24.107 NOAA OMAO Ship Support Facility Relocation Newport RI - PDA Report - Pier Bent 25 and 27.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

August 21, 2024 GTR Project No. 24.107

John McNulty Coastal Marine Construction LLC.

630 Park Street Stoughton, MA 02072

Re: Dynamic Pile Testing Report – Pier Bents 25 and 27 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 between August 14, 2024 and August 19, 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 pile, designated as Piles 25-A and 27-D, were dynamically tested during End of Drive (EOD), End of Re-drive (EORD), 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 30”x0.5” Pipe piles were driven for the support of the proposed structure. The cross-sectional area of the pipe section is 46.34 square inches. The required design compression load for the pile is 800 kips. The required ultimate bearing capacity for the pile is

30”x0.5”

NOAA OMAO Ship & Support Facility Relocation – Pier PDA Report August 21, 2024 GTR Project No. 24.107 Page 2

1800 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 5.0 feet). The cushion material, as reported by the manufacturer, is Nylon with an area of 779 in², elastic modulus of 175 ksi, and thickness of 9.8 inches. The helmet weight including the additional offshore driving guide is 30.2 kips.

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=0.5 and Jc=0.7 - middle plot, and maximum measured compressive stress at the pile top and

GTR Project No. 24.107 Page 3 maximum estimated compressive stress at the pile tip - right plot) are presented for the test pile in Appendix B. Appendix B also contains the above data, and additional data, in tabular form.

In Table 1, the Case Method capacity represents an average over the blows indicated for EOD. CAPWAP analyses were performed on a selected blows from EOD or EORD, 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 25-A and 27-D were installed with a vibratory hammer to approximately 86 and 91 feet below the reference elevation, respectively (taken as the falsework). The dynamic testing gages were then attached, and the pile was impact driven to a final depths of approximately 96.3 feet and 98.3 feet below falsework, respectively. The blow count at EOD/EORD was approximately 20 blows per inch (bpi) for both piles. The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 4.25 feet, corresponding to an average transferred energy of approximately 92 to 114 kip-ft at EOD/EORD. Refer to Appendix D for a copy of the draft pile logs.

Both piles were tested at the beginning of restrike (BOR) and blow counts ranged between 20 bpi and 12 blows for ¼ inch. The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 4.25 feet for both piles, corresponding to an average transferred energy of approximately 110 to 125 kip-ft at BOR.

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/EORD Case Method field capacities (RX5) for Piles 25-A and 27-D were approximately 1804 and 1986 kips, respectively, at a driving resistance of 20 bpi. The corresponding EOD/EORD CAPWAP capacities were 1805 and 1830 kips, respectively.

The BOR Case Method field capacities (RX5) for Piles 25-A and 27-D were approximately 1823 and 2046 kips, respectively, at a driving resistance ranging between 20 bpi and 12 blows for ¼ inch. The corresponding BOR CAPWAP capacities were 1810 and 1945 kips, respectively.

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.

GTR Project No. 24.107 Page 4 www.gtrinc.net

Conclusions

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

1. For Piles 25-A and 27-D, the EOD/EORD CAPWAP capacities were 1805 and 1830 kips, respectively. The piles were driven to blow counts of 20 bpi. The hammer was reportedly operated at a stroke of approximately 4.25 feet, resulting in approximately 98 to 106 kip-ft of energy.

2. For Piles 25-A and 27-D, the BOR CAPWAP capacities were 1830 and 1945 kips, respectively.

The piles were driven to blow counts of 20 bpi and 12 blows for ¼ inch, respectively. The hammer was reportedly operated at a stroke of approximately 4.25 feet, resulting in approximately 110 to 125 kip-ft of energy.

3. The EOD/EORD and BOR CAPWAP analysis indicates that approximately 70% to 85% of the pile capacity was developed in end bearing.

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

5. We recommend the remaining piles be driven to 20 bpi with the hammer operating at a stroke of 4.25 feet, corresponding to an average transferred energy of approximately 100 to 125 kip-ft.

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.

GTR Project No. 24.107 Page 5 www.gtrinc.net

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

Les R. Chernauskas, P.E. William D. Oder, P.E.

Assistant Project Manager Principal

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 RX5 RX7 Capacity

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

EOD 8/19/24 96.2 20 199-218 ~4.25 106.2 1.44 34.8 44.7 1804 1671 1805

BOR 8/19/24 96.3 20 6 ~4.25 124.7 1.65 36.0 46.5 1823 1726 1810

EOD 8/14/24 96.0 9, 9, 12 170-199 ~4.25 113.9 1.45 34.8 39.2 1675 1622 -

98.3 20 147-166 ~4.25 91.5 1.23 37.1 40.7 1986 1892 1830

BOR 8/16/24 98.3 12 for 1/4" 5 ~4.25 110.1 1.37 39.1 43.2 2046 1919 1945

Notes:

27-D

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 PP30"x0.5" PILES

25-A

EORD 8/15/24

1. Indicates that the data was obtained at End of Drive (EOD), Begining of Restrike (BOR), and End of Redrive (EORD).

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 0.5 & 0.7). These values represent an average over the blow(s) indicated.

8/21/2024 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)

25-A EOD 217 255 1550 1805 86% 0.08 0.25 0.14 0.06

25-A BOR 6 240 1570 1810 87% 0.05 0.32 0.09 0.06

27-D EORD 164 505 1325 1830 72% 0.10 0.12 0.18 0.08

27-D BOR 5 545 1400 1945 72% 0.10 0.14 0.17 0.07

NOAA OMAO EAST COAST CENTER RELOCATION

BSP CG240 HYDRAULIC HAMMER - OPEN ENDED PIPE PP30"x0.5" PILES

Capacity (kips)

NEWPORT, RHODE ISLAND

8/21/2024 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: 21-August-2024 Test started: 19-August-2024

24.107 NOAA Pier PDA 081924 - A-25 EOD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

94.50

95.00

95.50

96.00

96.50

0.0 35.0 70.0 105.0 140.0

0.00 1.00 2.00 3.00 4.00

RX5 (kips) Maximum Case Method Capacity (JC=0.5)

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

0 600 1,200 1,800 2,400

0 600 1,200 1,800 2,400

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

0.0 18.0 36.0 54.0 72.0

Pile Dynamics, Inc. Page 1 PDIPLOT2 2022.1.62.0 Printed 21-August-2024

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081924 - A-25 EOD 30"x1/2" PP

OP: DRR Date: 19-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 102.00 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

39 95.00 156 AV39 71.1 1.16 28.4 31.2 1,530 1,417 1,353 41.4

STD 16.4 0.22 2.5 3.4 136 131 119 14.9

MAX 133.4 2.22 32.5 36.9 1,743 1,608 1,588 56.9

MIN 48.0 0.93 22.8 23.6 1,222 1,152 1,113 1.9

124 95.67 128 AV85 101.2 1.38 32.9 39.2 1,710 1,583 1,536 38.5

STD 5.4 0.05 0.4 1.5 49 44 24 4.4

MAX 107.1 1.45 33.9 42.8 1,808 1,673 1,588 49.3

MIN 88.6 1.27 32.2 36.9 1,626 1,515 1,491 10.1

136 95.75 144 AV12 104.9 1.43 33.6 43.4 1,715 1,585 1,551 37.2

STD 0.6 0.01 0.3 0.5 31 28 16 0.0

MAX 105.9 1.44 34.1 44.5 1,780 1,650 1,580 37.2

MIN 103.5 1.42 33.2 42.6 1,671 1,553 1,530 37.1

148 95.83 144 AV12 105.9 1.44 34.1 44.3 1,775 1,643 1,586 37.1

STD 0.5 0.01 0.2 0.2 12 13 8 0.0

MAX 106.8 1.45 34.3 44.5 1,790 1,660 1,598 37.2

MIN 104.9 1.42 33.7 43.9 1,746 1,613 1,571 37.1

164 95.92 192 AV16 106.0 1.44 34.3 44.4 1,784 1,652 1,591 37.2

STD 0.7 0.01 0.2 0.2 11 10 8 0.0

MAX 106.9 1.45 34.6 44.7 1,803 1,672 1,599 37.2

MIN 104.5 1.42 33.9 43.9 1,757 1,630 1,571 37.1

181 96.00 204 AV17 106.0 1.44 34.4 44.6 1,802 1,672 1,596 37.2

STD 0.6 0.01 0.1 0.1 8 9 6 0.0

MAX 107.4 1.46 34.6 44.9 1,817 1,685 1,603 37.2

MIN 105.2 1.43 34.3 44.3 1,787 1,655 1,577 37.2

198 96.08 204 AV17 105.7 1.44 34.7 44.6 1,802 1,671 1,595 37.2

STD 0.7 0.01 0.2 0.1 8 6 10 0.0

MAX 106.6 1.45 34.9 44.8 1,816 1,681 1,611 37.3

MIN 104.5 1.43 34.2 44.4 1,791 1,660 1,561 37.2

218 96.17 240 AV20 106.2 1.44 34.8 44.7 1,804 1,671 1,598 37.2

STD 0.6 0.01 0.2 0.2 9 9 6 0.0

MAX 107.1 1.46 35.2 45.1 1,822 1,694 1,607 37.3

MIN 105.2 1.42 34.5 44.2 1,789 1,659 1,588 37.2

Average 97.8 1.37 32.7 40.0 1,710 1,584 1,526 38.5 Std. Dev. 14.8 0.14 2.4 5.1 114 107 100 7.0 Maximum 133.4 2.22 35.2 45.1 1,822 1,694 1,611 56.9 Minimum 48.0 0.93 22.8 23.6 1,222 1,152 1,113 1.9

Total number of blows analyzed: 218

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081924 - A-25 EOD 30"x1/2" PP

OP: DRR Date: 19-August-2024

BL# Sensors

1-21 F5: [X828] 92.2 (1.00); F7: [Y513] 90.7 (1.00); A6: [K12836] 428.8 (1.00);

A8: [K10400] 363.3 (1.00)

22-218 F5: [X828] 92.2 (1.00); F7: [Y513] 90.7 (1.00); A6: off; A8: [K10400] 363.3 (1.00)

Time Summary

Drive 13 minutes 2 seconds 10:10 AM - 10:23 AM BN 1 - 218

PDIPLOT2 2022.1.62.0 Printed 20-August-2024

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081924 - A-25 EOD 30"x1/2" PP

OP: DRR Date: 19-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 102.00 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 199 96.09 240 106.6 1.45 35.1 44.6 1,792 1,659 1,599 37.2 200 96.09 240 106.1 1.44 34.9 44.6 1,791 1,660 1,595 37.2 201 96.10 240 105.6 1.43 34.7 44.6 1,796 1,665 1,601 37.2 202 96.10 240 107.0 1.44 34.7 44.6 1,809 1,674 1,602 37.2 203 96.10 240 107.1 1.46 35.2 44.7 1,793 1,664 1,603 37.2 204 96.11 240 106.9 1.45 34.7 44.9 1,809 1,676 1,594 37.2 205 96.11 240 105.4 1.43 34.7 44.6 1,801 1,672 1,602 37.2 206 96.12 240 107.1 1.45 34.8 44.8 1,808 1,670 1,598 37.2 207 96.12 240 107.0 1.46 34.9 44.2 1,789 1,660 1,598 37.2 208 96.13 240 106.0 1.44 34.8 45.0 1,809 1,679 1,607 37.2 209 96.13 240 106.1 1.43 35.0 44.9 1,809 1,682 1,604 37.2 210 96.13 240 106.4 1.44 34.7 44.5 1,800 1,664 1,588 37.3 211 96.14 240 105.2 1.43 34.7 44.6 1,801 1,669 1,594 37.3 212 96.14 240 106.4 1.44 34.6 44.4 1,797 1,665 1,593 37.2 213 96.15 240 105.6 1.44 34.6 44.5 1,801 1,666 1,590 37.3 214 96.15 240 105.8 1.43 34.8 44.8 1,811 1,675 1,600 37.3 215 96.15 240 106.7 1.45 35.1 44.6 1,800 1,665 1,597 37.2 216 96.16 240 105.2 1.42 34.8 45.1 1,822 1,694 1,607 37.3 217 96.16 240 105.9 1.43 34.8 44.8 1,821 1,688 1,607 37.3 218 96.17 240 105.8 1.44 34.5 44.9 1,815 1,678 1,588 37.3

Average 106.2 1.44 34.8 44.7 1,804 1,671 1,598 37.2 Std. Dev. 0.6 0.01 0.2 0.2 9 9 6 0.0 Maximum 107.1 1.46 35.2 45.1 1,822 1,694 1,607 37.3 Minimum 105.2 1.42 34.5 44.2 1,789 1,659 1,588 37.2

Total number of blows analyzed: 20

BL# Sensors

1-21 F5: [X828] 92.2 (1.00); F7: [Y513] 90.7 (1.00); A6: [K12836] 428.8 (1.00);

A8: [K10400] 363.3 (1.00)

22-218 F5: [X828] 92.2 (1.00); F7: [Y513] 90.7 (1.00); A6: off; A8: [K10400] 363.3 (1.00)

Drive 13 minutes 2 seconds 10:10 AM - 10:23 AM BN 1 - 218

Printed: 21-August-2024 Test started: 19-August-2024

24.107 NOAA Pier PDA 081924 - A-25 BOR

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

0.0 35.0 70.0 105.0 140.0

0.00 1.00 2.00 3.00 4.00

RX5 (kips) Maximum Case Method Capacity (JC=0.5)

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

0 600 1,200 1,800 2,400

0 600 1,200 1,800 2,400

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081924 - A-25 BOR 30"x1/2" PP

OP: DRR Date: 19-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 102.00 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 1 96.17 240 123.9 1.64 33.9 37.2 1,596 1,577 1,570 1.9 2 96.18 240 91.8 1.37 29.3 36.4 1,599 1,498 1,454 1.9 3 96.18 240 102.9 1.50 31.8 41.1 1,649 1,558 1,544 37.1 4 96.18 240 118.2 1.61 34.9 43.9 1,716 1,665 1,646 36.1 5 96.19 240 124.3 1.65 36.0 45.5 1,788 1,711 1,688 35.8 6 96.19 240 124.7 1.65 36.0 46.5 1,823 1,726 1,703 35.8 7 96.20 240 126.4 1.67 37.0 45.8 1,795 1,756 1,731 35.8 8 96.20 240 122.0 1.63 36.1 46.2 1,822 1,718 1,695 36.3 9 96.20 240 115.5 1.59 35.3 45.2 1,803 1,687 1,662 37.2

10 96.21 240 115.1 1.58 34.7 45.4 1,814 1,689 1,666 37.2 11 96.21 240 119.7 1.60 35.6 46.4 1,845 1,724 1,692 36.9 12 96.22 240 119.4 1.60 35.5 45.7 1,831 1,717 1,692 36.9 13 96.22 240 119.8 1.60 35.8 45.9 1,826 1,723 1,697 36.9 14 96.23 240 118.7 1.60 35.7 45.4 1,808 1,702 1,682 36.9 15 96.23 240 116.8 1.58 34.7 45.5 1,820 1,695 1,673 37.0 16 96.23 240 118.5 1.59 35.1 45.8 1,820 1,697 1,674 36.9 17 96.24 240 117.8 1.59 35.0 45.8 1,827 1,706 1,667 37.0 18 96.24 240 119.0 1.60 35.0 46.0 1,829 1,700 1,675 36.9 19 96.25 240 118.1 1.59 34.7 45.5 1,788 1,665 1,640 37.0 20 96.25 240 117.2 1.59 34.8 44.9 1,805 1,684 1,663 37.0

Average 117.5 1.59 34.8 44.5 1,780 1,680 1,656 33.2 Std. Dev. 7.6 0.06 1.6 2.8 75 62 62 10.4 Maximum 126.4 1.67 37.0 46.5 1,845 1,756 1,731 37.2 Minimum 91.8 1.37 29.3 36.4 1,596 1,498 1,454 1.9

Total number of blows analyzed: 20

BL# Sensors

1-20 F3: [Y513] 90.7 (1.00); F4: [Z784] 94.5 (1.00); A1: [K4849] 352.8 (1.00); A2: [K12835] 377.0 (1.00)

Drive 1 minute 24 seconds 12:57 PM - 12:59 PM BN 1 - 20

Printed: 21-August-2024 Test started: 14-August-2024

24.107 NOAA Pier PDA 081424 - D-27 EOD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

91.00

92.50

94.00

95.50

97.00

0.0 35.0 70.0 105.0 140.0

0.00 1.00 2.00 3.00 4.00

RX5 (kips) Maximum Case Method Capacity (JC=0.5)

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

0 600 1,200 1,800 2,400

0 600 1,200 1,800 2,400

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081424 - D-27 EOD 30"x1/2" PP

OP: DRR Date: 14-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 101.00 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

131 95.00 33 AV131 115.1 1.53 35.1 31.2 1,491 1,455 1,426 36.0

STD 11.8 0.07 2.5 9.2 346 330 317 4.3

MAX 143.6 1.68 38.7 41.4 1,826 1,795 1,764 42.5

MIN 63.3 1.22 23.3 12.0 515 493 489 4.5

145 95.50 28 AV14 117.3 1.47 36.3 40.3 1,818 1,721 1,654 38.8

STD 1.2 0.01 0.6 0.8 17 18 23 0.1

MAX 119.6 1.48 37.3 41.3 1,850 1,760 1,703 38.9

MIN 115.1 1.45 35.5 38.3 1,790 1,690 1,614 38.6

154 95.58 108 AV9 113.6 1.44 35.0 39.9 1,809 1,700 1,631 38.9

STD 1.4 0.01 0.4 0.4 22 20 17 0.1

MAX 115.7 1.46 35.4 40.2 1,847 1,736 1,655 39.0

MIN 110.9 1.42 34.2 38.9 1,771 1,677 1,602 38.8

161 95.67 84 AV7 115.7 1.46 34.6 39.9 1,781 1,658 1,599 38.8

STD 0.3 0.01 0.3 1.0 30 31 18 0.1

MAX 116.0 1.46 35.3 41.6 1,839 1,710 1,622 38.9

MIN 115.0 1.45 34.2 38.7 1,742 1,617 1,568 38.7

169 95.75 96 AV8 106.0 1.39 33.3 37.8 1,677 1,578 1,539 36.1

STD 13.1 0.10 1.7 2.7 54 57 69 13.6

MAX 118.0 1.47 35.0 40.4 1,736 1,665 1,632 52.4

MIN 82.1 1.20 30.2 32.9 1,592 1,488 1,434 1.9

178 95.83 108 AV9 115.6 1.46 34.6 39.8 1,717 1,639 1,607 38.9

STD 0.7 0.01 0.3 0.7 17 18 19 0.0

MAX 116.8 1.47 35.1 40.8 1,741 1,662 1,636 38.9

MIN 114.6 1.45 34.2 38.8 1,688 1,605 1,571 38.8

187 95.92 108 AV9 114.1 1.44 34.8 39.5 1,696 1,639 1,609 38.9

STD 0.8 0.01 0.3 0.7 26 16 17 0.0

MAX 115.5 1.46 35.2 40.3 1,738 1,674 1,647 38.9

MIN 113.0 1.44 34.5 38.4 1,661 1,620 1,589 38.8

199 96.00 144 AV12 112.4 1.44 34.9 38.5 1,627 1,597 1,569 36.4

STD 1.7 0.01 0.3 1.2 45 43 39 8.0

MAX 115.3 1.46 35.6 40.4 1,687 1,655 1,624 38.9

MIN 109.4 1.42 34.4 36.4 1,544 1,523 1,505 9.7

Average 114.7 1.50 35.0 34.0 1,574 1,522 1,487 36.7 Std. Dev. 10.1 0.07 2.1 8.5 307 286 272 5.0 Maximum 143.6 1.68 38.7 41.6 1,850 1,795 1,764 52.4 Minimum 63.3 1.20 23.3 12.0 515 493 489 1.9

Total number of blows analyzed: 199

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081424 - D-27 EOD 30"x1/2" PP

OP: DRR Date: 14-August-2024

BL# Sensors

1-199 F1: [X828] 92.2 (1.00); F3: [Y513] 90.7 (1.00); A2: [K12836] 428.8 (1.00);

A4: [K10400] 363.3 (1.00)

Drive 15 minutes 43 seconds 3:33 PM - 3:49 PM BN 1 - 199

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081424 - D-27 EOD 30"x1/2" PP

OP: DRR Date: 14-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 101.00 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 170 95.76 108 116.8 1.47 34.7 39.5 1,705 1,650 1,618 38.9 171 95.77 108 115.4 1.45 34.2 39.1 1,717 1,605 1,571 38.9 172 95.78 108 115.4 1.46 35.1 40.2 1,732 1,658 1,625 38.9 173 95.79 108 114.6 1.45 34.5 39.3 1,688 1,646 1,613 38.9 174 95.80 108 116.8 1.47 34.5 38.8 1,696 1,620 1,586 38.8 175 95.81 108 115.4 1.45 34.6 40.0 1,716 1,644 1,609 38.8 176 95.81 108 115.6 1.45 35.0 40.7 1,741 1,662 1,636 38.8 177 95.82 108 115.7 1.45 34.4 40.8 1,735 1,624 1,591 38.8 178 95.83 108 114.9 1.45 34.8 40.0 1,718 1,645 1,613 38.9 179 95.84 108 113.7 1.44 34.5 40.2 1,738 1,635 1,607 38.9 180 95.85 108 114.9 1.44 35.2 39.8 1,728 1,674 1,647 38.9 181 95.86 108 115.5 1.46 34.5 39.6 1,720 1,620 1,589 38.9 182 95.87 108 114.4 1.45 35.1 40.0 1,695 1,645 1,616 38.9 183 95.88 108 113.3 1.44 34.8 40.3 1,701 1,620 1,589 38.9 184 95.89 108 113.0 1.44 34.8 38.4 1,676 1,650 1,624 38.9 185 95.90 108 114.4 1.45 34.5 38.4 1,669 1,637 1,606 38.8 186 95.91 108 113.2 1.44 35.0 39.1 1,661 1,630 1,598 38.8 187 95.92 108 114.1 1.44 34.9 39.4 1,678 1,637 1,605 38.9 188 95.92 144 115.3 1.46 34.6 38.4 1,653 1,625 1,597 38.8 189 95.93 144 114.2 1.45 35.2 39.4 1,687 1,655 1,624 38.8 190 95.94 144 113.2 1.44 35.0 40.4 1,663 1,631 1,600 38.8 191 95.94 144 112.9 1.44 35.2 39.2 1,681 1,648 1,614 38.9 192 95.95 144 113.7 1.44 34.9 40.1 1,678 1,645 1,614 38.9 193 95.96 144 109.7 1.42 34.8 38.9 1,612 1,575 1,553 9.7 194 95.97 144 113.9 1.45 35.6 39.0 1,633 1,604 1,576 38.8 195 95.97 144 111.2 1.44 35.1 37.9 1,614 1,585 1,558 38.8 196 95.98 144 111.3 1.44 34.5 37.8 1,609 1,580 1,551 38.8 197 95.99 144 109.4 1.42 34.5 37.4 1,577 1,547 1,518 38.9 198 95.99 144 112.0 1.46 34.4 36.9 1,544 1,523 1,505 38.7 199 96.00 144 111.9 1.46 35.0 36.4 1,573 1,545 1,520 38.7

Average 113.9 1.45 34.8 39.2 1,675 1,622 1,593 37.9 Std. Dev. 1.8 0.01 0.3 1.1 52 36 34 5.2 Maximum 116.8 1.47 35.6 40.8 1,741 1,674 1,647 38.9 Minimum 109.4 1.42 34.2 36.4 1,544 1,523 1,505 9.7

Total number of blows analyzed: 30

BL# Sensors

1-199 F1: [X828] 92.2 (1.00); F3: [Y513] 90.7 (1.00); A2: [K12836] 428.8 (1.00);

A4: [K10400] 363.3 (1.00)

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081424 - D-27 EOD 30"x1/2" PP

OP: DRR Date: 14-August-2024

Drive 15 minutes 43 seconds 3:33 PM - 3:49 PM BN 1 - 199

Printed: 21-August-2024 Test started: 15-August-2024

24.107 NOAA Pier PDA 081524 - D-27 EORD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

96.00

96.50

97.00

97.50

98.00

98.50

0.0 35.0 70.0 105.0 140.0

0.00 1.00 2.00 3.00 4.00

RX5 (kips) Maximum Case Method Capacity (JC=0.5)

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

0 600 1,200 1,800 2,400

0 600 1,200 1,800 2,400

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081524 - D-27 EORD 30"x1/2" PP

OP: DRR Date: 15-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 99.00 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

32 97.00 32 AV32 119.8 1.49 37.0 37.7 1,623 1,560 1,523 36.2

STD 7.5 0.04 1.1 5.1 193 180 180 6.3

MAX 127.2 1.53 38.8 43.1 1,842 1,729 1,706 45.3

MIN 93.5 1.33 33.3 27.8 1,229 1,181 1,144 1.9

38 97.08 72 AV6 121.3 1.48 37.2 41.8 1,720 1,664 1,642 37.0

STD 0.9 0.01 0.3 0.7 31 17 18 0.0

MAX 122.9 1.49 37.7 42.6 1,768 1,685 1,663 37.0

MIN 119.9 1.47 36.8 40.7 1,674 1,634 1,608 36.9

45 97.17 84 AV7 122.4 1.49 37.1 40.7 1,678 1,631 1,611 37.0

STD 0.6 0.01 0.2 0.5 11 17 19 0.0

MAX 123.1 1.50 37.3 41.8 1,696 1,659 1,645 37.0

MIN 121.4 1.48 36.7 40.0 1,664 1,607 1,581 37.0

52 97.25 84 AV7 123.0 1.49 37.2 42.0 1,744 1,655 1,632 37.0

STD 0.7 0.00 0.2 0.6 20 16 14 0.0

MAX 124.3 1.50 37.4 42.9 1,774 1,676 1,648 37.1

MIN 122.2 1.49 36.8 41.1 1,703 1,631 1,615 37.0

60 97.33 96 AV8 121.7 1.48 37.1 42.2 1,850 1,749 1,686 37.0

STD 1.3 0.01 0.3 1.2 70 69 49 0.1

MAX 123.8 1.50 37.7 44.6 1,947 1,841 1,756 37.1

MIN 119.9 1.46 36.6 40.7 1,721 1,634 1,609 36.9

70 97.42 120 AV10 120.3 1.46 37.3 43.6 1,910 1,807 1,733 34.4

STD 1.7 0.01 0.7 1.0 55 51 46 8.4

MAX 122.7 1.47 38.8 45.2 2,003 1,878 1,801 37.3

MIN 118.3 1.44 36.3 42.2 1,843 1,740 1,684 9.3

84 97.50 168 AV14 117.6 1.44 37.4 43.0 1,936 1,838 1,752 37.3

STD 1.7 0.01 0.4 1.0 30 29 27 0.1

MAX 120.3 1.46 38.1 44.2 1,982 1,888 1,794 37.5

MIN 114.1 1.42 36.6 41.0 1,890 1,795 1,704 37.2

95 97.58 132 AV11 116.8 1.43 36.8 41.9 1,870 1,768 1,685 37.4

STD 1.6 0.01 0.5 1.2 30 36 34 0.1

MAX 120.6 1.45 38.1 44.0 1,925 1,837 1,757 37.5

MIN 114.9 1.42 36.0 40.5 1,834 1,731 1,656 37.3

102 97.67 84 AV7 116.2 1.43 36.8 42.6 1,889 1,789 1,701 37.5

STD 1.4 0.01 0.5 0.4 31 37 34 0.1

MAX 118.6 1.44 37.6 43.3 1,940 1,854 1,767 37.6

MIN 113.6 1.42 35.9 41.7 1,852 1,741 1,663 37.3

106 97.75 48 AV4 115.8 1.43 36.4 41.9 1,861 1,753 1,665 30.4

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081524 - D-27 EORD 30"x1/2" PP

OP: DRR Date: 15-August-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 2.3 0.02 0.5 1.1 41 42 38 12.2

MAX 119.4 1.46 37.3 43.1 1,917 1,810 1,719 37.6

MIN 112.8 1.42 35.9 40.3 1,801 1,692 1,612 9.4

111 97.83 60 AV5 117.3 1.45 36.3 38.6 1,691 1,614 1,579 31.8

STD 1.9 0.02 0.4 1.7 68 44 32 11.2

MAX 119.8 1.47 36.8 41.4 1,803 1,683 1,616 37.5

MIN 114.6 1.42 35.7 37.0 1,621 1,548 1,520 9.3

117 97.92 72 AV6 118.9 1.46 36.9 37.0 1,631 1,591 1,572 37.3

STD 1.2 0.01 0.1 1.0 24 23 22 0.1

MAX 120.5 1.47 37.1 38.4 1,675 1,620 1,598 37.4

MIN 117.5 1.44 36.7 35.9 1,600 1,564 1,544 37.2

126 98.00 108 AV9 117.1 1.43 36.5 38.9 1,751 1,644 1,607 31.1

STD 1.0 0.01 0.4 1.3 54 45 33 11.6

MAX 118.6 1.44 37.0 40.3 1,855 1,736 1,685 37.4

MIN 115.5 1.41 35.7 36.3 1,684 1,594 1,568 9.3

136 98.08 120 AV10 117.8 1.43 37.4 42.4 1,939 1,826 1,729 37.4

STD 1.0 0.01 0.7 1.0 49 52 45 0.1

MAX 119.5 1.45 38.3 44.2 2,023 1,910 1,798 37.5

MIN 115.7 1.41 36.6 40.7 1,868 1,747 1,677 37.3

146 98.17 120 AV10 89.3 1.21 35.8 39.6 1,912 1,818 1,730 41.1

STD 19.0 0.14 2.4 2.9 117 106 98 2.6

MAX 118.1 1.43 39.3 44.1 2,097 1,990 1,889 45.7

MIN 71.8 1.06 33.4 36.3 1,801 1,710 1,625 37.5

166 98.25 240 AV20 91.5 1.23 37.1 40.7 1,986 1,892 1,802 33.5

STD 11.0 0.08 1.9 2.5 102 94 87 9.6

MAX 101.7 1.30 39.1 43.9 2,082 1,982 1,893 43.0

MIN 71.9 1.09 32.9 36.1 1,790 1,712 1,633 1.9

Average 114.0 1.42 36.9 40.6 1,811 1,725 1,664 36.0 Std. Dev. 13.1 0.11 1.2 3.3 168 151 131 6.6 Maximum 127.2 1.53 39.3 45.2 2,097 1,990 1,893 45.7 Minimum 71.8 1.06 32.9 27.8 1,229 1,181 1,144 1.9

Total number of blows analyzed: 166

BL# Sensors

1-166 F1: [X828] 92.2 (1.00); F3: [Y513] 90.7 (1.00); A2: [K12836] 428.8 (1.00);

A4: [K10400] 363.3 (1.00)

Drive 6 minutes 3 seconds 12:47 PM - 12:53 PM BN 1 - 166

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081524 - D-27 EORD 30"x1/2" PP

OP: DRR Date: 15-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 99.00 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 147 98.17 240 100.8 1.30 38.6 41.8 2,042 1,939 1,845 1.9 148 98.18 240 76.0 1.11 35.2 38.1 1,858 1,779 1,699 40.4 149 98.18 240 71.9 1.11 32.9 36.1 1,790 1,712 1,633 41.5 150 98.18 240 73.6 1.09 34.4 37.2 1,839 1,762 1,687 42.7 151 98.19 240 73.9 1.10 34.1 36.5 1,823 1,747 1,672 40.1 152 98.19 240 76.1 1.13 34.5 36.4 1,838 1,752 1,668 39.2 153 98.20 240 80.3 1.15 35.1 37.8 1,869 1,782 1,696 38.3 154 98.20 240 89.9 1.23 36.6 40.3 1,951 1,862 1,773 43.0 155 98.20 240 94.2 1.24 37.6 41.0 2,032 1,933 1,835 11.9 156 98.21 240 96.9 1.27 37.6 41.5 2,035 1,942 1,858 34.9 157 98.21 240 97.9 1.28 38.1 42.1 2,054 1,956 1,875 34.6 158 98.22 240 100.0 1.29 38.5 42.3 2,061 1,959 1,857 34.0 159 98.22 240 99.8 1.29 38.7 42.4 2,064 1,954 1,850 33.8 160 98.23 240 101.7 1.29 38.8 43.9 2,076 1,979 1,882 33.2 161 98.23 240 99.8 1.28 38.4 42.2 2,053 1,952 1,853 33.4 162 98.23 240 100.5 1.28 38.6 43.2 2,082 1,982 1,893 33.2 163 98.24 240 99.3 1.27 38.7 42.5 2,071 1,971 1,873 33.3 164 98.24 240 101.2 1.30 39.1 42.9 2,066 1,965 1,867 33.3 165 98.25 240 100.8 1.29 38.1 42.3 2,049 1,948 1,849 33.3 166 98.25 240 95.9 1.23 38.3 42.7 2,068 1,972 1,880 33.3

Average 91.5 1.23 37.1 40.7 1,986 1,892 1,802 33.5 Std. Dev. 11.0 0.08 1.9 2.5 102 94 87 9.6 Maximum 101.7 1.30 39.1 43.9 2,082 1,982 1,893 43.0 Minimum 71.9 1.09 32.9 36.1 1,790 1,712 1,633 1.9

Total number of blows analyzed: 20

BL# Sensors

1-166 F1: [X828] 92.2 (1.00); F3: [Y513] 90.7 (1.00); A2: [K12836] 428.8 (1.00);

A4: [K10400] 363.3 (1.00)

Drive 6 minutes 3 seconds 12:47 PM - 12:53 PM BN 1 - 166

Printed: 21-August-2024 Test started: 16-August-2024

24.107 NOAA Pier PDA 081624 - D-27 BOR

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

0.0 35.0 70.0 105.0 140.0

0.00 1.00 2.00 3.00 4.00

RX5 (kips) Maximum Case Method Capacity (JC=0.5)

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

0 600 1,200 1,800 2,400

0 600 1,200 1,800 2,400

CSX (ksi) Compression Stress Maximum

CSB (ksi) Compression Stress at Bottom of Pile

Case Method & iCAP® Results

24.107 NOAA Pier PDA 081624 - D-27 BOR 30"x1/2" PP

OP: DRR Date: 16-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 101.00 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 1 98.25 576 59.8 0.98 26.8 25.6 1,262 1,191 1,186 1.9 2 98.25 576 79.5 1.15 31.3 32.9 1,545 1,472 1,404 42.8 3 98.26 576 104.1 1.33 36.0 39.1 1,822 1,713 1,612 40.4 4 98.26 576 112.4 1.38 38.9 42.3 1,983 1,893 1,803 39.9 5 98.26 576 110.1 1.37 39.1 43.2 2,046 1,919 1,827 40.2 6 98.26 576 78.4 1.16 34.8 38.0 1,842 1,753 1,682 44.5 7 98.26 576 107.6 1.35 39.4 43.1 2,047 1,947 1,847 40.1 8 98.26 576 113.9 1.40 40.4 43.1 2,101 1,987 1,872 39.8 9 98.27 576 105.3 1.34 39.5 44.1 2,061 1,971 1,881 50.5

10 98.27 576 106.6 1.35 39.2 42.3 2,065 1,970 1,875 40.5 11 98.27 576 103.2 1.33 39.5 43.9 2,102 1,981 1,900 50.3 12 98.27 576 107.8 1.36 40.0 42.0 2,078 1,980 1,882 40.5

Average 99.1 1.29 37.1 40.0 1,913 1,815 1,731 39.3 Std. Dev. 16.2 0.12 4.0 5.3 251 239 217 11.9 Maximum 113.9 1.40 40.4 44.1 2,102 1,987 1,900 50.5 Minimum 59.8 0.98 26.8 25.6 1,262 1,191 1,186 1.9

Total number of blows analyzed: 12

BL# Sensors

1-12 F5: [X828] 92.2 (1.00); F7: [Y513] 90.7 (1.00); A6: [K12836] 428.8 (1.00);

A8: [K10400] 363.3 (1.00)

Drive 16 seconds 3:30 PM - 3:30 PM BN 1 - 12

APPENDIX C

CAPWAP RESULTS

5 115 ms

-875

-438 kips

15 L/c

Force Msd Force Cpt

5 115 ms

-875

-438 kips

15 L/c

Force Msd Velocity Msd ki ps

/ft ki ps

Length b. Sensors 102.0 ft Embedment 96.2 ft Top Area 46.3 in2

End Bearing Area 4.91 ft2 Top Perimeter 7.85 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 3.74 Top Compr. Stress 34.7 ksi Max Compr. Stress 42.8 ksi Max Tension Stress -9.15 ksi

Avg. Shaft Quake 0.08 in Toe Quake 0.25 in Avg. Shaft Smith Dpg. 0.14 s/ft Toe Smith Damping 0.06 s/ft

Shaft Resistance Distribution

Pile Force at Ru

EB

SF

0 500 1000 1500 2000 2500 0.0

1.0

2.0

3.0

Load (kips)

D is pl ac em en t ( in

Pile Top Bottom

RU = 1805.0 kips SF = 255.0 kips EB = 1550.0 kips Dy = 1.89 in Dx = 1.94 in SET/Bl = 0.05 in

19-Aug-202424.107 NOAA Pier PDA 081924; Pile: A-25 EOD; 30"x1/2" PP; Blow: 217 (Test: 19-Aug-2024 10:23:)

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

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

Test: 19-Aug-2024 10:23

CAPWAP(R) 2014-3

24.107 NOAA Pier PDA 081924; Pile: A-25 EOD

30"x1/2" PP; Blow: 217 Geosciences Testing & Research Inc OP: DRR

Page 2 Analysis: 19-Aug-2024

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 1805.0; along Shaft 255.0; at Toe 1550.0 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

1805.0 1 9.9 4.0 0.0 1805.0 0.0 0.00 0.00 0.00 2 16.5 10.6 0.0 1805.0 0.0 0.00 0.00 0.00 3 23.0 17.2 0.0 1805.0 0.0 0.00 0.00 0.00 4 29.6 23.8 0.0 1805.0 0.0 0.00 0.00 0.00 5 36.2 30.4 0.0 1805.0 0.0 0.00 0.00 0.00 6 42.8 36.9 2.5 1802.5 2.5 0.38 0.05 0.14 7 49.4 43.5 5.0 1797.5 7.5 0.76 0.10 0.14 8 55.9 50.1 5.0 1792.5 12.5 0.76 0.10 0.14 9 62.5 56.7 5.0 1787.5 17.5 0.76 0.10 0.14 10 69.1 63.3 7.5 1780.0 25.0 1.14 0.15 0.14 11 75.7 69.8 15.0 1765.0 40.0 2.28 0.29 0.14 12 82.3 76.4 20.0 1745.0 60.0 3.04 0.39 0.14 13 88.8 83.0 25.0 1720.0 85.0 3.80 0.48 0.14 14 95.4 89.6 50.0 1670.0 135.0 7.60 0.97 0.14 15 102.0 96.2 120.0 1550.0 255.0 18.24 2.32 0.14

Avg. Shaft 17.0 2.65 0.34 0.14

Toe 1550.0 315.76 0.06

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.08 0.25 Case Damping Factor 0.43 1.12 Damping Type Viscous Sm+Visc Unloading Quake (% of loading quake) 30 48 Reloading Level (% of Ru) 100 100 Unloading Level (% of Ru) 26 Resistance Gap (included in Toe Quake) (in) 0.01

CAPWAP match quality = 3.74 (Wave Up Match) ; RSA = 0 Observed: Final Set = 0.05 in; Blow Count = 240 b/ft Computed: Final Set = 0.03 in; Blow Count = 410 b/ft Transducer F5 (X828) CAL: 92.2; RF: 1.00; F7 (Y513) CAL: 90.7; RF: 1.00 *Not Active A6*(K12836) CAL: 429; RF: 1.00; A8 (K10400) CAL: 363; RF: 1.00 max. Top Comp. Stress = 34.7 ksi (T= 37.4 ms, max= 1.236 x Top) max. Comp. Stress = 42.8 ksi (Z= 102.0 ft, T= 28.0 ms) max. Tens. Stress = -9.15 ksi (Z= 82.3 ft, T= 59.7 ms) max. Energy (EMX) = 100.1 kip-ft; max. Measured Top Displ. (DMX)= 1.43 in

24.107 NOAA Pier PDA 081924; Pile: A-25 EOD

30"x1/2" PP; Blow: 217 Geosciences Testing & Research Inc OP: DRR

Page 3 Analysis: 19-Aug-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 1606.2 -124.3 34.7 -2.68 100.1 18.9 1.34 2 6.6 1662.3 -154.0 35.9 -3.32 97.8 18.9 1.31 4 13.2 1716.3 -193.5 37.0 -4.18 95.3 18.9 1.25 6 19.7 1665.4 -220.8 35.9 -4.76 92.7 18.9 1.19 8 26.3 1561.7 -266.0 33.7 -5.74 89.6 18.9 1.13 10 32.9 1561.7 -319.3 33.7 -6.89 86.1 18.9 1.06 12 39.5 1565.6 -354.5 33.8 -7.65 82.8 18.8 0.99 14 46.1 1563.8 -364.1 33.7 -7.86 79.5 18.7 0.93 16 52.6 1553.6 -361.5 33.5 -7.80 75.4 18.5 0.87 18 59.2 1544.4 -347.3 33.3 -7.50 70.1 18.4 0.79 20 65.8 1669.0 -361.3 36.0 -7.80 63.3 18.2 0.70 21 69.1 1723.7 -386.7 37.2 -8.34 61.1 18.1 0.65 22 72.4 1733.9 -407.2 37.4 -8.79 58.1 17.9 0.61 23 75.7 1709.6 -423.3 36.9 -9.14 56.0 17.7 0.57 24 79.0 1661.7 -418.5 35.9 -9.03 51.7 17.4 0.54 25 82.3 1605.2 -424.2 34.6 -9.15 49.3 17.2 0.50 26 85.5 1572.7 -414.9 33.9 -8.95 44.6 16.9 0.47 27 88.8 1584.8 -420.6 34.2 -9.08 42.7 18.0 0.43 28 92.1 1551.3 -408.1 33.5 -8.81 37.8 19.0 0.39 29 95.4 1687.3 -412.1 36.4 -8.89 34.9 18.2 0.35 30 98.7 1810.9 -380.5 39.1 -8.21 27.9 15.8 0.30 31 102.0 1985.5 -382.4 42.8 -8.25 22.6 12.1 0.25

Absolute 102.0 42.8 (T = 28.0 ms)

82.3 -9.15 (T = 59.7 ms)

24.107 NOAA Pier PDA 081924; Pile: A-25 EOD

30"x1/2" PP; Blow: 217 Geosciences Testing & Research Inc OP: DRR

Page 4 Analysis: 19-Aug-2024

CASE METHOD

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

RP 2174.1 2076.5 1978.9 1881.3 1783.7 1686.1 1588.5 1490.9 1393.3 1295.7

RX 2227.1 2143.5 2064.0 1987.5 1910.9 1841.9 1773.8 1712.1 1650.4 1611.3

RU 2177.8 2080.5 1983.3 1886.1 1788.9 1691.6 1594.4 1497.2 1399.9 1302.7

RAU = 1256.0 (kips); RA2 = 1166.2 (kips)

Current CAPWAP Ru = 1805.0 (kips); Corresponding J(RP)= 0.38; J(RX) = 0.55

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

19.5 21.53 1611.5 1538.5 1613.9 1.43 0.05 0.05 106.0 1716.1 6679

PILE PROFILE AND PILE MODEL

Depth Area E-Modulus Spec. Weight Perim.

ft in2 ksi lb/ft3 ft

0.0 46.3 30000.0 492.000 7.85

102.0 46.3 30000.0 492.000 7.85

Toe Area 4.91 ft2

Top Segment Length 3.29 ft, Top Impedance 83 kips/ft/s

Wave Speed: Pile Top 16807.9, Elastic 16807.9, Overall 16807.9 ft/s Pile Damping 1.00 %, Time Incr 0.196 ms, 2L/c 12.1 ms Total volume: 32.823 ft3; Volume ratio considering added impedance: 1.000

5 105 ms

-875

-438 kips

13 L/c

Force Msd Force Cpt

5 105 ms

-875

-438 kips

13 L/c

Force Msd Velocity Msd ki ps

/ft ki ps

Length b. Sensors 102.0 ft Embedment 96.2 ft Top Area 46.3 in2

End Bearing Area 4.91 ft2 Top Perimeter 7.85 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 4.88 Top Compr. Stress 37.0 ksi Max Compr. Stress 45.1 ksi Max Tension Stress -9.89 ksi

Avg. Shaft Quake 0.05 in Toe Quake 0.32 in Avg. Shaft Smith Dpg. 0.09 s/ft Toe Smith Damping 0.06 s/ft

Shaft Resistance Distribution

Pile Force at Ru

EB

SF

0 500 1000 1500 2000 2500 0.0

1.0

2.0

3.0

Load (kips)

D is pl ac em en t ( in

Pile Top Bottom

RU = 1810.0 kips SF = 240.0 kips EB = 1570.0 kips Dy = 1.99 in Dx = 2.04 in SET/Bl = 0.05 in

24.107 NOAA Pier PDA 081924; Pile: A-25 BOR; 30"x1/2" PP; Blow: 6 (Test: 19-Aug-2024 12:58:) 19-Aug-2024

24.107 NOAA Pier PDA 081924; Pile: A-25 BOR Test: 19-Aug-2024 12:58 30"x1/2" PP; Blow: 6 CAPWAP(R) 2014-3 Geosciences Testing & Research Inc OP: DRR

Page 2 Analysis: 19-Aug-2024

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 1810.0; along Shaft 240.0; at Toe 1570.0 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

1810.0 1 9.9 4.1 0.0 1810.0 0.0 0.00 0.00 0.00 2 16.5 10.6 0.0 1810.0 0.0 0.00 0.00 0.00 3 23.0 17.2 0.0 1810.0 0.0 0.00 0.00 0.00 4 29.6 23.8 0.0 1810.0 0.0 0.00 0.00 0.00 5 36.2 30.4 0.0 1810.0 0.0 0.00 0.00 0.00 6 42.8 37.0 5.0 1805.0 5.0 0.76 0.10 0.09 7 49.4 43.5 5.0 1800.0 10.0 0.76 0.10 0.09 8 55.9 50.1 5.0 1795.0 15.0 0.76 0.10 0.09 9 62.5 56.7 10.0 1785.0 25.0 1.52 0.19 0.09 10 69.1 63.3 10.0 1775.0 35.0 1.52 0.19 0.09 11 75.7 69.9 15.0 1760.0 50.0 2.28 0.29 0.09 12 82.3 76.4 15.