 22.3 681 664 656 53.3

Total number of blows analyzed: 18

BL# Sensors 1-18 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Drive 18 seconds 8:30 AM - 8:31 AM BN 1 - 18

Printed: 03-July-2024 Test started: 02-July-2024

24.107 NOAA OMAO 070224 - PILE 10B EORD

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

69.50

70.25

71.00

71.75

72.50

12.0 24.5 37.0 49.5 62.0

0.00 0.50 1.00 1.50 2.00

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

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

0 227 453 680 906

0 227 453 680 906

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 71.60 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

41 70.58 41 AV41 53.7 1.25 28.0 23.8 745 731 720 53.4

STD 5.0 0.08 1.0 1.0 21 22 22 8.5

MAX 61.6 1.36 30.0 25.6 782 770 759 57.7

MIN 45.9 1.11 24.9 21.6 667 646 628 1.9

44 70.67 36 AV3 48.4 1.17 27.5 22.9 731 721 710 57.3

STD 0.9 0.02 0.1 0.2 4 5 7 0.2

MAX 49.5 1.19 27.7 23.2 735 725 715 57.5

MIN 47.2 1.15 27.4 22.7 726 713 700 57.0

47 70.75 36 AV3 48.9 1.19 27.6 23.3 729 719 709 57.3

STD 1.1 0.02 0.5 0.4 3 3 3 0.2

MAX 50.2 1.21 28.0 23.9 731 722 713 57.4

MIN 47.6 1.16 26.8 22.8 724 714 705 57.0

50 70.83 36 AV3 49.1 1.18 27.3 22.5 723 712 702 57.4

STD 0.5 0.00 0.1 0.2 5 4 5 0.1

MAX 49.6 1.19 27.5 22.8 730 718 709 57.5

MIN 48.4 1.18 27.2 22.3 719 709 698 57.3

53 70.92 36 AV3 48.3 1.17 27.4 22.8 728 718 709 57.2

STD 1.7 0.04 0.1 0.3 6 7 8 0.1

MAX 50.1 1.22 27.6 23.2 735 727 718 57.4

MIN 46.1 1.13 27.3 22.5 720 709 698 57.0

57 71.00 48 AV4 47.8 1.16 27.3 22.4 730 720 710 57.2

STD 0.8 0.02 0.3 0.6 6 6 8 0.2

MAX 49.0 1.19 27.5 23.1 739 729 719 57.4

MIN 46.7 1.14 27.0 21.5 723 711 698 57.1

61 71.08 48 AV4 47.2 1.15 27.4 22.4 734 725 716 57.3

STD 1.0 0.02 0.2 0.3 3 4 5 0.2

MAX 48.6 1.18 27.7 22.8 737 730 724 57.4

MIN 46.1 1.12 27.1 22.1 731 721 711 57.0

66 71.17 60 AV5 47.3 1.15 27.5 22.5 729 718 708 57.4

STD 1.0 0.02 0.1 0.3 3 3 3 0.2

MAX 49.1 1.20 27.6 22.9 734 723 712 57.6

MIN 46.2 1.13 27.2 22.1 725 715 705 57.1

70 71.25 48 AV4 48.4 1.18 27.7 22.9 733 717 706 57.4

STD 0.5 0.01 0.2 0.2 2 6 7 0.2

MAX 48.9 1.19 27.8 23.2 735 723 714 57.6

MIN 47.6 1.16 27.4 22.7 730 708 696 57.1

75 71.33 60 AV5 47.0 1.14 27.7 22.7 736 721 711 57.7

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-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 0.4 0.01 0.2 0.3 3 1 1 0.2

MAX 47.4 1.16 28.0 23.1 741 722 712 58.0

MIN 46.4 1.12 27.6 22.2 732 720 709 57.5

81 71.42 72 AV6 47.7 1.16 27.7 22.7 731 717 707 57.8

STD 0.7 0.02 0.2 0.3 4 4 5 0.2

MAX 48.7 1.19 27.9 23.1 737 723 714 58.1

MIN 46.8 1.14 27.5 22.2 724 709 699 57.6

87 71.50 72 AV6 46.1 1.14 27.4 22.3 719 701 693 48.5

STD 2.5 0.02 1.5 1.5 42 44 43 20.8

MAX 48.9 1.18 28.3 23.5 741 723 716 58.0

MIN 40.9 1.11 24.2 19.1 624 603 596 1.9

93 71.58 72 AV6 26.7 0.84 21.0 17.7 571 561 556 52.0

STD 12.0 0.20 3.1 2.3 68 66 66 52.5

MAX 51.4 1.24 26.5 22.1 680 665 661 159.8

MIN 13.3 0.59 16.0 14.6 458 450 444 2.5

99 71.67 72 AV6 45.6 1.13 26.5 21.0 694 671 657 38.6

STD 8.1 0.12 1.7 1.4 31 28 27 17.1

MAX 55.8 1.28 28.7 22.7 737 709 692 51.9

MIN 36.7 1.01 24.4 18.8 658 638 623 3.4

105 71.75 72 AV6 58.8 1.32 29.4 23.1 746 719 706 51.4

STD 0.6 0.01 0.3 0.3 6 6 3 0.0

MAX 59.4 1.33 29.9 23.5 755 725 710 51.5

MIN 57.7 1.30 28.9 22.7 734 708 703 51.3

111 71.83 72 AV6 57.8 1.31 29.6 23.2 756 725 713 52.7

STD 2.5 0.04 0.4 0.4 5 4 4 1.5

MAX 59.8 1.34 30.2 23.7 764 729 721 54.8

MIN 53.9 1.25 28.9 22.6 747 718 707 51.4

117 71.92 72 AV6 48.5 1.15 28.7 22.1 754 728 714 56.1

STD 2.1 0.04 0.6 0.4 6 5 7 0.2

MAX 50.7 1.19 29.3 22.6 760 734 723 56.4

MIN 45.0 1.09 27.5 21.4 742 719 700 55.7

123 72.00 72 AV6 47.2 1.13 29.0 22.4 753 728 716 56.3

STD 1.4 0.02 0.3 0.4 3 5 4 0.1

MAX 49.9 1.17 29.6 23.0 757 735 724 56.5

MIN 45.0 1.10 28.6 21.7 748 722 712 56.1

129 72.08 72 AV6 39.2 1.03 25.6 20.3 680 660 647 77.2

STD 13.1 0.17 5.1 3.3 125 123 122 38.5

MAX 50.8 1.20 29.6 23.7 755 736 729 161.7

MIN 14.2 0.72 14.9 13.6 407 391 379 56.0

135 72.17 72 AV6 43.3 1.09 27.5 21.4 722 701 688 48.1

STD 3.4 0.08 0.7 0.7 10 11 12 20.6

MAX 48.2 1.21 28.3 22.1 733 712 705 58.3

MIN 39.0 1.00 26.3 20.1 703 682 666 1.9

Pile Dynamics, Inc. Page 3

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-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

141 72.25 72 AV6 47.4 1.15 28.8 22.0 754 729 714 56.8

STD 1.2 0.02 0.4 0.6 5 4 6 0.3

MAX 49.1 1.19 29.3 22.9 764 737 725 57.2

MIN 45.9 1.11 28.0 21.2 750 725 704 56.3

Average 48.8 1.17 27.6 22.5 728 711 700 54.7 Std. Dev. 8.2 0.13 2.2 1.8 51 49 49 17.0 Maximum 61.6 1.36 30.2 25.6 782 770 759 161.7 Minimum 13.3 0.59 14.9 13.6 407 391 379 1.9

Total number of blows analyzed: 141

BL# Sensors 1-141 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Time Summary Drive 1 minute 30 seconds 9:18 AM - 9:20 AM (7/2/2024) BN 1 - 86 Stop 1 hour 59 minutes 19 seconds 9:20 AM - 11:19 AM Drive 3 minutes 9 seconds 11:19 AM - 11:22 AM BN 87 - 141

Total time [02:03:59] = (Driving [00:04:40] + Stop [01:59:19])

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 71.60 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 62 71.10 60 46.7 1.14 27.2 22.2 725 715 706 57.3 63 71.12 60 46.2 1.13 27.6 22.4 730 721 712 57.5 64 71.13 60 47.5 1.15 27.5 22.8 734 723 712 57.1 65 71.15 60 46.8 1.14 27.5 22.1 727 716 708 57.4 66 71.17 60 49.1 1.20 27.5 22.9 728 716 705 57.6 67 71.19 48 48.5 1.17 27.4 22.8 730 708 696 57.1 68 71.21 48 48.9 1.19 27.7 22.7 735 718 707 57.4 69 71.23 48 48.6 1.18 27.8 23.2 735 719 708 57.6 70 71.25 48 47.6 1.16 27.8 22.9 733 723 714 57.4 71 71.27 60 46.8 1.13 27.6 22.7 738 722 710 57.6 72 71.28 60 47.3 1.14 28.0 22.9 735 720 711 57.7 73 71.30 60 47.1 1.13 27.6 22.2 741 722 712 57.9 74 71.32 60 47.4 1.16 27.9 23.1 732 721 711 58.0 75 71.33 60 46.4 1.12 27.6 22.5 735 720 709 57.5 76 71.35 72 48.5 1.17 27.6 22.2 731 716 704 57.8 77 71.36 72 48.7 1.19 27.5 23.0 724 709 699 57.9 78 71.38 72 46.8 1.14 27.9 23.1 736 723 714 57.6 79 71.39 72 47.4 1.15 27.6 22.6 729 717 708 57.9 80 71.40 72 46.9 1.14 27.9 22.8 737 720 710 57.7 81 71.42 72 47.5 1.16 27.6 22.8 729 716 706 58.1 82 71.43 72 47.4 1.15 28.0 23.0 738 721 712 57.9 83 71.44 72 46.8 1.13 27.6 22.7 738 722 711 57.9 84 71.46 72 46.4 1.12 28.3 23.1 737 723 716 58.0 85 71.47 72 48.9 1.18 28.2 23.5 741 718 708 57.9 86 71.49 72 46.3 1.13 28.0 22.5 733 723 713 57.6 87 71.50 72 40.9 1.11 24.2 19.1 624 603 596 1.9 88 71.51 72 51.4 1.24 26.5 22.1 680 665 661 49.5 89 71.53 72 13.3 0.59 16.0 14.6 458 450 444 159.8 90 71.54 72 21.6 0.77 20.2 17.1 543 538 532 3.7 91 71.56 72 26.4 0.85 21.7 18.4 591 579 576 55.4 92 71.57 72 20.1 0.74 19.6 16.0 542 539 535 41.1 93 71.58 72 27.5 0.83 21.9 18.1 609 597 585 2.5

Average 43.4 1.09 26.3 21.7 699 686 677 54.9 Std. Dev. 9.6 0.15 3.0 2.3 71 69 68 24.7 Maximum 51.4 1.24 28.3 23.5 741 723 716 159.8 Minimum 13.3 0.59 16.0 14.6 458 450 444 1.9

Total number of blows analyzed: 32

BL# Sensors 1-141 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-July-2024

Time Summary Drive 1 minute 30 seconds 9:18 AM - 9:20 AM (7/2/2024) BN 1 - 86 Stop 1 hour 59 minutes 19 seconds 9:20 AM - 11:19 AM

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 71.60 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 94 71.60 72 36.7 1.01 24.4 18.8 658 638 623 39.2 95 71.61 72 36.9 1.02 24.7 19.8 660 640 629 34.5 96 71.63 72 39.2 1.01 25.6 20.1 677 655 647 3.4 97 71.64 72 51.0 1.24 27.5 22.1 704 684 665 50.9 98 71.65 72 53.9 1.25 28.3 22.3 729 699 686 51.9 99 71.67 72 55.8 1.28 28.7 22.7 737 709 692 51.5

100 71.68 72 57.7 1.30 28.9 22.8 734 708 703 51.4 101 71.69 72 58.7 1.32 29.5 22.7 745 719 704 51.5 102 71.71 72 58.6 1.31 29.4 23.5 744 725 710 51.3 103 71.72 72 59.4 1.33 29.4 22.7 745 719 705 51.4 104 71.74 72 59.2 1.33 29.9 23.2 755 721 704 51.4 105 71.75 72 59.3 1.33 29.6 23.5 750 725 710 51.3 106 71.76 72 59.3 1.34 30.0 23.7 761 729 713 51.4 107 71.78 72 59.8 1.34 29.6 23.0 756 729 712 51.5 108 71.79 72 59.3 1.33 30.2 23.6 764 728 721 51.7 109 71.81 72 59.7 1.33 29.5 23.1 753 725 709 51.7 110 71.82 72 54.6 1.27 29.5 23.1 754 718 714 54.8 111 71.83 72 53.9 1.25 28.9 22.6 747 723 707 54.7 112 71.85 72 47.6 1.12 29.3 22.1 757 729 714 55.7 113 71.86 72 50.0 1.17 28.3 22.5 753 729 715 56.0 114 71.88 72 50.7 1.18 29.1 22.4 758 728 714 56.1 115 71.89 72 47.2 1.11 28.9 22.6 760 734 723 56.1 116 71.90 72 45.0 1.09 29.2 21.8 757 731 720 56.1 117 71.92 72 50.6 1.19 27.5 21.4 742 719 700 56.4 118 71.93 72 47.4 1.12 29.0 22.4 755 735 724 56.5 119 71.94 72 47.3 1.13 29.2 22.7 751 727 715 56.4 120 71.96 72 46.6 1.13 28.7 21.9 754 730 718 56.1 121 71.97 72 49.9 1.17 28.6 22.4 748 724 712 56.3 122 71.99 72 47.2 1.13 29.6 23.0 751 722 712 56.2 123 72.00 72 45.0 1.10 28.7 21.7 757 731 716 56.2 124 72.01 72 50.8 1.20 27.9 22.7 744 720 700 56.6 125 72.03 72 48.7 1.15 28.7 21.3 749 722 708 56.4 126 72.04 72 45.1 1.08 29.6 23.7 755 736 729 56.0 127 72.06 72 46.6 1.13 28.2 21.3 752 728 715 56.4 128 72.07 72 29.8 0.88 24.5 19.1 673 661 650 76.0 129 72.08 72 14.2 0.72 14.9 13.6 407 391 379 161.7 130 72.10 72 40.9 1.00 27.2 20.9 721 707 693 1.9 131 72.11 72 39.0 1.02 26.3 20.1 703 682 666 58.3 132 72.13 72 41.8 1.06 28.1 22.0 719 693 683 56.8 133 72.14 72 42.4 1.06 27.9 21.4 727 711 705 57.1 134 72.15 72 47.7 1.17 27.3 22.0 733 712 691 57.3 135 72.17 72 48.2 1.21 28.3 22.1 728 703 689 57.0 136 72.18 72 45.9 1.11 28.6 21.3 750 725 714 56.4 137 72.19 72 46.7 1.15 29.0 22.3 752 725 704 56.9 138 72.21 72 46.4 1.14 29.3 22.9 764 737 716 56.3 139 72.22 72 48.4 1.16 28.0 22.4 753 731 714 57.1

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 10B EORD PP18X0.5

OP: DRR Date: 02-July-2024 BL# Depth BLC EMX DMX CSX CSB RX5 RX7 RX9 BPM ft bl/ft k-ft in ksi ksi kips kips kips bpm 140 72.24 72 47.9 1.15 29.2 21.2 755 728 725 57.0 141 72.25 72 49.1 1.19 28.7 22.2 750 727 712 57.2

Average 48.5 1.16 28.2 21.9 732 708 694 54.6 Std. Dev. 8.5 0.13 2.4 1.6 54 52 52 19.5 Maximum 59.8 1.34 30.2 23.7 764 737 729 161.7 Minimum 14.2 0.72 14.9 13.6 407 391 379 1.9

Total number of blows analyzed: 48

BL# Sensors 1-141 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Time Summary Drive 1 minute 30 seconds 9:18 AM - 9:20 AM (7/2/2024) BN 1 - 86 Stop 1 hour 59 minutes 19 seconds 9:20 AM - 11:19 AM

Printed: 02-July-2024 Test started: 02-July-2024

24.107 NOAA OMAO 070224 - PILE 14B EOD

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

73.60

74.70

75.80

76.90

78.00

20.0 30.0 40.0 50.0 60.0

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)

0 227 453 680 906

0 227 453 680 906

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

PDIPLOT2 2022.1.62.0 Printed 02-July-2024

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 14B EOD PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 74.30 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

9 74.50 9 AV9 37.0 1.42 21.2 14.6 372 360 355 52.0

STD 2.1 0.11 0.3 0.7 30 27 27 2.8

MAX 42.4 1.71 22.0 15.7 415 393 388 54.5

MIN 35.2 1.32 20.9 13.4 319 309 302 45.2

15 75.50 6 AV6 36.3 2.00 20.9 15.9 433 417 412 57.0

STD 1.0 0.00 0.3 0.3 13 15 14 1.0

MAX 37.4 2.00 21.4 16.4 449 438 430 58.3

MIN 34.7 2.00 20.5 15.6 409 393 390 55.6

36 76.50 21 AV21 31.2 1.04 20.4 16.3 492 485 482 48.4

STD 3.8 0.09 1.3 0.7 17 20 21 19.4

MAX 40.2 1.27 22.4 18.1 515 514 513 62.8

MIN 21.5 0.83 16.9 15.3 454 443 437 1.9

75 77.50 39 AV39 43.3 1.17 24.5 18.8 625 612 609 57.6

STD 9.7 0.19 2.1 1.2 57 56 56 9.8

MAX 57.2 1.55 26.9 20.8 718 705 704 66.3

MIN 26.3 0.85 20.7 16.3 538 523 518 4.5

80 77.58 60 AV5 44.8 1.15 25.5 19.6 712 700 693 59.3

STD 2.6 0.06 0.2 0.4 5 3 4 0.3

MAX 47.4 1.22 25.7 20.3 720 703 700 59.8

MIN 41.3 1.07 25.1 19.1 706 696 688 58.9

85 77.67 60 AV5 44.6 1.15 25.4 19.4 719 707 701 59.9

STD 3.0 0.09 0.3 0.4 13 14 17 0.3

MAX 47.6 1.24 25.8 20.1 735 725 724 60.2

MIN 40.7 1.04 24.8 19.1 698 686 678 59.6

90 77.75 60 AV5 43.5 1.10 25.6 19.5 728 714 712 60.1

STD 2.6 0.08 0.5 0.4 14 17 19 0.3

MAX 47.7 1.25 26.2 20.1 747 737 735 60.6

MIN 40.6 1.04 25.0 18.9 712 693 686 59.8

Average 39.5 1.21 23.1 17.7 572 560 556 55.2 Std. Dev. 8.6 0.27 2.6 1.9 115 114 114 12.2 Maximum 57.2 2.00 26.9 20.8 747 737 735 66.3 Minimum 21.5 0.83 16.9 13.4 319 309 302 1.9

Total number of blows analyzed: 90

BL# Sensors 1-90 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 14B EOD PP18X0.5

OP: DRR Date: 02-July-2024

Drive 4 minutes 41 seconds 7:49 AM - 7:54 AM BN 1 - 90

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 14B EOD PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 74.30 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 76 77.52 60 41.8 1.07 25.6 19.6 712 703 700 59.3 77 77.53 60 41.3 1.08 25.7 19.1 710 700 696 58.9 78 77.55 60 47.4 1.22 25.1 19.2 706 697 691 59.0 79 77.57 60 46.8 1.20 25.6 19.6 711 696 691 59.6 80 77.58 60 46.5 1.19 25.7 20.3 720 702 688 59.8 81 77.60 60 40.7 1.04 25.6 19.1 731 720 717 59.6 82 77.62 60 41.4 1.04 25.8 19.2 735 725 724 59.9 83 77.63 60 46.7 1.24 24.8 20.1 698 686 678 60.2 84 77.65 60 47.6 1.23 25.3 19.2 714 699 691 59.6 85 77.67 60 46.8 1.20 25.4 19.3 717 704 696 60.1 86 77.68 60 41.9 1.07 25.7 19.2 734 723 721 60.0 87 77.70 60 45.1 1.13 26.0 20.1 734 723 722 60.2 88 77.72 60 40.6 1.04 25.0 18.9 712 695 693 60.6 89 77.73 60 42.0 1.04 26.2 19.7 747 737 735 59.8 90 77.75 60 47.7 1.25 25.1 19.7 712 693 686 60.3

Average 44.3 1.14 25.5 19.5 720 707 702 59.8 Std. Dev. 2.8 0.08 0.4 0.4 13 14 17 0.5 Maximum 47.7 1.25 26.2 20.3 747 737 735 60.6 Minimum 40.6 1.04 24.8 18.9 698 686 678 58.9

Total number of blows analyzed: 15

BL# Sensors 1-90 F2: [Y443] 98.9 (1.00); F4: [M189] 147.2 (1.00); A1: [K4850] 371.6 (1.00);

A3: [K12837] 450.6 (1.00)

Drive 4 minutes 41 seconds 7:49 AM - 7:54 AM BN 1 - 90

PP18X0.5

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 14B BOR

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 76.00 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 11 78.52 60 64.8 1.43 32.1 26.0 824 797 797 53.2 12 78.53 60 64.7 1.44 32.0 26.5 830 803 802 53.1 13 78.55 60 64.8 1.43 32.1 26.3 837 809 809 53.4 14 78.57 60 63.2 1.40 31.3 26.2 841 810 810 54.1 15 78.58 60 62.2 1.41 30.6 24.5 842 816 801 55.2 16 78.60 60 61.9 1.40 30.7 24.4 847 824 801 55.7 17 78.62 60 60.2 1.36 30.3 24.5 841 822 803 56.6 18 78.63 60 58.8 1.32 30.6 25.0 837 814 797 56.5 19 78.65 60 56.9 1.28 30.3 25.5 857 842 829 57.2 20 78.67 60 56.9 1.31 30.6 25.1 849 826 809 57.8 21 78.68 60 57.1 1.32 30.1 25.1 847 830 815 57.7 22 78.70 60 56.9 1.31 30.4 25.1 845 824 804 57.7 23 78.72 60 56.5 1.31 30.9 25.4 856 832 815 57.8 24 78.73 60 57.1 1.32 31.5 26.3 863 837 814 57.7 25 78.75 60 55.6 1.30 31.4 26.5 865 845 826 58.5 26 78.76 72 54.8 1.26 29.7 24.8 852 837 821 59.0 27 78.78 72 55.0 1.26 29.2 24.4 855 844 835 59.1 28 78.79 72 53.8 1.26 30.3 25.4 852 836 824 59.3 29 78.81 72 52.6 1.26 31.0 26.8 858 835 811 59.3 30 78.82 72 52.8 1.24 30.2 25.1 838 822 809 59.2 31 78.83 72 21.2 0.76 21.0 19.0 602 600 599 128.9

Average 56.6 1.30 30.3 25.1 835 815 801 60.3 Std. Dev. 8.8 0.14 2.2 1.6 53 50 46 15.5 Maximum 64.8 1.44 32.1 26.8 865 845 835 128.9 Minimum 21.2 0.76 21.0 19.0 602 600 599 53.1

Total number of blows analyzed: 21

BL# Sensors 1-57 F6: [Y443] 98.9 (1.00); F8: [M189] 147.2 (1.00); A5: [K4850] 371.6 (1.00);

A7: [K12837] 450.6 (1.00)

Drive 1 minute 59 seconds 1:26 PM - 1:28 PM BN 1 - 57

Printed: 02-July-2024 Test started: 02-July-2024

24.107 NOAA OMAO 070224 - PILE 14B BOR-EOR

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

6.0 21.0 36.0 51.0 66.0

0.00 0.50 1.00 1.50 2.00

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

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

0 227 453 680 906

0 227 453 680 906

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA OMAO 070224 - PILE 14B BOR-EOR PP18X0.5

OP: DRR Date: 02-July-2024 AR: 27.49 in² SP: 0.492 k/ft³ LE: 76.00 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

5 78.42 60 AV5 35.9 1.01 22.9 19.0 623 608 603 80.5

STD 19.2 0.34 6.3 4.1 141 137 140 78.5

MAX 54.5 1.31 28.9 22.4 740 736 736 199.0

MIN 8.8 0.46 14.3 13.4 421 413 406 1.9

10 78.50 60 AV5 59.1 1.35 30.8 24.8 801 780 777 53.6

STD 3.5 0.06 1.1 1.1 24 23 21 0.5

MAX 63.3 1.42 32.0 26.3 829 800 798 54.3

MIN 55.0 1.26 29.1 23.5 761 744 743 53.1

15 78.58 60 AV5 64.0 1.42 31.6 25.9 835 807 804 53.8

STD 1.1 0.01 0.6 0.7 7 6 5 0.8

MAX 64.8 1.44 32.1 26.5 842 816 810 55.2

MIN 62.2 1.40 30.6 24.5 824 797 797 53.1

20 78.67 60 AV5 58.9 1.33 30.5 24.9 846 826 808 56.8

STD 1.9 0.04 0.2 0.4 7 9 12 0.7

MAX 61.9 1.40 30.7 25.5 857 842 829 57.8

MIN 56.9 1.28 30.3 24.4 837 814 797 55.7

25 78.75 60 AV5 56.6 1.31 30.9 25.7 855 834 815 57.9

STD 0.6 0.01 0.5 0.6 8 7 7 0.3

MAX 57.1 1.32 31.5 26.5 865 845 826 58.5

MIN 55.6 1.30 30.1 25.1 845 824 804 57.7

31 78.83 72 AV6 48.4 1.17 28.5 24.2 809 796 783 70.8

STD 12.2 0.19 3.4 2.5 93 88 83 26.0

MAX 55.0 1.26 31.0 26.8 858 844 835 128.9

MIN 21.2 0.76 21.0 19.0 602 600 599 59.0

37 78.92 72 AV6 34.3 0.96 23.6 19.4 687 681 676 83.4

STD 11.8 0.24 4.2 4.0 134 135 136 55.0

MAX 42.7 1.10 26.7 22.0 781 776 771 186.6

MIN 8.8 0.42 14.3 10.5 396 388 379 1.9

43 79.00 72 AV6 45.7 1.13 27.7 22.8 808 801 795 70.5

STD 3.0 0.05 0.4 1.0 16 15 15 12.7

MAX 51.2 1.21 28.2 24.1 835 828 821 89.8

MIN 41.9 1.04 27.0 21.5 783 777 772 60.5

49 79.08 72 AV6 53.6 1.27 29.6 24.9 845 831 819 59.0

STD 1.2 0.01 0.6 0.5 10 11 12 0.4

MAX 55.3 1.28 30.4 25.7 856 844 832 59.9

MIN 51.5 1.25 28.7 24.3 828 812 798 58.7

57 79.17 96 AV8 49.0 1.18 28.7 24.3…