24.107 NOAA OMAO Ship & Support Facility Relocation Newport RI - PDA Report - Pier Bent 19.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 16, 2024 GTR Project No. 24.107

John McNulty Coastal Marine Construction LLC.

630 Park Street Stoughton, MA 02072

Re: Dynamic Pile Testing Report – Pier Bent 19 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 August 8 and 9, 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 19B and 19C, were dynamically tested during End of Drive (EOD), End of Re‐drive (EORD) and/or 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 91.11 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 16, 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. 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 19B and 19C were installed with a vibratory hammer to approximately 78 and 75.5 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 96.2 feet and 89.2 feet below falsework, respectively. The blow counts at EORD were approximately 18 to 20 blows per inch (bpi). The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 4.25 feet, corresponding to an average transferred energy of approximately 113 to 122 kip‐ft at EORD. Refer to Appendix D for a copy of the draft pile logs.

Pile C‐19 was tested at the beginning of restrike (BOR) on August 9, 2024 and the blow count was 11 blows for ½ inch. The BSP CG240 hydraulic hammer was reportedly operated at a stroke of approximately 4.25 feet, corresponding to an average transferred energy of approximately 124 kip‐ft at BOR2.

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 EORD Case Method field capacities (RX9) for Piles 19B and 19C were approximately 1802 and 1837 kips at a driving resistance of 18 and 20 bpi respectively. The corresponding EORD CAPWAP capacities were 1800 and 1810 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.

Conclusions

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

1. For Piles 19B and 19C, the EORD CAPWAP capacities were 1800 and 1810 kips, respectively.

The piles were driven to blow counts of 18 and 20 bpi, respectively. The hammer was reportedly operated at a stroke of approximately 4.25 feet, resulting in approximately 113 to 122 kip‐ft of energy.

GTR Project No. 24.107 Page 4

2. The EORD CAPWAP analysis indicates that approximately 75% to 85% of the pile capacity was developed in end bearing.

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

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

William D. Oder, P.E. (RI) Les R. Chernauskas, P.E.

Assistant Project Manager Principal

Attachments: Appendices A through D

TABLES

Driven 2 Observed3 Hammer Maximum 4 Maximum4 Maximum4 Maximum5

Test Time of 1 Date Depth Blow Count Blow Stroke Transferred Pile Top Comp. Stress Comp. Stress CAPWAP

Pile Driving Number(s) Energy Displacement Pile Top Pile Tip RX5 RX7 Capacity

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

11, 13 182‐205 ~4.25 116.3 1.51 34.8 45.2 1757 1615 ‐

18 206‐223 ~4.25 113.3 1.48 34.8 46.1 1802 1656 1800

EOD 8/8/24 88.5 14, 13, 6 for 1/2 in 419‐451 ~4.25 122.8 1.46 39.5 44.4 1795 1749 ‐

BOR 8/9/24 88.6 5 for 1/2 in, 10, 5 for 1/2 in 2 ~4.25 129.9 1.55 37.6 38.1 1562 1527 ‐

EORD 8/9/24 89.1 20 67‐86 ~4.25 121.7 1.44 37.4 44.3 1837 1719 1810

BOR2 8/9/24 89.2 11 for 1/2 inch 9 ~4.25 123.7 1.47 37.7 44.6 1813 1704 1805

Notes:

C‐19

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

EORD 8/9/24B‐19 96.2

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.

8/16/2024 24.107 NOAA Pipe Piles Bent 19 ‐ PDA Tables.xlsx

TABLE 2

SUMMARY OF CAPWAP RESULTS

Test Time of Blow Percent Quake Damping

Pile Driving Number Side Tip Total End Bearing Side Tip Side Tip

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

B‐19 EOD 210 300 1500 1800 83% 0.05 0.26 0.19 0.05

EORD 72 420 1390 1810 77% 0.05 0.29 0.09 0.05

BOR2 9 245 1560 1805 86% 0.10 0.30 0.11 0.07

C‐19

NOAA OMAO EAST COAST CENTER RELOCATION

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

Capacity (kips)

NEWPORT, RHODE ISLAND

8/16/2024 24.107 NOAA Pipe Piles Bent 19 ‐ PDA Tables.xlsx

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: 12-August-2024 Test started: 09-August-2024

24.107 NOAA Pier PDA 080924 - B-19 EORD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

94.00

94.25

94.50

94.75

95.00

95.25

95.50

95.75

96.00

96.25

96.50

0.0 40.0 80.0 120.0 160.0

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 15.0 30.0 45.0 60.0

Pile Dynamics, Inc. Page 1 PDIPLOT2 2022.1.62.0 Printed 12-August-2024

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080924 - B-19 EORD

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 96.00 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

97 95.00 97 AV97 118.3 1.53 34.7 42.8 1,645 1,526 1,438 30.7

STD 4.3 0.02 1.0 2.0 114 113 100 6.0

MAX 126.0 1.56 36.6 45.8 1,837 1,712 1,609 32.6

MIN 108.4 1.43 33.0 38.2 1,356 1,239 1,173 1.9

105 95.08 96 AV8 119.2 1.53 34.4 43.5 1,670 1,533 1,423 31.9

STD 2.4 0.01 0.4 0.3 25 23 12 0.0

MAX 122.5 1.54 35.1 44.0 1,702 1,562 1,437 31.9

MIN 115.2 1.52 34.0 43.1 1,628 1,491 1,401 31.8

110 95.17 60 AV5 120.8 1.54 34.4 42.9 1,654 1,520 1,405 31.9

STD 1.2 0.01 0.4 0.6 25 23 21 0.0

MAX 122.7 1.55 35.1 43.8 1,700 1,560 1,440 31.9

MIN 119.0 1.53 34.1 42.0 1,627 1,491 1,379 31.9

116 95.25 72 AV6 118.6 1.53 34.0 42.2 1,602 1,469 1,353 32.0

STD 1.5 0.00 0.2 0.3 14 12 7 0.0

MAX 120.6 1.54 34.3 42.6 1,619 1,479 1,361 32.0

MIN 116.8 1.53 33.6 41.7 1,576 1,445 1,343 31.9

120 95.33 48 AV4 117.6 1.53 33.8 42.2 1,598 1,467 1,353 32.0

STD 1.1 0.00 0.3 0.3 17 16 17 0.0

MAX 119.4 1.53 34.2 42.5 1,620 1,490 1,381 32.0

MIN 116.6 1.52 33.6 41.7 1,573 1,444 1,334 31.9

127 95.42 84 AV7 115.7 1.52 34.5 44.4 1,679 1,537 1,460 32.0

STD 1.1 0.01 0.4 0.9 41 35 42 0.0

MAX 117.8 1.53 35.2 45.5 1,743 1,595 1,510 32.0

MIN 114.4 1.50 33.7 42.6 1,605 1,480 1,378 31.9

137 95.50 120 AV10 116.9 1.51 35.0 45.5 1,769 1,627 1,519 31.9

STD 1.4 0.01 0.3 0.3 16 16 9 0.0

MAX 119.1 1.53 35.9 45.7 1,787 1,649 1,532 32.0

MIN 114.0 1.48 34.6 45.0 1,733 1,592 1,499 31.9

151 95.58 168 AV14 117.9 1.52 34.9 44.8 1,749 1,611 1,494 32.0

STD 1.8 0.01 0.7 0.7 45 42 40 0.0

MAX 120.5 1.54 36.0 45.7 1,799 1,659 1,544 32.0

MIN 114.5 1.50 33.7 43.5 1,676 1,542 1,422 31.9

162 95.67 132 AV11 118.4 1.52 34.2 43.5 1,668 1,528 1,411 32.0

STD 1.6 0.01 0.2 0.5 17 17 15 0.0

MAX 121.1 1.54 34.5 44.2 1,705 1,570 1,453 32.1

MIN 115.3 1.51 34.0 42.8 1,642 1,501 1,395 32.0

169 95.75 84 AV7 119.9 1.53 34.2 43.0 1,632 1,495 1,377 32.0

Pile Dynamics, Inc. Page 2

Case Method & iCAP® Results 30"x1/2" PP24.107 NOAA Pier PDA 080924 - B-19 EORD

OP: ANS Date: 09-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 2.0 0.01 0.2 0.4 33 35 27 0.0

MAX 122.6 1.54 34.5 43.5 1,667 1,527 1,405 32.1

MIN 116.1 1.52 34.0 42.4 1,563 1,424 1,324 32.0

173 95.83 48 AV4 117.2 1.54 33.8 41.2 1,538 1,400 1,280 32.1

STD 2.5 0.01 0.4 0.6 35 31 27 0.0

MAX 120.1 1.54 34.3 42.1 1,581 1,434 1,303 32.1

MIN 114.6 1.52 33.3 40.4 1,485 1,349 1,235 32.1

181 95.92 96 AV8 113.7 1.52 33.8 42.4 1,580 1,438 1,348 32.0

STD 2.0 0.01 0.3 1.6 84 79 72 0.0

MAX 116.9 1.53 34.4 44.6 1,693 1,544 1,452 32.1

MIN 110.9 1.50 33.4 40.2 1,435 1,310 1,249 32.0

192 96.00 132 AV11 116.3 1.51 34.9 45.2 1,761 1,620 1,500 32.0

STD 1.7 0.01 0.4 0.4 25 27 26 0.0

MAX 119.4 1.52 35.7 45.9 1,798 1,665 1,552 32.1

MIN 113.7 1.48 34.4 44.5 1,721 1,582 1,465 32.0

205 96.08 156 AV13 116.3 1.51 34.7 45.2 1,755 1,611 1,495 32.0

STD 2.2 0.01 0.3 0.5 26 24 20 0.0

MAX 119.7 1.52 35.2 45.9 1,806 1,666 1,544 32.1

MIN 112.5 1.50 34.2 44.0 1,709 1,571 1,460 32.0

223 96.17 216 AV18 113.3 1.48 34.8 46.1 1,802 1,659 1,546 32.1

STD 3.3 0.02 0.4 0.4 24 21 15 0.1

MAX 119.3 1.51 35.5 46.7 1,841 1,691 1,571 32.2

MIN 108.1 1.44 33.9 45.3 1,752 1,618 1,517 32.0

Average 117.5 1.52 34.6 43.6 1,679 1,548 1,447 31.4 Std. Dev. 3.7 0.02 0.8 1.9 102 98 89 4.0 Maximum 126.0 1.56 36.6 46.7 1,841 1,712 1,609 32.6 Minimum 108.1 1.43 33.0 38.2 1,356 1,239 1,173 1.9

Total number of blows analyzed: 223

BL# Sensors

1-223 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00);

A8: [K4090] 385.7 (1.00)

Time Summary

Drive 2 minutes 42 seconds 9:22 AM - 9:25 AM (8/9/2024) BN 1 - 31 Stop 18 minutes 23 seconds 9:25 AM - 9:43 AM Drive 5 minutes 58 seconds 9:43 AM - 9:49 AM BN 32 - 223

Total time [00:27:04] = (Driving [00:08:40] + Stop [00:18:23])

Groupe ABS, Inc. Page 1 PDIPLOT2 2020.1.60.3 Printed 16-August-2024

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080924 - B-19 EORD

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 96.00 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 182 95.92 132 117.54 1.51 34.8 45.3 1,740 1,594 1,474 32.1 183 95.93 132 115.32 1.50 34.8 44.8 1,732 1,587 1,465 32.1 184 95.94 132 115.27 1.51 35.0 44.5 1,729 1,586 1,474 32.0 185 95.95 132 116.34 1.51 34.4 45.2 1,781 1,644 1,528 32.1 186 95.95 132 115.16 1.50 34.6 45.9 1,775 1,624 1,506 32.1 187 95.96 132 119.42 1.51 35.7 45.5 1,795 1,648 1,515 32.0 188 95.97 132 118.15 1.51 35.3 45.1 1,763 1,622 1,498 32.0 189 95.98 132 114.89 1.48 35.3 45.4 1,798 1,665 1,552 32.0 190 95.98 132 113.73 1.52 34.7 44.7 1,721 1,582 1,472 32.0 191 95.99 132 118.14 1.51 35.0 45.5 1,767 1,632 1,497 32.0 192 96.00 132 115.48 1.52 34.7 45.1 1,766 1,630 1,516 32.0 193 96.01 156 114.68 1.51 34.6 44.9 1,750 1,609 1,495 32.0 194 96.01 156 112.50 1.50 34.4 44.4 1,717 1,590 1,492 32.1 195 96.02 156 115.59 1.51 34.5 45.0 1,727 1,581 1,460 32.0 196 96.03 156 119.14 1.52 34.7 45.1 1,748 1,605 1,484 32.0 197 96.03 156 112.57 1.50 35.2 44.0 1,709 1,571 1,468 32.0 198 96.04 156 117.04 1.52 34.6 45.1 1,743 1,593 1,477 32.0 199 96.04 156 117.67 1.50 34.9 45.6 1,769 1,623 1,503 32.0 200 96.05 156 117.50 1.51 34.8 45.4 1,762 1,615 1,496 32.0 201 96.06 156 117.30 1.50 34.8 45.3 1,763 1,620 1,502 32.1 202 96.06 156 119.69 1.52 35.2 45.9 1,781 1,630 1,504 32.0 203 96.07 156 116.60 1.51 34.6 45.8 1,806 1,666 1,544 32.1 204 96.08 156 114.54 1.50 34.2 45.4 1,764 1,613 1,502 32.1 205 96.08 156 117.45 1.50 35.1 45.9 1,772 1,628 1,513 32.0

Average 116.32 1.51 34.8 45.2 1,757 1,615 1,497 32.0 Total number of blows analyzed: 24

BL# Sensors

1-223 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00);

A8: [K4090] 385.7 (1.00)

Time Summary

Drive 2 minutes 42 seconds 9:22 AM - 9:25 AM (8/9/2024) BN 1 - 31 Stop 18 minutes 23 seconds 9:25 AM - 9:43 AM

Groupe ABS, Inc. Page 1 PDIPLOT2 2020.1.60.3 Printed 16-August-2024

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080924 - B-19 EORD

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 96.00 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 206 96.09 216 115.71 1.50 34.9 45.8 1,794 1,648 1,533 32.1 207 96.09 216 114.88 1.49 35.0 46.2 1,790 1,644 1,528 32.0 208 96.10 216 119.31 1.51 35.3 46.7 1,829 1,681 1,563 32.0 209 96.10 216 117.36 1.49 35.5 46.2 1,829 1,683 1,568 32.1 210 96.11 216 116.89 1.50 35.4 46.6 1,832 1,686 1,561 32.1 211 96.11 216 115.88 1.49 35.2 46.3 1,817 1,671 1,548 32.1 212 96.12 216 116.31 1.47 35.3 46.5 1,841 1,691 1,563 32.1 213 96.12 216 114.47 1.49 35.0 46.5 1,811 1,664 1,550 32.0 214 96.13 216 114.34 1.48 35.0 46.7 1,819 1,672 1,560 32.1 215 96.13 216 108.46 1.48 34.4 45.5 1,755 1,618 1,521 32.0 216 96.13 216 112.19 1.46 34.6 46.1 1,806 1,663 1,571 32.2 217 96.14 216 113.76 1.48 34.9 46.0 1,806 1,663 1,543 32.2 218 96.14 216 111.09 1.44 34.5 46.1 1,807 1,670 1,551 32.1 219 96.15 216 108.84 1.47 34.0 46.0 1,792 1,650 1,540 32.1 220 96.15 216 110.66 1.45 34.5 45.8 1,790 1,646 1,543 32.2 221 96.16 216 112.87 1.46 35.0 45.7 1,795 1,651 1,542 32.2 222 96.16 216 108.24 1.45 34.7 45.5 1,770 1,635 1,536 32.2 223 96.17 216 108.12 1.48 33.9 45.3 1,752 1,618 1,517 32.1

Average 113.30 1.48 34.8 46.1 1,802 1,659 1,546 32.1 Std. Dev. 3.34 0.02 0.4 0.4 24 21 15 0.1 Maximum 119.31 1.51 35.5 46.7 1,841 1,691 1,571 32.2 Minimum 108.12 1.44 33.9 45.3 1,752 1,618 1,517 32.0

Total number of blows analyzed: 18

BL# Sensors

1-223 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00);

A8: [K4090] 385.7 (1.00)

Time Summary

Drive 2 minutes 42 seconds 9:22 AM - 9:25 AM (8/9/2024) BN 1 - 31 Stop 18 minutes 23 seconds 9:25 AM - 9:43 AM

Printed: 12-August-2024 Test started: 08-August-2024

24.107 NOAA Pier PDA 080824 EOD - C-19 EOD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

75.00

76.50

78.00

79.50

81.00

82.50

84.00

85.50

87.00

88.50

90.00

0.0 40.0 80.0 120.0 160.0

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

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080824 EOD - C-19 EOD

OP: ANS Date: 08-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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

334 87.50 28 AV334 114.3 1.54 35.1 29.5 1,359 1,321 1,297 31.9

STD 5.5 0.08 1.0 3.6 195 192 186 1.9

MAX 130.0 2.21 38.4 39.7 1,689 1,655 1,625 38.3

MIN 94.2 1.44 32.0 17.4 665 639 622 1.9

341 87.58 84 AV7 122.6 1.47 38.8 40.1 1,692 1,653 1,631 31.9

STD 0.3 0.00 0.3 0.3 9 9 8 0.0

MAX 123.0 1.48 39.3 40.4 1,706 1,665 1,644 31.9

MIN 122.2 1.47 38.4 39.5 1,677 1,640 1,620 31.8

348 87.67 84 AV7 122.9 1.48 39.1 40.3 1,712 1,672 1,643 31.9

STD 0.3 0.00 0.3 0.5 11 13 10 0.0

MAX 123.2 1.48 39.6 41.0 1,727 1,689 1,660 31.9

MIN 122.5 1.47 38.6 39.7 1,696 1,654 1,629 31.8

355 87.75 84 AV7 122.9 1.47 38.9 40.2 1,720 1,684 1,656 31.9

STD 0.5 0.01 0.4 0.5 12 13 11 0.0

MAX 123.6 1.48 39.4 40.9 1,741 1,707 1,673 31.9

MIN 122.3 1.46 38.1 39.4 1,698 1,660 1,637 31.8

363 87.83 96 AV8 123.7 1.47 39.0 41.1 1,732 1,701 1,672 31.8

STD 0.6 0.01 0.1 0.3 11 11 12 0.0

MAX 124.4 1.48 39.2 41.5 1,747 1,718 1,690 31.9

MIN 122.9 1.44 38.9 40.5 1,708 1,680 1,652 31.8

370 87.92 84 AV7 123.4 1.47 39.1 41.3 1,728 1,693 1,666 31.8

STD 0.8 0.01 0.4 0.5 7 8 8 0.0

MAX 124.7 1.49 39.8 41.9 1,739 1,704 1,677 31.9

MIN 122.1 1.45 38.5 40.5 1,720 1,685 1,654 31.8

378 88.00 96 AV8 122.7 1.48 39.5 41.4 1,728 1,686 1,654 31.9

STD 2.3 0.03 0.3 0.6 20 24 30 0.0

MAX 126.7 1.52 39.9 42.2 1,761 1,723 1,698 31.9

MIN 119.2 1.44 39.0 40.2 1,697 1,642 1,601 31.8

386 88.08 96 AV8 122.9 1.48 39.8 41.0 1,737 1,687 1,639 31.9

STD 0.7 0.01 0.2 0.2 9 10 10 0.0

MAX 123.8 1.50 40.0 41.3 1,749 1,700 1,653 31.9

MIN 122.0 1.47 39.5 40.5 1,723 1,672 1,619 31.8

394 88.17 96 AV8 122.5 1.49 39.3 40.4 1,706 1,654 1,610 31.9

STD 1.6 0.02 0.2 0.4 21 24 25 0.0

MAX 124.7 1.52 39.7 41.1 1,735 1,689 1,647 31.9

MIN 120.1 1.46 39.0 39.8 1,678 1,624 1,584 31.9

406 88.25 144 AV12 122.7 1.49 38.7 40.5 1,674 1,622 1,584 31.9

Case Method & iCAP® Results 30"x1/2" PP24.107 NOAA Pier PDA 080824 EOD - C-19 EOD

OP: ANS Date: 08-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 0.8 0.01 0.2 0.5 19 21 25 0.0

MAX 124.1 1.51 39.0 41.3 1,706 1,656 1,629 31.9

MIN 121.1 1.47 38.4 39.6 1,643 1,584 1,534 31.8

418 88.33 144 AV12 122.7 1.47 39.5 42.1 1,735 1,687 1,645 31.9

STD 0.5 0.01 0.2 0.7 16 19 20 0.0

MAX 123.5 1.48 39.9 42.9 1,757 1,715 1,677 31.9

MIN 121.6 1.46 39.1 40.6 1,702 1,652 1,615 31.8

432 88.42 168 AV14 122.8 1.47 39.7 44.0 1,775 1,733 1,692 31.9

STD 0.7 0.01 0.1 0.4 12 13 14 0.0

MAX 123.9 1.50 39.9 44.6 1,799 1,759 1,718 31.9

MIN 121.4 1.45 39.5 43.3 1,752 1,707 1,662 31.8

445 88.50 156 AV13 122.7 1.46 39.4 44.6 1,808 1,763 1,727 31.9

STD 0.7 0.01 0.2 0.5 10 7 8 0.0

MAX 124.2 1.48 39.7 45.5 1,831 1,775 1,737 31.9

MIN 121.7 1.45 39.2 43.5 1,793 1,753 1,713 31.8

451 88.54 144 AV6 123.2 1.46 39.1 45.0 1,814 1,757 1,725 31.8

STD 0.6 0.01 0.2 0.4 6 8 8 0.0

MAX 124.1 1.47 39.5 45.5 1,824 1,768 1,733 31.9

MIN 122.3 1.45 38.9 44.2 1,806 1,747 1,713 31.8

Average 116.5 1.52 36.2 32.7 1,457 1,417 1,390 31.9 Std. Dev. 6.1 0.07 2.0 6.3 237 233 227 1.6 Maximum 130.0 2.21 40.0 45.5 1,831 1,775 1,737 38.3 Minimum 94.2 1.44 32.0 17.4 665 639 622 1.9

Total number of blows analyzed: 451

BL# Sensors

1-451 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00);

A8: [K4090] 385.7 (1.00)

Time Summary

Drive 14 minutes 11 seconds 8:05 AM - 8:19 AM BN 1 - 451

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080824 EOD - C-19 EOD

OP: ANS Date: 08-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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 419 88.34 168 123.7 1.48 39.5 43.6 1,766 1,720 1,676 31.8 420 88.35 168 122.3 1.46 39.7 43.5 1,761 1,720 1,679 31.9 421 88.35 168 123.8 1.50 39.8 43.3 1,752 1,707 1,662 31.9 422 88.36 168 122.1 1.46 39.6 43.7 1,768 1,726 1,685 31.9 423 88.36 168 123.6 1.47 39.6 43.8 1,794 1,754 1,713 31.8 424 88.37 168 122.7 1.47 39.8 43.8 1,764 1,721 1,678 31.9 425 88.38 168 121.4 1.45 39.5 43.9 1,773 1,736 1,700 31.9 426 88.38 168 122.0 1.46 39.9 43.9 1,779 1,737 1,699 31.9 427 88.39 168 123.9 1.47 39.6 43.9 1,774 1,732 1,690 31.9 428 88.39 168 122.6 1.47 39.7 44.4 1,779 1,735 1,693 31.9 429 88.40 168 123.1 1.46 39.8 44.4 1,780 1,738 1,697 31.9 430 88.40 168 122.8 1.47 39.5 44.6 1,779 1,736 1,694 31.9 431 88.41 168 123.1 1.47 39.8 44.2 1,780 1,740 1,702 31.9 432 88.42 168 122.1 1.46 39.5 44.6 1,799 1,759 1,718 31.9 433 88.42 156 122.5 1.46 39.6 44.7 1,793 1,753 1,713 31.9 434 88.43 156 123.5 1.48 39.4 44.6 1,796 1,755 1,714 31.9 435 88.44 156 122.0 1.45 39.2 44.5 1,802 1,757 1,719 31.9 436 88.44 156 121.7 1.45 39.7 43.5 1,805 1,770 1,735 31.9 437 88.45 156 123.3 1.48 39.4 45.0 1,797 1,757 1,716 31.9 438 88.46 156 122.8 1.46 39.5 44.2 1,811 1,772 1,733 31.9 439 88.46 156 122.2 1.46 39.6 44.2 1,808 1,758 1,726 31.8 440 88.47 156 122.9 1.45 39.4 44.8 1,808 1,764 1,727 31.8 441 88.47 156 124.2 1.47 39.5 44.8 1,812 1,772 1,731 31.9 442 88.48 156 121.9 1.45 39.4 44.7 1,831 1,764 1,737 31.8 443 88.49 156 123.3 1.46 39.3 45.5 1,819 1,764 1,728 31.8 444 88.49 156 122.5 1.45 39.3 45.1 1,812 1,775 1,737 31.8 445 88.50 156 122.5 1.45 39.2 44.7 1,810 1,763 1,730 31.9 446 88.51 144 123.4 1.47 39.0 45.3 1,812 1,768 1,731 31.9 447 88.51 144 123.0 1.46 39.1 45.0 1,811 1,756 1,717 31.8 448 88.52 144 123.6 1.47 39.3 45.0 1,806 1,768 1,733 31.8 449 88.53 144 124.1 1.47 39.5 45.5 1,812 1,750 1,713 31.8 450 88.53 144 122.3 1.45 39.0 44.2 1,824 1,747 1,722 31.8 451 88.54 144 122.8 1.46 38.9 45.0 1,820 1,753 1,731 31.9

Average 122.8 1.46 39.5 44.4 1,795 1,749 1,712 31.9 Std. Dev. 0.7 0.01 0.3 0.6 20 17 20 0.0 Maximum 124.2 1.50 39.9 45.5 1,831 1,775 1,737 31.9 Minimum 121.4 1.45 38.9 43.3 1,752 1,707 1,662 31.8

Total number of blows analyzed: 33

BL# Sensors

1-451 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00);

A8: [K4090] 385.7 (1.00)

Case Method & iCAP® Results 30"x1/2" PP24.107 NOAA Pier PDA 080824 EOD - C-19 EOD

OP: ANS Date: 08-August-2024

Drive 14 minutes 11 seconds 8:05 AM - 8:19 AM BN 1 - 451

24.107 NOAA Pier PDA 080924 - C-19 BOR

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

0.0 40.0 80.0 120.0 160.0

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 080924 - C-19 BOR 30"x1/2" PP

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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 88.47 120 127.3 1.56 35.8 35.5 1,565 1,529 1,522 1.9 2 88.47 120 129.9 1.55 37.6 38.1 1,562 1,527 1,523 31.2 3 88.48 120 123.4 1.52 36.5 38.2 1,559 1,513 1,506 31.8 4 88.49 120 119.3 1.47 35.9 38.4 1,559 1,513 1,509 32.0 5 88.50 120 117.5 1.46 35.4 38.5 1,551 1,507 1,487 32.0 6 88.51 120 118.8 1.48 36.0 37.8 1,565 1,522 1,490 32.0 7 88.52 120 117.7 1.46 36.3 39.2 1,603 1,561 1,523 32.0 8 88.53 120 120.3 1.48 36.7 39.5 1,618 1,575 1,540 31.9 9 88.53 120 119.3 1.47 36.9 40.3 1,619 1,575 1,550 32.0

10 88.54 120 117.4 1.46 37.2 39.9 1,658 1,621 1,584 32.0 11 88.55 120 118.7 1.46 37.3 40.6 1,647 1,604 1,561 32.0 12 88.56 120 119.7 1.47 37.2 40.2 1,633 1,586 1,541 32.0 13 88.57 120 120.3 1.48 36.8 40.0 1,619 1,574 1,532 32.0 14 88.58 120 118.0 1.45 36.9 40.0 1,621 1,576 1,539 32.0 15 88.58 120 121.4 1.49 37.1 40.5 1,625 1,576 1,528 32.0 16 88.59 120 119.3 1.47 36.9 39.9 1,628 1,582 1,545 32.0 17 88.60 120 117.2 1.45 36.7 39.9 1,633 1,592 1,551 32.0 18 88.61 120 119.5 1.47 37.2 40.7 1,630 1,583 1,537 32.0 19 88.62 120 121.7 1.49 37.1 40.9 1,640 1,597 1,554 31.9 20 88.63 120 117.3 1.43 37.1 40.9 1,662 1,623 1,585 32.0

Average 120.2 1.48 36.7 39.5 1,610 1,567 1,535 30.4 Std. Dev. 3.2 0.03 0.6 1.3 35 35 25 6.5 Maximum 129.9 1.56 37.6 40.9 1,662 1,623 1,585 32.0 Minimum 117.2 1.43 35.4 35.5 1,551 1,507 1,487 1.9

Total number of blows analyzed: 20

BL# Sensors

1-20 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00); A8: [K4090] 385.7 (1.00)

Drive 35 seconds 7:47 AM - 7:48 AM BN 1 - 20

24.107 NOAA Pier PDA 080924 - C-19 EORD

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

88.60

88.70

88.80

88.90

89.00

89.10

89.20

0.0 40.0 80.0 120.0 160.0

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

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080924 - C-19 EORD

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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

11 88.71 132 AV11 122.9 1.49 37.8 41.8 1,697 1,657 1,625 31.8

STD 3.1 0.03 0.3 0.7 18 21 23 0.2

MAX 130.1 1.55 38.7 42.9 1,716 1,684 1,652 31.9

MIN 119.2 1.44 37.4 40.6 1,663 1,617 1,591 31.2

21 88.79 120 AV10 121.8 1.47 37.6 43.0 1,737 1,688 1,662 31.8

STD 1.6 0.02 0.2 0.5 11 8 7 0.0

MAX 123.4 1.49 38.0 44.0 1,758 1,700 1,676 31.8

MIN 117.9 1.42 37.3 42.2 1,720 1,670 1,652 31.8

39 88.88 216 AV18 122.2 1.47 37.3 43.5 1,785 1,696 1,672 32.3

STD 1.0 0.01 0.2 0.3 15 6 6 2.4

MAX 124.6 1.49 37.7 44.1 1,819 1,706 1,684 42.1

MIN 120.3 1.45 36.9 43.2 1,766 1,682 1,659 31.7

50 88.96 132 AV11 122.5 1.47 37.3 43.8 1,801 1,697 1,673 31.8

STD 1.3 0.02 0.4 0.6 13 16 16 0.0

MAX 125.9 1.51 37.9 45.0 1,824 1,722 1,699 31.8

MIN 121.0 1.45 36.7 43.1 1,782 1,675 1,649 31.7

66 89.04 192 AV16 120.7 1.44 37.1 43.3 1,799 1,698 1,677 31.8

STD 2.0 0.03 0.3 0.4 13 9 12 0.0

MAX 123.4 1.47 37.7 44.3 1,828 1,718 1,706 31.8

MIN 115.8 1.38 36.6 42.6 1,779 1,686 1,659 31.7

86 89.13 240 AV20 121.7 1.44 37.4 44.3 1,837 1,719 1,693 31.8

STD 2.5 0.03 0.3 0.5 10 10 15 0.0

MAX 125.9 1.50 38.0 45.3 1,851 1,739 1,724 31.9

MIN 117.8 1.39 36.7 43.3 1,816 1,699 1,663 31.8

Average 121.9 1.46 37.4 43.4 1,785 1,696 1,671 31.9 Std. Dev. 2.1 0.03 0.4 0.9 46 22 24 1.1 Maximum 130.1 1.55 38.7 45.3 1,851 1,739 1,724 42.1 Minimum 115.8 1.38 36.6 40.6 1,663 1,617 1,591 31.2

Total number of blows analyzed: 86

BL# Sensors

1-86 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00); A8: [K4090] 385.7 (1.00)

Drive 2 minutes 40 seconds 8:06 AM - 8:09 AM BN 1 - 86

30"x1/2" PP Case Method & iCAP® Results

24.107 NOAA Pier PDA 080924 - C-19 EORD

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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 67 89.05 240 121.7 1.45 36.7 43.4 1,816 1,700 1,679 31.8 68 89.05 240 121.6 1.42 37.6 43.9 1,836 1,717 1,690 31.8 69 89.05 240 121.1 1.43 37.5 43.9 1,830 1,716 1,697 31.8 70 89.06 240 121.8 1.45 37.3 43.3 1,833 1,713 1,674 31.8 71 89.06 240 125.7 1.47 37.8 44.5 1,825 1,699 1,672 31.8 72 89.07 240 125.9 1.48 37.5 45.3 1,836 1,720 1,698 31.8 73 89.07 240 125.3 1.50 37.4 44.7 1,828 1,716 1,694 31.8 74 89.08 240 122.6 1.45 37.0 43.6 1,838 1,718 1,687 31.8 75 89.08 240 122.3 1.45 36.9 44.4 1,824 1,707 1,676 31.8 76 89.08 240 118.6 1.42 37.1 43.7 1,850 1,729 1,712 31.8 77 89.09 240 119.0 1.40 37.5 44.2 1,842 1,722 1,702 31.8 78 89.09 240 120.0 1.42 37.0 44.3 1,850 1,730 1,704 31.8 79 89.10 240 118.4 1.41 37.6 44.4 1,851 1,732 1,713 31.8 80 89.10 240 123.7 1.45 37.2 44.5 1,843 1,725 1,679 31.8 81 89.10 240 119.4 1.42 38.0 44.9 1,847 1,739 1,724 31.8 82 89.11 240 125.6 1.46 37.4 44.8 1,839 1,713 1,663 31.8 83 89.11 240 121.7 1.42 37.5 44.7 1,849 1,731 1,707 31.8 84 89.12 240 119.9 1.41 37.5 43.9 1,838 1,722 1,702 31.9 85 89.12 240 117.8 1.39 37.3 44.4 1,845 1,727 1,696 31.9 86 89.13 240 121.5 1.43 37.1 44.7 1,829 1,711 1,685 31.9

Average 121.7 1.44 37.4 44.3 1,837 1,719 1,693 31.8 Std. Dev. 2.5 0.03 0.3 0.5 10 10 15 0.0 Maximum 125.9 1.50 38.0 45.3 1,851 1,739 1,724 31.9 Minimum 117.8 1.39 36.7 43.3 1,816 1,699 1,663 31.8

Total number of blows analyzed: 20

BL# Sensors

1-86 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00); A8: [K4090] 385.7 (1.00)

Drive 2 minutes 40 seconds 8:06 AM - 8:09 AM BN 1 - 86

24.107 NOAA Pier PDA 080924 - C-19 BOR2

30"x1/2" PP

EMX (k-ft) Maximum Energy

DMX (in) Maximum Displacement

0.0 40.0 80.0 120.0 160.0

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 080924 - C-19 BOR2 30"x1/2" PP

OP: ANS Date: 09-August-2024 AR: 46.34 in² SP: 0.492 k/ft³ LE: 92.00 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 89.13 264 131.7 1.50 38.3 43.8 1,794 1,720 1,687 1.9 2 89.13 264 103.1 1.34 35.2 40.9 1,680 1,608 1,589 31.7 3 89.14 264 131.1 1.52 39.0 45.5 1,793 1,733 1,699 31.6 4 89.14 264 130.6 1.53 38.2 45.3 1,803 1,704 1,674 31.6 5 89.14 264 126.3 1.50 37.8 45.2 1,797 1,699 1,666 31.7 6 89.15 264 123.7 1.46 37.7 44.6 1,804 1,698 1,666 31.7 7 89.15 264 121.5 1.46 37.6 44.4 1,773 1,707 1,689 31.7 8 89.16 264 125.6 1.47 38.1 45.6 1,808 1,711 1,678 31.7 9 89.16 264 123.7 1.47 37.7 44.6 1,813 1,704 1,681 31.7

10 89.16 264 121.9 1.44 37.5 44.9 1,798 1,712 1,681 31.7 11 89.17 264 124.2 1.47 37.8 45.3 1,799 1,702 1,680 31.7

Average 124.0 1.47 37.7 44.6 1,787 1,700 1,672 29.0 Std. Dev. 7.4 0.05 0.9 1.3 35 31 28 8.6 Maximum 131.7 1.53 39.0 45.6 1,813 1,733 1,699 31.7 Minimum 103.1 1.34 35.2 40.9 1,680 1,608 1,589 1.9

Total number of blows analyzed: 11

BL# Sensors

1-11 F5: [X829] 93.7 (1.00); F6: [Y177] 92.6 (1.00); A7: [K11329] 433.8 (1.00); A8: [K4090] 385.7 (1.00)

Drive 18 seconds 10:08 AM - 10:09 AM BN 1 - 11

APPENDIX C

CAPWAP RESULTS

5 105 ms

-1000 kips

12 L/c

Force Msd Force Cpt

5 105 ms

-1000 kips

12 L/c

Force Msd Velocity Msd ki ps

/ft ki ps

Length b. Sensors 96.0 ft Embedment 96.0 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 4.39 Top Compr. Stress 36.0 ksi Max Compr. Stress 43.4 ksi Max Tension Stress -10.45 ksi

Avg. Shaft Quake 0.05 in Toe Quake 0.26 in Avg. Shaft Smith Dpg. 0.19 s/ft Toe Smith Damping 0.05 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 = 1800.0 kips SF = 300.0 kips EB = 1500.0 kips Dy = 1.82 in Dx = 1.87 in SET/Bl = 0.06 in

24.107 NOAA Pier PDA 080924; Pile: B-19 EORD; 30"x1/2" PP; Blow: 210 (Test: 09-Aug-2024 09:49:) 16-Aug-2024

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

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

24.107 NOAA Pier PDA 080924; Pile: B-19 EORD Test: 09-Aug-2024 09:49 30"x1/2" PP; Blow: 210 CAPWAP(R) 2014-3 Geosciences Testing & Research Inc OP: ANS

Page 2 Analysis: 16-Aug-2024

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 1800.0; along Shaft 300.0; at Toe 1500.0 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

1800.0 1 9.9 9.9 0.0 1800.0 0.0 0.00 0.00 0.00 2 16.6 16.6 0.0 1800.0 0.0 0.00 0.00 0.00 3 23.2 23.2 0.0 1800.0 0.0 0.00 0.00 0.00 4 29.8 29.8 0.0 1800.0 0.0 0.00 0.00 0.00 5 36.4 36.4 0.0 1800.0 0.0 0.00 0.00 0.00 6 43.0 43.0 0.0 1800.0 0.0 0.00 0.00 0.00 7 49.7 49.7 6.0 1794.0 6.0 0.91 0.12 0.19 8 56.3 56.3 6.0 1788.0 12.0 0.91 0.12 0.19 9 62.9 62.9 8.0 1780.0 20.0 1.21 0.15 0.19 10 69.5 69.5 20.0 1760.0 40.0 3.02 0.38 0.19 11 76.1 76.1 20.0 1740.0 60.0 3.02 0.38 0.19 12 82.8 82.8 20.0 1720.0 80.0 3.02 0.38 0.19 13 89.4 89.4 20.0 1700.0 100.0 3.02 0.38 0.19 14 96.0 96.0 200.0 1500.0 300.0 30.21 3.85 0.19

Avg. Shaft 21.4 3.13 0.40 0.19

Toe 1500.0 305.58 0.05

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.05 0.26 Case Damping Factor 0.70 0.91 Damping Type Viscous Sm+Visc Unloading Quake (% of loading quake) 30 46 Reloading Level (% of Ru) 100 100 Unloading Level (% of Ru) 82

CAPWAP match quality = 4.39 (Wave Up Match) ; RSA = 0 Observed: Final Set = 0.06 in; Blow Count = 216 b/ft Computed: Final Set = 0.01 in; Blow Count = 1309 b/ft Transducer F5 (X829) CAL: 93.7; RF: 1.02; F6 (Y177) CAL: 92.6; RF: 1.02

A7 (K11329) CAL: 434; RF: 0.98; A8 (K4090) CAL: 386; RF: 0.98

max. Top Comp. Stress = 36.0 ksi (T= 51.8 ms, max= 1.207 x Top) max. Comp. Stress = 43.4 ksi (Z= 96.0 ft, T= 42.7 ms) max. Tens. Stress = -10.45 ksi (Z= 76.1 ft, T= 73.9 ms) max. Energy (EMX) = 112.8 kip-ft; max. Measured Top Displ. (DMX)= 1.48 in

Geosciences Testing & Research Inc OP: ANS

Page 3 Analysis: 16-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 1666.8 -135.7 36.0 -2.93 112.8 19.5 1.38 2 6.6 1740.2 -153.6 37.6 -3.31 109.7 19.5 1.33 4 13.2 1819.1 -179.5 39.3 -3.87 104.0 19.5 1.24 6 19.9 1779.2 -218.5 38.4 -4.72 100.2 19.5 1.17 8 26.5 1686.6 -266.2 36.4 -5.75 96.9 19.5 1.10 10 33.1 1615.4 -308.1 34.9 -6.65 93.1 19.5 1.03 12 39.7 1621.2 -339.1 35.0 -7.32 88.9 19.4 0.96 14 46.3 1668.0 -354.1 36.0 -7.64 84.7 19.2 0.89 16 53.0 1668.4 -369.7 36.0 -7.98 79.6 19.0 0.81 17 56.3 1656.5 -384.8 35.7 -8.30 78.0 18.9 0.78 18 59.6 1674.4 -396.0 36.1 -8.54 74.8 18.7 0.74 19 62.9 1714.4 -417.9 37.0 -9.02 72.9 18.5 0.71 20 66.2 1722.5 -433.1 37.2 -9.35 69.2 18.2 0.67 21 69.5 1715.9 -460.8 37.0 -9.95 66.8 17.9 0.63 22 72.8 1664.5 -458.7 35.9 -9.90 60.7 17.7 0.58 23 76.1 1655.2 -484.4 35.7 -10.45 58.0 17.4 0.54 24 79.4 1668.3 -470.7 36.0 -10.16 52.1 17.2 0.50 25 82.8 1693.3 -477.3 36.5 -10.30 49.3 17.4 0.45 26 86.1 1672.9 -457.3 36.1 -9.87 43.5 17.6 0.41 27 89.4 1704.5 -462.6 36.8 -9.98 40.2 16.7 0.36 28 92.7 1843.0 -440.8 39.8 -9.51 34.6 14.7 0.31 29 96.0 2011.1 -442.0 43.4 -9.54 22.7 12.0 0.26

Absolute 96.0 43.4 (T = 42.7 ms)

76.1 -10.45 (T = 73.9 ms)

Geosciences Testing & Research Inc OP: ANS

Page 4 Analysis: 16-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 2213.1 2109.2 2005.3 1901.4 1797.5 1693.6 1589.7 1485.8 1381.9 1278.0

RX 2250.9 2160.2 2073.0 1989.0 1907.7 1832.6 1762.5 1692.4 1622.3 1565.5

RU 2211.9 2107.9 2003.9 1899.9 1795.8 1691.8 1587.8 1483.8 1379.8 1275.7

RAU = 1334.4 (kips); RA2 = 1268.2 (kips)

Current CAPWAP Ru = 1800.0 (kips); Corresponding J(RP)= 0.40; 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

19.8 36.63 1638.0 1614.1 1675.0 1.48 0.06 0.06 118.0 1840.8 5701

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

96.0 46.3 30000.0 492.000 7.85

Toe Area 4.91 ft2

Top Segment Length 3.31 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 0.197 ms, 2L/c 11.4 ms Total volume: 30.892 ft3;…