April 9, 2019

Mr. Keith Waugh Leware Construction Company 925 Thomas Avenue Leesburg, Florida 34748 E-mail: kwaugh@lewarecc.com Subject: Dynamic Pile Testing Results UHPC Pile - Leware Construction Yard, Leesburg, Florida GRL Job No. 193025-1 Dear Mr. Waugh:

This report presents the results of the low-strain and high-strain dynamic pile testing, and related data analyses, performed on April 3 and 4, 2019 on the UHPC Pile at the above referenced site. Testing objectives included the monitoring of pile drivability, and the recording data on hammer/driving system performance, dynamic pile driving stresses, pile structural integrity, and pile’s static load bearing capacity. These objectives were met by means of a Pile Driving Analyzer® (PDA) for data acquisition on site and Case Method numerical computations. Additional analyses on selected data obtained in the field by the PDA were performed using the CAPWAP® computer program. Low-strain PIT testing was perfumed on the pile while it was still on the ground for assessment of stresswave speed. Appendix A presents information on the testing equipment and analytical methods. The PIT, PDA testing, and CAPWAP analyses results are presented in Appendix B.

Instrumentation – PDA dynamic measurements of strain and acceleration were taken four feet below the top of the pile under pile driving hammer impacts. Two each reusable strain transducers and accelerometers were bolted on opposite sides of the pile to monitor strain and acceleration to obtain averaged axial results. Strain and acceleration signals were conditioned and converted to forces and velocities by the Pile Driving Analyzer® (PDA) and digitally stored for later reprocessing. These force and velocity records were continually viewed on the PDA graphic LCD screen to evaluate data quality, pile integrity, and qualitative aspects of soil resistance. Pile Details – This special pile is an 18-inch square prestressed Ultra High Performance Concrete (UHPC) pile with a length of 100 feet. The 28-Day concrete compressive strength (f’c) was reportedly approximately 27 ksi, and the effective prestress was reportedly about 1 ksi. Pile Driving System Details/Summary of Driving – Pile driving and testing were performed initially with an APE D36-32 single-acting diesel hammer using a new 6-inch thick plywood cushion to a pile “penetration” below reference of about 77 feet (reference was about 4 feet above existing ground surface). The old cushion was removed and a new 3-inch plywood cushion was used to continue driving with the D36 hammer to a depth of 94 feet. An APE D62-22 single-acting diesel hammer with a new 6-inch plywood cushion was then used to drive the pile to its final penetration below reference of 99 feet. Details regarding the hammers, hammer cushions, helmets, leads, template, pile cushions used in installing the pile may be found elsewhere. The pile driving blow counts were independently recorded and reported by others; a copy of the pie driving log (as provided to us) is included in Appendix B).

Dynamic Pile Testing Results April 9, 2019 UHPC pile - Leware Construction Yard – Leesburg, Florida GRL Job No. 193025-1 Page 2 o f 2 DISCUSSION OF RESULTS The PIT and PDA testing data indicate a stresswave speed along the pile length of 14,750 feet/second, which corresponds to a material dynamic elastic modulus of 7,044 ksi using a unit weight of 0.15 kips/ft3. The testing results are presented in Appendix B in graph and table formats as functions of pile “penetration” below reference (for every foot of driving) and for every hammer blow data (3,405 blows), and include: blow number, depth (in feet), blow count (blows/foot), pile top and bottom maximum dynamic compression driving stresses (CSX and CSB, respectively; in ksi), maximum pile dynamic tension driving stress along the pile length (TSX, in ksi), hammer stroke height (STK, in feet), maximum energy transferred to the pile (EMX, in kip-ft), pile structural integrity assessment factor (BTA, 100 means no damage), maximum pile top displacement (DMX, in inches), and ultimate static load bearing capacity calculated using two different methods (RX5 which is Case Method RMX with a common value Jc damping factor of 0.5; and RA2 which is Case Method independent of damping factor for mainly end bearing piles). Hammer stroke heights ranged between 5 and 9½ ft for the D36 hammer, and were about 8¼ ft for the D62 hammer. The blow counts were in a wide range of 5 to 200 blows/foot. Maximum pile driving compression and tension driving stresses reached maximum values of approximately 5.4 and 2.3 ksi, respectively. The test records do not contain characteristics that would typically indicate pile structural integrity issues, and do contain clear and consistent pile toe stresswave reflections indicating full pile length continuity. There was no significant change in the stresswave speed along the pile length from beginning to end of driving. Pile static ultimate load bearing capacity was generally in the 500 to 1,000 kips range, and reached above 1,400 at times. Pile driving resistance was mainly in end bearing. We appreciate the opportunity to be of assistance to you on this interesting project. Please contact our office if you have any questions, or if we may be of further assistance. Very Truly Yours, GRL Engineers, Inc.

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Sean Killingsworth, P.E. GRL Project Engineer

THIS ITEM HAS BEEN ELECTRONICALLY SIGNED AND SEALED BY MOHAMAD HUSSEIN, P.E. ON THE DATE ADJACENT TO THE SEAL PRINTED COPIES OF THIS DOCUMENT ARE NOT CONSIDERED SIGNED AND SEALED AND THE SIGNATURE MUST BE VERIFIED ON ANY ELECTRONIC COPIES. GRL Engineers, Inc. 8000 S. Orange Ave. Orlando, FL 32809 Certificate of Authorization No. 6102 Mohamad Hussein, P.E. 41034

APPENDIX A

An Introduction into High-Strain Dynamic Pile Testing

 

 

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APPENDIX A AN INTRODUCTION INTO DYNAMIC PILE TESTING METHODS

©2015, GRL Engineers, Inc. The following may only be copied in full or in part with the written permission of GRL Engineers, Inc.

1. BACKGROUND Modern procedures of design and construction control require verification of bearing capacity and integrity of deep foundations during both design phase test programs as well as during production installation. Dynamic pile testing methods meet this need economically and reliably, and therefore form an important part of a quality assurance program when deep foundations are constructed. Several dynamic pile testing methods exist. These methods have different benefits and limitations as well as different requirements for proper implementation. The Case Method of dynamic pile testing, named after Case Institute of Technology where it was developed between 1964 and 1975, requires that a substantial ram mass (e.g. a pile driving hammer or large drop weight) impacts the pile or shaft top such that a small permanent set is achieved. The method is therefore also referred to as a “High Strain Method”. The Case Method requires dynamic measurements on the pile or shaft under the ram impact and then an evaluation of various quantities based on closed form solutions of the wave equation, a partial differential equation describing the motion of a rod under the effect of an impact. Conveniently, measurements and analyses are done by a single piece of equipment: the Pile Driving Analyzer® System (PDA). The Case Method provides a simple closed-form solution for bearing capacity assessment. However, a more rigorous signal matching analysis method, CAPWAP® offers a more rigorous analysis of the dynamic test records than the Case Method solution and is therefore state-of-practice for final evaluation of the data to assess bearing capacity. A somewhat less rigorous signal matching analysis, called iCAP®, can be performed in real time on a construction site. However, iCAP results have not been as thoroughly correlated with static load test results as has been done with CAPWAP results. Therefore, iCAP results still require review by experienced testing and analysis engineers. A related analysis method is the “Wave Equation Analysis” which calculates a relationship between bearing capacity and pile stress and field blow count. The GRLWEAP™ program performs this

analysis and provides a complete set of helpful information and input data. The following description deals primarily with the “High Strain Test Method” of dynamic pile monitoring and dynamic load testing as standardized in ASTM D4945. Reference will also be made to the Rapid Load Test (or Force Pulse Test) as described in ASTM D7383. For completeness, three methods for deep foundation integrity assessments; the Pile Integrity Test™ (PIT), Cross Hole Sonic Logging with the Cross Hole Analyzer (CHA), and Thermal Integrity Profiling (TIP) are also discussed in Section 3.

2. RESULTS FROM PDA DYNAMIC TESTING The primary objectives of high strain dynamic pile testing are either:

Dynamic Pile Monitoring, or Dynamic Load Testing

Dynamic pile monitoring is conducted during the installation of impact driven piles to achieve a safe and economical pile installation. Dynamic load testing, on the other hand, has as its primary goal the assessment of pile bearing capacity. It is applicable to both drilled shafts and impact driven piles during restrike. With sufficient ram weight and impact cushioning, the duration of the dynamic load test force pulse can be lengthened such that a dynamic load test can satisfy Rapid Load Test requirements. 2.1 DYNAMIC PILE MONITORING During pile installation, the sensors attached to the pile measure force and velocity near the pile top. A PDA provides signal conditioning, processes these signals, and calculates or evaluates by the Case Method: • Bearing capacity at the time of testing,

including an assessment of resistance distribution which is usually then related to blow count. This information supports formulation of a driving criterion.

 

 

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• Dynamic pile stresses in both tension and compression, axial and averaged over the pile cross section, during pile driving to limit the potential of damage either near the pile top or along its length. Bending stresses can be evaluated at the point of sensor attachment.

• Pile integrity assessment by the PDA is based

on the recognition of certain wave reflections from along the pile. If detected early, a pile may be saved from complete destruction. On the other hand, once damage is recognized measures can be taken to prevent reoccurrence for subsequently driven piles.

• Hammer performance parameters including

the energy transferred to the pile, the hammer operating rate in blows per minute and the stroke of open ended diesel hammers

2.2 DYNAMIC PILE LOAD TESTING Bearing capacity testing of either driven piles or drilled shafts (or bored piles and augercast piles) employs the basic measurement approach of dynamic pile monitoring. However, the test is often done independent of the pile installation process and therefore a pile driving hammer or other dynamic loading device may not be available. If a special ram has to be mobilized then, for sufficient soil resistance activation, its weight should be at least 1% of the test load for rock socketed piles and at least 2% for piles founded in gravelly materials. As an example, the ram weight should be at least 5 tons in favorable conditions and 10 tons in more energy absorbing soil conditions for a 500 ton test load. Ram weights larger than the minimum are acceptable. To satisfy rapid load test requirements, a ram weight of at least 5% of the test load is needed (e.g. minimum 25 ton ram for 500 ton test load). For a successful test, it is most important that the test be conducted after a sufficient waiting time following pile installation so that soil strength properties approach their long term condition or in the case of cast-in-place concrete foundations that the concrete achieve sufficient strength and maturity. During testing, PDA results of pile/shaft stresses and transferred energy are used to maintain stresses within specified limits and for sufficient resistance activation. For dynamic load testing of drilled shafts, transferred energies are often increased from blow to blow until the test capacity has been activated. On the other hand, restrike tests on driven piles in sensitive soils require a warm pile hammer so that the very first

blow produces a complete resistance activation. Data must be evaluated by CAPWAP for bearing capacity. After the dynamic load test has been conducted with stress control and sufficient energy for resistance mobilization, the CAPWAP analysis provides the following results: • Bearing capacity i.e. the mobilized capacity

present at the time of testing • Resistance distribution including shaft

resistance and end bearing components • Stresses in pile or shaft calculated at each

point along the shaft for both the static load application and the dynamic test. These stresses are averages over the cross section and do not include bending effects or non-uniform contact stresses, e.g. when the pile toe is on uneven rock.

• Shaft impedance vs. depth; this is an estimate

of the shaft shape if it differs substantially from the planned profile

• Dynamic soil parameters for shaft and toe, i.e.

damping factors and quakes (quakes are related to the dynamic stiffness of the resistance at the pile/soil interface.)

3. FIELD MEASUREMENTS

The following is a general summary of dynamic measurements available to solve typical deep foundation problems. 3.1 PDA The basis for the results calculated by the PDA are pile top strain and acceleration measurements which are converted to force and velocity records, respectively. The PDA conditions, calibrates and displays these signals and immediately computes average pile force and velocity thereby eliminating bending effects. Using closed-form Case Method solutions, based on the one-dimensional linear wave equation, the PDA calculates the results described in the analytical solutions section below. Additional test details and procedures are described in ASTM D4945. 3.2 HPA The ram velocity may be directly obtained using radar technology in the Hammer Performance

 

 

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Analyzer™. For this unit to be applicable, the ram must be visible. The impact velocity results can be automatically processed with a PC. 3.3 SAXIMETER™ For open end diesel hammers, the time between two impacts indicates the magnitude of the ram fall height or stroke. This information is not only measured and calculated by the PDA but also by the convenient, hand-held Saximeter. 3.4 PIT The Pile Integrity Tester™ (PIT) helps in detecting major defects in concrete piles or shafts or in assessing the length of a variety of deep foundations, except steel piles. PIT performs the “Pulse-Echo Method” which only requires the measurement of motion (e.g., acceleration) at the pile top caused by a light hammer impact. PIT also supports the “Transient Response Method” which requires the additional measurement of the hammer force and an analysis in the frequency domain. PIT may also be used to evaluate the unknown length of deep foundations under existing structures. Additional test details and procedures are described in ASTM D5882. 3.5 CHA

This test requires that at least two tubes (typically steel tubes of at least 1.5 inch or 38 mm inside diameter) are installed vertically around the reinforcing cage in the shaft to be tested. A high frequency signal is generated in one of the water filled tubes and received in the other tube. The received signal strength and its First Arrival Time (FAT) yield important information about the concrete quality between the two tubes. The transmitting and recording of the signal is repeated typically every 2 inches or 50 mm starting at the shaft bottom and all records together establish a log or profile of the concrete quality between the two tubes and inside the reinforcing cage. The total number of tubes installed depends on the diameter of the drilled shaft. Generally one tube is installed for each foot (0.3 m) of shaft diameter. More tubes create more profiles for anomaly evaluation and delineation, if needed. Additional test details and procedures are described in ASTM D6760.

3.6 TIP

Thermal Integrity Profiling (TIP) can be used to assess the integrity, concrete cover, and concrete quality of concrete filled deep foundation elements

by measuring the concrete temperature resulting from the heat of hydration. The test can be performed using Thermal Wire® cables embedded in the concrete or using Thermal Probes in access tubes similar to CHA. Analyzing the temperature vs. depth information leads to a 3-D pile volume image, including outside the reinforcing cage. Under favorable conditions, the volume vs depth information thus generated can be helpful when analyzing with CAPWAP the high strain records taken on cast-in-situ piles. Additional test details and procedures are described in ASTM D7949.

3.7 PIR-A

The Pile Installation Recorder for augered-cast-in-place (ACIP) or Continuous Flight Auger (CFA) piles, as a minimum, measures the amount of concrete or grout installed in the soil as a function of depth. As for the TIP results, under favorable conditions, the volume vs depth information thus generated can be helpful when analyzing with CAPWAP the high strain records taken on cast-in-situ piles.

4. ANALYTICAL SOLUTIONS

4.1 BEARING CAPACITY

4.1.1 WAVE EQUATION The GRLWEAP program calculates a relationship between bearing capacity, pile stress, hammer stroke, and blow count. This relationship is often called the “bearing graph.” Once the blow count is known from pile installation logs, the bearing graph estimates a corresponding bearing capacity. This approach requires no field measurements other than blow count. However, it does require an accurate knowledge of the various parameters describing hammer, driving system, pile and soil. The wave equation is also very useful during the design stage of a project for the selection of hammer, cushion and pile size. Another option is the driveability analysis which predicts the blow count versus depth for a given hammer, pile and soil profile. After dynamic pile monitoring and/or dynamic load testing has been performed, the “Refined Wave Equation Analysis” or RWEA (Figure 1) is often performed by inputting the PDA and CAPWAP calculated parameters. With many of the dynamic parameters verified by the dynamic tests, the RWEA offers a more reliable basis for a safe and sufficient driving criterion.

 

 

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Figure 1. Block Diagram of Refined Wave Equation Analysis

4.1.2 CASE METHOD The Case Method is a closed-form solution based on a few simplifying assumptions such as ideal plastic soil behavior and an ideally elastic and uniform pile. Given the measured pile top force, F(t), and pile top velocity, v(t), the total soil resistance is R(t) = ½{[F(t) + F(t2)] + Z[v(t) - v(t2)]} (1) where t = a point in time after impact t2 = time t + 2L/c L = pile length below gages c = (E/ρ)½ is the speed of the stress wave ρ = pile mass density Z = EA/c is the pile impedance E = elastic modulus of the pile (ρ c2) A = pile cross sectional area The total soil resistance consists of a dynamic (Rd) and a static (Rs) component. The static component is therefore Rs(t) = R(t) - Rd(t) (2) The dynamic component may be computed from a soil damping factor, J, and the calculated pile toe velocity, vtoe(t). Using wave considerations, this approach leads immediately to the dynamic resistance Rd(t) = J[F(t) + Zv(t) - R(t)] (3)

and, finally, to the static resistance by means of Equation 2. There are a number of ways in which Eq. 1 through 3 could be evaluated. Most commonly, t is set to that time at which the static resistance becomes maximum. The result is the so-called RMX capacity. Damping factors for RMX typically range between 0.5 for coarse grained materials to 1.0 for clays. Higher values are possible and lead to more conservative results. The RSP capacity (this method is most commonly referred to in the literature, yet it is not very frequently used except when a correction is added as a result of “early unloading”) requires damping factors between 0.1 for sand and 1.0 for clay. Another capacity method, RA2, determines the capacity at a time when the pile is essentially at rest and thus damping is small; RA2 therefore requires no damping parameter. In any event, the proper Case Method and its associated damping parameter is most conveniently found after a CAPWAP analysis has been performed for one record. The capacities for other hammer blows are then quickly calculated for the thus selected Case Method and its associated damping factor. The static resistance calculated by either Case Method or CAPWAP is the mobilized resistance at the time of testing. Consideration therefore has to be given to soil setup or relaxation effects and whether or not a sufficient set (permanent net displacement) has been achieved under the test loading that would correspond to a full activation of the ultimate soil resistance. The PDA also calculates an estimate of shaft resistance as the difference between force and velocity times impedance at the time immediately prior to the return of the stress wave from the pile toe. This shaft resistance is not reduced by damping effects and is therefore called the total shaft resistance SFT. A correction for damping effects produces the static shaft resistance estimate, SFR. The estimated static end bearing, EBR, is then calculated from the estimated static capacity and the shaft resistance estimate SFR. The Case Method solution is simple enough to be evaluated "in real time," i.e. between hammer blows, using the PDA. It is therefore possible to calculate all relevant results for all hammer blows and plot these results as a function of depth or blow number. This is done in the PDIPLOT program.

 

 

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4.1.3 iCAP iCAP is a signal matching program that works in parallel with the PDA software. iCAP allows signal matching based capacity assessments during data collection and/or data review for driven piles of known uniform geometry. iCAP performs a completely automatic signal match procedure, similar to the one available in the CAPWAP®program, but using faster algorithms. Depending on the blow rate of the hammer, and the level of iCAP computation, iCAP results will be a few blows behind the current PDA installation data. The following numeric results are available for each iCAP analyzed blow:

RUC – total capacity by iCAP matching SFC – shaft resistance computed by iCAP EBC – end bearing computed by iCAP CSC – maximum compression stress BSC – max bottom compression stress TSC – maximum tension stress JC - correlating Case damping factor MQ - iCAP match quality

Since iCAP is fully automated, non-uniform piles, piles with (even minor) damage, concrete piles with minor cracking, or piles with uncertain properties cannot accurately be analyzed by iCAP. Larger open-end pipes (due to internal plug movements) or piles in unusual soils may pose extra difficulties. Also, the program only performs a limited data quality check. In addition, and as mentioned earlier, the iCAP signal matching procedure is not as thorough as what is done by CAPWAP and differences in results from these two types of signal matching analyses must be expected. Only CAPWAP has been extensively correlated with static load test results. A responsible engineer will therefore check the iCAP results thoroughly and compare them with CAPWAP, at least on a spot check basis, to determine reliable test results. 4.1.4 CAPWAP The CAse Pile Wave Analysis Program combines the wave equation pile and soil model with the Case Method measurements. Thus, the solution includes not only the total and static bearing capacity values but also the shaft resistance, end bearing, damping factors and soil stiffness “quake” values. The method iteratively calculates a number of unknowns by signal matching. While it is necessary to make hammer performance assumptions for a GRLWEAP analysis, the CAPWAP program uses actual the pile top

measurements. Furthermore, while GRLWEAP and Case Method require certain assumptions regarding the soil behavior, CAPWAP calculates these soil parameters based on the dynamic measurements. As a by-product, CAPWAP calculates tension and compression stresses along the length and provides a simulated static load test graph. 4.1.5 Capacity of damaged piles Occasionally piles are damaged during driving and such damage may be indicated in the PDA collected records if it occurs below the sensor location. Damage on steel piles is often a broken splice, a collapsed pile bottom, a ripped of flange on an H-pile or a sharp bend (a very gradual dog leg is usually not recognized in the records). For concrete piles, among the problems encountered are cracks perpendicular to the pile axis, which deteriorate into a major damage, slabbing (loss of concrete cover) or a compressive failure at the bottom which in effect makes the pile shorter. Damaged piles, with BTA values less than 0.8 should never be evaluated for bearing capacity by the Case Method or iCAP alone> Damaged piles are non-uniform piles which therefore violate the basic premise of the Case Method: a uniform, elastic pile. BTA is discussed more in Section 4.3. Using the CAPWAP program, it is sometimes possible to obtain a reasonable match between computed and measured pile top quantities. In such an analysis the damaged section has to be modeled either by impedance reductions or by slacks. For piles with severe damage along their length it may be necessary to analyze a short pile. It should be born in mind, however, that such an analysis also violates the basic principles of the CAPWAP analysis, namely that the pile is elastic. Also, the nature of the damage is never known with certainty. For example, a broken splice could be a cracked weld either with the neighboring sections lining up well or shifted laterally. In the former case the compression stresses would be similar to those in the undamaged pile; in the latter situation, high stress concentrations would develop. In either case uplift is then uncertain or nonexistent. A sharp bend or toe damage present equally unpredictable situations under sustained loads which may cause further structural deterioration. If a short pile is analyzed then the lower section of the pile below the damage may offer unreliable end bearing and therefore should be discounted.

 

 

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It is GRL’s position that damaged piling should be replaced. Utilizing the CAPWAP calculated capacities should only be done after a very careful consideration of the effects of a loss of the foundation member while in service. Under no circumstances should the CAPWAP calculated capacity be utilized in the same manner in which the capacity of an undamaged pile be used. Under the best of circumstances the capacity should be used with an increased factor of safety and discounting all questionable capacity components. This evaluation cannot be made by GRL as it involves consideration of the type of structure, its seismic environment, the nature of the loads expected, the corrosiveness of the soil material, considerations of scour on the shortened pile, etc. 4.2 STRESSES During pile monitoring, it is important that compressive stress maxima at pile top and toe and tensile stress maxima somewhere along the pile be calculated for each hammer blow. At the pile top (location of sensors) both the maximum compression stress, CSX, and the maximum stress from an individual strain transducer, CSI, are directly obtained from the measurements. Note that CSI is greater than or equal to CSX, and the difference between CSI and CSX is a measure of bending in the plane of the strain transducers. Note also that all stresses calculated for locations below the sensors are averaged over the pile cross section and therefore do not include components from either bending or eccentric soil resistance effects. The PDA calculates the compressive stress at the pile bottom, CSB, assuming (a) a uniform pile and (b) that the pile toe force is the maximum value of the total resistance, R(t), minus half the total shaft resistance, SFT. Again, for toe stress estimation, uniform resistance force are assumed (e.g. not a sloping rock.) For concrete piles, the maximum net tension stress, TSX, is also of great importance. It occurs at some point below the pile top. The maximum tension stress, again averaged over the cross section and therefore not including bending stresses, can be computed from the pile top measurements by finding the maximum tension force in either traveling upward, Wut,max, or downward, Wdt,max waves and reducing it by the minimum compressive wave, Woc,min, traveling in opposite direction, within the adjoining 2L/c period. The forces in the upward

and downward waves can be calculated from the pile top measurements F(t) and v(t) from Wu = ½[F(t) - Zv(t)] (4a) Wd = ½[F(t) + Zv(t)] (4b) The maximum tension due to an upward tension wave force Wu,t force is then

( Wdt,max – Woc,min TSX = max ( (5)

( Wut,max – Woc,min The simplified iCAP signal matching routine also calculates tensile and compressive stresses along the pile and, if it achieves a satisfactory signal match, more accurately than the PDA closed-form solution. iCAP calculated stresses from signal matching include CSC the maximum compression stress anywhere below the gage location, BSC the bottom (toe) compression stress, and TSC the maximum tension stress below the gage location. For non-uniform piles or piles with joints, cracks or other discontinuities, the closed form solutions from the PDA as well as the simplified signal matching results of iCAP may be in error. For piles with joints, cracks, or other discontinuities, CAPWAP provides the best analysis method for tensile and compressive stresses along the pile length. 4.3 PILE INTEGRITY BY PDA Stress waves in a pile are reflected wherever the pile impedance, Z = EA/c = ρcA = A √(E ρ), changes. Therefore, the pile impedance is a measure of the quality of the pile material (E, ρ, c) and the size of its cross section (A). The reflected waves arrive at the pile top at a time which is greater the farther away from the pile top the reflection occurs. The magnitude of the local relative decrease of the upward traveling wave (calculated from the measured force and velocity, Eq. 4) indicates the extent of the cross sectional change. Thus, with β (BTA) being a relative integrity factor which is unity for no impedance change and zero for the pile end, the following is calculated by the PDA. β = (1 + α)/(1 - α) (6) with α = Wut/Wdi (7)

 

 

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Wut is the upwards traveling reflection wave (negative) due to the damage.

Wdi is the maximum downward traveling wave

due to impact (compressive and thus positive).

Actually, the formula used by the PDA is more complex as it also includes terms reflecting the effect of the soil resistance above the damage location which reduces both impact wave and reflection. In addition to the quantification of damage, the PDA software also calculates the length to damage, LTD, from the time at which the BTA value has been determined. It can be shown that the BTA calculation is quite meaningful as long as individual reflections from different pile impedance changes have no overlapping effects on the stress wave reflections. However, because of the overlapping of waves limitation of Equation 6, when it comes to damage reflections occurring near the toe then either the toe resistance or the reflection of the impact wave tend to obscure the true magnitude of the damage reflection. In that case it is, however, sufficient to know that damage has occurred near the toe which can be assessed from the fact that the toe reflection appears too early (the pile appears to be short). The PDA software in that case displays an LTT (length to toe damage) but with no corresponding BTA value. When testing or reviewing records with indicated pile damage, a decision has to be made as to what constitutes a serious damage and what could be dismissed as minor. Without rigorous derivation, it has been proposed to consider as slight damage when β is above 0.8 and a serious damage when β is less than 0.8, and that the pile is essentially broken if BTA is less than 0.6. While there are many reason why this very simplified approach is not a true representation of the strength of the pile portion at and below the damage, it is often useful as a preliminary criterion. The location of damage below the pile top should also be considered by the engineer-or-record when evaluating the acceptability of a damaged pile. 4.4 HAMMER PERFORMANCE BY PDA The PDA calculates the energy transferred to the pile top from:

E(t) = o∫t F(t)v(t) dt (9a)

The maximum of the E(t) curve is called EMX by the PDA but is also often called ENTHRU, for example, in GRLWEAP; it is the most important information for an overall evaluation of the performance of a hammer and its driving system. ENTHRU or EMX allow for a classification of the hammer's performance when presented as the transfer ratio, ETR, also reflecting the global effectiveness. ETR = EMX/ER (9b) where ER is the hammer manufacturer’s rated energy value. Both Saximeter and PDA calculate the stroke (STK) of an open end diesel hammer using STK = (g/8) TB

2 – hL (10) where g is the earth’s gravitational acceleration, TB is the time between two hammer blows, hL is a stroke loss value due to gas

compression and friction losses during impact (usually 0.3 ft or 0.1 m).

4.5 DETERMINATION OF WAVE SPEED An important facet of dynamic pile testing is an assessment of pile material properties. Since, in most cases, force is determined from strain by multiplication with elastic modulus, E, and cross sectional area, A, the dynamic elastic modulus has to be determined for practically all pile materials. Even steel may have wave speed variations of 1 or 2%. In general, the records measured by the PDA clearly indicate a pile toe reflection in early easy to moderate blow count conditions.. The time between the onset of the force and velocity records at impact and the onset of the reflection from the toe (usually apparent by a local maximum of the wave up curve) is the so-called wave travel time, T. Dividing 2L (L is here the length of the pile below sensors) by T leads to the stress wave speed in the pile: c = 2L/T (11) The elastic modulus of the pile material is related to the wave speed according to the linear elastic wave equation theory by

 

 

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E = c2ρ (12) Since the mass density of concrete or steel pile material, ρ, is usually well known (an exception is timber for which samples should be weighed), the elastic modulus is then easily found from the thus measured wave speed. Note, however, that this is a dynamic modulus which is generally higher than the static modulus and that the wave speed depends to some degree on the strain level of the stress wave. For example, experience shows that the wave speed from a PIT (Low Strain) test is roughly 5% higher than the wave speed observed during a high strain test. Other Notes: • If the pile material is non-uniform along the

length then the wave speed c, according to Eq. 11, is an average wave speed and does not necessarily reflect the pile material properties of the location where the strain sensors are attached to the pile top. For example, pile driving often causes fine tension cracks some distance below the top of concrete piles. Then the average c of the whole pile is lower than the wave speed at the pile top. It is therefore recommended to determine wave speed and E at the sensors in the beginning of pile driving and not adjust them when the average c changes during the pile installation.

• If the pile has such a high resistance that there

is no clear indication of a toe reflection then the wave speed of the pile material must be determined either by assumption (e.g. previous experience with piles on site or by the same manufacturer) or by taking a sample of the concrete and measuring its wave speed in a simple free column test. Another possibility is to use the proportionality relationship, discussed under “DATA QUALITY CHECKS” to find c as the ratio between the measured velocity and measured strain.

5. DATA QUALITY CHECKS Quality data is the first and foremost requirement for accurate dynamic testing results. It is therefore important that the engineer performing PDA tests has the experience necessary to recognize measurement problems and take appropriate corrective action should problems develop. Fortunately, dynamic pile testing allows for certain data quality checks because two independent

measurements are taken that have to conform to certain relationships. 5.1 PROPORTIONALITY As long as there is only a wave traveling in one direction, as is the case during initial impact when only a downward traveling wave exists in the pile, force and velocity measured at the pile top are proportional F = v Z = v (EA/c) (13a) This relationship can also be expressed in terms of stress σ = v (E/c) (13b) or strain ε = v / c (13c) This means that the early portion of strain times wave speed must be equal to the pile top particle velocity unless the proportionality is affected by high friction near the pile top or by a pile cross sectional change not far below the sensors. Checking the proportionality is an excellent means of assuring meaningful measurements. 5.2 NUMBER OF SENSORS Measurements are always taken at opposite sides of the pile so that the average force and velocity in the pile can be calculated. The velocities on the two sides of the pile are very similar even when high bending exists. Thus, an independent check of the velocity measurements is easy and simple. Strain measurements may differ greatly between the two sides of the pile when bending exists. It is even possible that tension is measured on one side while very high compression exists on the other side of the pile. In extreme cases, bending might be so high that it leads to a nonlinear stress distribution. In that case the averaging of the two strain signals does not lead to the average pile force and proportionality will not be achieved. When testing drilled shafts, measurements of strain may also be affected by local concrete quality variations. It is then often necessary and highly recommended to use four strain transducers spaced at 90 degrees around the pile for an improved strain data quality. The use of four transducers is also recommended for large pile

 

 

A-9

diameters, particularly when it is difficult to mount the sensors at least two pile widths or diameters below the pile top and for spiral welded piles with all strain sensors staying away from the welds a distance of a few centimeters or inches. On concrete piles it is critical to not place the strain transducer straddling a crack.

6. LIMITATIONS, OTHER CONSIDERATIONS 6.1 MOBILIZATION OF CAPACITY Estimates of pile capacity from dynamic testing indicate the mobilized pile capacity at the time of testing. At very high blow counts (low set per blow), dynamic test methods tend to produce lower bound capacity estimates as not all resistance (particularly at and near the toe) is fully activated. 6.2 TIME DEPENDENT and RATE DEPENDENT SOIL RESISTANCE EFFECTS Static pile capacity from dynamic method calculations provides an estimate of the axial pile capacity in compression. Increases and decreases in the pile capacity with time typically occur as a result of soil setup or relaxation. Therefore, restrike testing usually yields a better indication of long term pile capacity than a test at the end of pile driving. Often a wait period of one or two days between end of driving and restrike is satisfactory for a realistic prediction of pile capacity but this waiting time depends, among other factors, on the permeability of the soil. 6.2.1 SOIL SETUP Because excess positive pore pressures often develop during pile driving in fine grained soils (clays, silts or even fine sands), the capacity of a pile at the time of driving is often less than the long term pile capacity. These pore pressures reduce the effective stress acting on the pile shaft, thereby reducing the soil resistance to pile penetration, and thus the pile capacity at the time of driving. As these pore pressures dissipate, effective stresses increase and the soil resistance and hence axial pile capacity acting on the pile increases. This phenomena is routinely called soil setup or soil freeze. There are numerous other reasons for soil setup such as realignment of clay particles, arching that reduces effective stresses during pile installation in very dense sands, soil fatigue in over-consolidated clays but also in very dense sands, etc.

6.2.2 RELAXATION Relaxation, which is capacity reduction with time, has been observed for piles driven into weathered shale, and may take several days to fully develop. Where relaxation occurs, pile capacity estimates based upon initial driving or short term restrike tests can significantly overpredict long term pile capacity. Therefore, piles driven into shale should be tested after a minimum one week wait either statically or dynamically with particular emphasis on the first few “high energy” blows. Relaxation has also been observed for displacement piles driven into dense saturated silts or fine sands due to a negative pore pressure effect at the pile toe. In general, relaxation occurs at the pile toe and is therefore relevant for end bearing piles. Restrike tests should be performed and compared with the records from early restrike blows in order to avoid dangerous overpredictions. 6.2.3 RATE EFFECTS The CAPWAP soil model assesses rate effects (elevated resistance caused by a non-zero pile velocity) by identifying the velocity dependent resistance components (static resistance is total resistance minus damping factor times pile velocity). For certain highly plastic soils, however, experience has shown that additional rate effects exist. It is therefore recommended that at least one static test is performed in fine grained materials where no experience exists with the dynamic soil behavior. High unit end bearing in highly plastic soils should be viewed with caution. 6.3 CAPACITY RESULTS FOR OPEN PILE PROFILES Open ended pipe piles or H-piles which do not bear on rock may behave differently under dynamic and static loading conditions. Under dynamic loads the soil inside the pile or between its flanges may slip and produce internal friction while under static loads the plug may move with the pile, thereby creating end bearing over the full pile cross section. As a result both friction and end bearing components may be different under static and dynamic conditions. The plug behavior may also be quite different for cohesive and non-cohesive materials. 6.4 CAPWAP ANALYSIS RESULTS A portion of the soil resistance calculated on an individual soil segment in a CAPWAP analysis can usually be shifted up or down the shaft one soil

 

 

A-10

segment without significantly altering the signal match quality. Therefore, use of the CAPWAP resistance distribution for uplift, downdrag, scour, or other geotechnical considerations should be made with an understanding of these analysis limitations. Further, uplift estimates from dynamic testing should be coupled with higher factors of safety and, for short piles, the shaft resistance may behave very differently and often be considerably smaller in uplift. 6.5 STRESSES PDA and CAPWAP calculated stresses are average values over the cross section. Additional allowance has to be made for bending or nonuniform contact stresses. To prevent damage it is therefore important to maintain good hammer-pile alignment and to protect the pile toes using appropriate devices or an increased cross sectional area. In the United States is has become generally acceptable to limit the dynamic installation stresses of driven piles to the following levels: 90% of yield the steel strength for steel piles

85% of the concrete compressive strength - minus the effective prestress for concrete piles in compression

100% of effective prestress plus ½ of the

concrete’s tension strength for prestressed piles in tension

70% of the reinforcement strength for regularly

reinforced concrete piles in tension 300% of the static design allowable stress for

Timber Note that the dynamic stresses may either be directly measured at the pile top by the PDA or calculated by the PDA or CAPWAP for other locations along the pile based on the pile top measurements. The above allowable stresses also apply to those calculated by wave equation. 6.6 ADDITIONAL DESIGN CONSIDERATIONS Numerous factors have to be considered in pile foundation design. Some of these considerations include: • additional pile loading from downdrag or

negative skin friction,

• lateral and uplift loading requirements, • effective stress changes (due to changes in

water table, excavations, fills or other changes in overburden),

• long term settlements in general and settlement

from underlying weaker layers and/or pile group effects,

• loss of shaft resistance due to scour or other

effects, • Liquefaction and seismic effects, • loss of structural pile strength due to additional

bending loads, buckling (the dynamic loads generally do not cause buckling even though they may exceed the buckling strength of the pile section), corrosion etc.,

These factors have not been evaluated by GRL and have not been considered in the interpretation of the dynamic testing results. The foundation designer should determine if these or any other considerations are applicable to this project and the foundation design. 6.7 VIBRATIONS In certain situations, pile driving can cause ground vibrations and/or vibration induced soil settlements that may adversely impact nearby structures, utilities, facility equipment, etc. Standard industry practice is to perform a preconstruction survey of the neighboring area prior to the commencement of pile driving operations to identify and determine the condition of nearby structures, facilities, and utilities and their susceptibility to potential vibrations. If vibration susceptible concerns are identified, vibration monitoring equipment is used to measure vibration levels associated with the pile driving operations and those measurements are evaluated by a knowledgeable vibration specialist. Vibration monitoring is not a service offered by GRL Engineers. Therefore pile driving vibrations and their effects have not been considered in our analysis of the dynamic test results. Preconstruction surveys, monitoring and mitigating vibration effects are the responsibility of the owner, contractor, and design engineer.

 

 

A-11

6.8 WAVE EQUATION ANALYSIS RESULTS The results calculated by the wave equation analysis program depend on a variety of assumptions of hammer, pile and soil input parameters. Although attempts have been made to base the analysis on the best available information, actual field conditions may vary and therefore stresses and blow counts may differ from the predictions reported. Capacity predictions derived from wave equation analyses should use restrike information. However, because of the uncertainties associated with restrike blow counts and restrike hammer energies, correlations of such results with static test capacities have often displayed considerable scatter. As for PDA and CAPWAP, the theory on which GRLWEAP is based is the one-dimensional wave equation. For that reason, stress predictions by the wave equation analysis can only be averages over the pile cross section. Thus, bending stresses or stress concentrations due to non-uniform impact or uneven soil or rock resistance are not considered in these results. Stress maxima calculated by the wave equation are usually subjected to the same limits as those measured directly or calculated from measurements by the PDA.

7. FACTORS OF SAFETY

OR RESISTANCE FACTORS Static or dynamic load tests run to failure yield an ultimate pile bearing capacity, Rult. If this failure load were applied to the pile, then excessive settlements would occur. Therefore, in allowable stress designs it is absolutely necessary that the actually applied load, also often called the design load, Rd (or working load or safe load), is less than Rult. In most soils it is necessary that Rult is at least 50% higher than Rd to limit settlements. This means that Rult ≥ 1.5 Rd, (13) or the Factor of Safety has to be at least 1.5. Unfortunately, neither applied loads nor Rult are exactly known. One static load test may be performed at a site, but that would not guarantee that all other piles have the same capacity and it is to be expected that a certain percentage of the production piles have lower capacities, either due to soil variability or due to pile damage. Uncertainty also exists because different types of tests and

their interpretations present different bearing capacity results for the same pile. Not only bearing capacity values of all piles are unknown, even loads vary considerably and occasional overloads must be expected. We would not want a structure to become unserviceable or useless because of either an occasional overload or a few piles with low capacity. For this reason, and to avoid being overly conservative which would mean excessive cost, modern safety concepts suggest that the overall factor of safety should reflect both the uncertainty in loads and resistance. Thus, if all piles were tested statically and if we carefully controlled the loads, we probably could Iive with F.S. = 1.5. However, in general, depending on the building type or load combinations and as a function of quality assurance of pile foundations, a variety of Factors of Safety have been proposed. For highway bridge loads in the United States, AASHTO allowable stress design guideline specifications proposed the following Factors of Safety (prior to 2007): F.S. = 1.90 for static load test with wave equation and dynamic test. F.S. = 2.25 for dynamic testing with wave equation analysis. F.S. = 2.50 for indicator piles with wave equation analysis. F.S. = 2.75 for wave equation analysis. F.S. = 3.50 for FHWA Modified Gates dynamic formula. It should be mentioned that all of these methods should always be combined with soil exploration and static pile analysis. Also, specifications are occasionally updated and therefore the latest version should be consulted for the current guidance on factors of safety. Codes and specifications (in the United States for example IBC, PDCA, ASCE, or other specifications issued by State Departments of Transportation) specify different factors of safety. However, the range of recommended factors of safety in the US typically varies between 1.9 and 6.0 for ASD design. In 2007, Load and Resistance Factor Design (LRFD) was mandated for highway bridge design and construction in the United States. In LRFD, the

 

 

A-12

sum of the factored loads must be less than the nominal resistance, Rn, multiplied by a resistance factor, . ∑ ϕR (14) The 2014 AASHTO LRFD design specifications recommend the following resistance factors, dyn, be applied to the nominal resistance based on the selected construction control procedures. dyn = 0.80 for driving criteria established by static load test of 1 pile per site condition and dynamic testing with signal matching of at least 2 piles per site condition but no less than 2% of production piles. dyn = 0.75 for driving criteria established by successful static load test of 1 pile per site condition without dynamic testing. dyn = 0.75 for driving criteria established by dynamic testing with signal matching conducted on 100% of production piles. dyn = 0.65 for driving criteria developed by dynamic testing with signal matching, quality control by dynamic testing on 2 piles per site condition, but no less than 2% of production piles. dyn = 0.50 for wave equation analysis without dynamic measurements or load test but with field confirmation of hammer performance. dyn = 0.40 for FHWA modified Gates dynamic formula (end of drive condition only) dyn = 0.10 for Engineering News dynamic formula as defined in AASHTO 10.7.3.8.5 (end of drive conditions only) In ASD, it is the designer’s responsibility to identify the required ultimate capacity based on the design loads and the adopted factor of safety. Similarly in LRFD, it is the designer’s responsibility to identify the required nominal resistance based on the factored loads and the construction control procedure and its resistance factor. The required factor of safety in ASD or resistance factor in LRFD should be included in the design drawings and specifications along with the testing requirements. For optimal solutions it is always recommended that increased testing for lower ultimate pile

capacities or reduced nominal resistances is considered. Frequent pile testing will also help reduce the confusion that often exists on construction sites as to foundation loads and bearing requirements. In any event, it cannot be expected that the test engineer is aware of and responsible for the variety of considerations that must be met for ASD or LRFD based foundation designs as well as to determine the appropriate factor of safety or resistance factor associated with the design. Appendix A. January 8, 2015

Pile Driving Analyzer®

Pile Driving Analyzer® (PDA-8G)High strain dynamic load testing and pile driving monitoring system.

Reliable. Efficient. Effective.The Pile Driving Analyzer® (PDA) system is the most widely employed system for Dynamic Load Testing and Pile Driving Monitoring in the world. The PDA eighth generation (PDA-8G) acquires data from accelerometers and strain transducers attached to a pile or shaft so that High Strain Dynamic Tests (ASTM D4945) may be performed. The tests require the impact of a pile driving hammer or a suitable drop weight.

The PDA-8G evaluates:• Bearing capacity• Structural integrity• Driving stresses• Hammer energy

The PDA-8G is designed with the field engineer in mind. The 8G allows for up to 16 channels of data acquisition (wireless mode) with “smart” sensors knowing their calibrations and allowing any sensor to plug into any acquisition channel. Its screen, with a higher resolution LCD than previous generations of PDAs, displays measured signals and calculated results in real time, and allows more options to be viewed simultaneously.

High Strain Dynamic Load Testing with the PDA-8G

Preliminary field results are further analyzed with the CAPWAP® signal matching software, for results that correlate very well with static load tests. High Strain Dynamic Load Tests may be performed on drilled shafts, continuous flight auger, cast-in-situ or driven piles. The PDA-8G has features that make it easy to use for drilled shaft testing, such as the option of conducting the test with up to eight channels in wired mode and 16 channels in wireless mode. When a ram of sufficient mass is used, high strain dynamic load tests performed with the PDA may meet Rapid Load Test standards (ASTM D7383).

Pile Driving Monitoring with the PDA-8GPile Driving Monitoring helps establish the Driving Criterion and contributes to safe and economical production pile installation. The PDA-8G calculates the capacity of driven piles at the time of testing (by Case Method and iCAP®, real-time signal matching for uniform driven piles), driving hammer performance, driving stresses, and evaluates pile integrity. The enhanced data transmission of the PDA-8G allows testing with high speed hammers having blow-rates as high as 120 bpm, without loss of data.

Wireless Mode

• No cables from the accelerometers and strain transducers to the PDA

• Fast signal transmission of up to 16 data channels to100m (330ft) through WiFi

The PDA-8G may also be connected to accelerometers and strain transducers with traditional PDI wireless sensors traditional cable connections.

CAPWAP

Four or Eight Universal Data ChannelsMost High Strain Dynamic Tests require only two strain transducers and two accelerometers installed near the top of the foundation. The pairs of sensors are sufficient to obtain the force and velocity records needed for the PDA calculations, thus making four channels of data acquisition adequate for most driven pile tests.

Eight channels of data acquisition, four strain transducers and four accelerometers, are recommended for dynamic tests on large diameter cast-in-place piles. Eight channels are also essential when additional sensors are installed at additional locations along the length of the foundation (for example, by embedding sensors near the toe of a concrete pile). The eight wired channels and all wireless channels of data acquisition for the PDA-8G are universal: any combination of accelerometers and strain transducers may be used.

All PDA-8G channels, either in traditional PDI wireless sensors, WiFi or traditional cabled modes, are compatible with Smart Sensors (no need to input sensor calibration into the PDA).

Please contact Pile Dynamics for information on compliance with standards from other countries. For complete current specifications visit www.pile.com/technical-specifications.

Pile Dynamics, Inc. (PDI) is the world leader in developing, manufacturing and supplying state of the art QA/QC products and systems for the deep foundations industry. The company is headquartered in Cleveland, Ohio, USA, with offices and representatives worldwide. For additional information visit us at www.pile.com or contact info@pile.com today.

SiteLink® (Remote Testing) Technology• A cost and time efficient alternate to traditional on-site testing• The engineer performs Pile Driving Monitoring or Dynamic Load

Tests from anywhere via an internet connection• Real time field-to-office data transmission via Internet• Simple field setup * Additional software license required

www.pile.com | 216.831.6131 | info@pile.com

• Field-to-office data transmission with SiteLink• Up to 16 channels of data acquisition

available with eight wifi boxes and any combination of strains and accelerometers

• Traditional PDI wireless sensors, WiFi or traditional cabled options available

• Complete with CAPWAP®, GRLWEAP, and iCAP® software

CAPWAP®

CAPWAP® Signal Matching SoftwareEstimates total bearing capacity of both driven piles and cast-in-situ shafts

Analytical. Measured. Trusted.Forces and velocities occurring along a pile during ram impact are complementary quantities, related to each other by pile characteristics and soil parameters. CAPWAP (Case Pile Wave Analysis Program) is a signal matching software program that uses force and velocity data measured by the Pile Driving Analyzer® system to:

• Calculate static soil resistance including both magnitude and distribution along the shaft

• Calculate static end bearing• Calculate stresses at any point along the pile• Simulate a static load test in compression

and tension (uplift)• Predict the instantaneous load displacement

behavior of the tested pile

CAPWAP analyzes not only data obtained during PDA testing of driven piles, but also of drilled shafts (bored piles) and augered-cast-in-place or continuous flight auger piles.

CAPWAP output includes:• Simulated static test• Resistance distribution• Forces and stresses along the shaft• Damping and quake along shaft and at toe• Measured and computed forces and

velocities• Maxima of displacement, velocity and

transferred energy along the shaft• CASE Method results

CAPWAP has special tools to analyze Cast-in-Situ and Other Concrete Piles:

• Variation of time increment and/or wave speed

• Calculation and display of modified pile models, their volume, mechanical properties and wave speed

• Automatic pile impedance adjustment

CAPWAP Help FeaturesCAPWAP helps the user during input and as the user adjusts the large number of variables that affect the signal matching process.

• Convenient input data quality checks

• Automatic signal matching options

• Comprehensive automatic matching procedures based on expert logics:

• AC- Auto CAPWAP• Built in iCAP® routine

• Special signal matching procedures for best groups of variables and targets:

• Selected group of variables• Resistance distribution• Toe parameters check• Static resistance - damping exchange• Shaft and toe resistance exchange• Options for automatic pile impedance

adjustment for Cast-in-Situ piles

• Options to help input composite and non-uniform piles such as concrete filled pipe and tapered piles which have nonlinear variation of cross section area

• For cast-in-situ piles, automatic calculation of area of each pile model segment based on filed measured volumes

• Extensive expert help system

• Match quality indicators that encourage progress towards a best match

• Prevention of output of extremely poor matches

• Warning indicators

The background manual completely covers theory, models and recommended procedures. A training class helps prepares the software novice. Continuing technical support from Pile Dynamics is available to all registered users.

CAPWAP® Pile & Soil ModelCAPWAP models the pile as a series of continuous uniform sections (characteristics model) and the soil based on a greatly expanded Smith approach. CAPWAP models the deep foundation as a series of 1 m long uniform segments with elastic properties as default. Pile damping, splices, non-uniformities and multiple pile or shaft materials may be modeled. The soil resistance is typically lumped into individual resistance forces at 1 or 2 m intervals with elastoplastic static, linearly viscous and mass related dynamic properties. Radiation damping is represented by an additional mass and dashpot. It is also possible to model up to two additional toes, useful for certain non-uniform piles or to approximate a hyperbolic toe resistance behavior. Other options include Residual Stress Analysis for end of drive situations and Multiple Blow Analysis to analyze restrike tests.

www.pile.com | 216.831.6131 | info@pile.com

Pile Dynamics, Inc. (PDI) is the world leader in developing, manufacturing and supplying state of the art QA/QC products and systems for the deep foundations industry. The company is headquartered in Cleveland, Ohio, USA, with offices and representatives worldwide. For additional information visit us at www.pile.com or contact info@pile.com today.

• CAPWAP finds the set of soil parameters that best matches the dynamic measurements of pile force and velocity, either automatically or interactively

• Calculations can be performed in English, SI or Metric units.

• CAPWAP licenses are available with hardware or software locks

• CAPWAP is to be operated by a person with an engineering degree from an institution of higher learning with additional preparation by Pile Dynamics or its representatives

Pile Integrity TesterTM (PIT)For Low Strain Integrity Testing

4535 Renaissance Pkwy Cleveland Ohio 44128 USA tel: +1-216-831-6131 fax: +1-216-831-0916

Email: info@pile.com www.pile.com

Quality Assurance for Deep Foundations

DATA PROCESSING SOFTWAREPIT-W STANDARD VERSIONPIT-W Standard Version is supplied with the PIT hardware. It analyzes records in the timedomain and outputs user customized tables and reports. The analysis in the time domain isrecommended for the determination of defect depth. With PIT-W Standard Version results can befiltered, magnified with an exponential amplification as a function of time, and plotted.

PIT-W PROFESSIONAL VERSIONPIT-W Professional Version has all the features of the Standard Version plus advanced tools forinterpreting data obtained with PIT-FV: Frequency Domain Analysis, Pile Profile Analysis, TwoVelocity, Beta and Surface Wave Analysis. The Multiple Column Plot helps record comparison.

PIT-SThe PIT-S software simulates the performance of low strain integrity testing with the PIT. Itallows the user to enter a pile shape, realistic soil layer properties and characteristics of ahammer impact. It then displays the signals that would result from a test performed in thosecircumstances for both PIT-V and PIT-FV tests. Curves simulated by PIT-S may be overlaid overmeasured curves for a simple signal matching process that helps investigate the cause ofobserved reflections. A demonstration version of the PIT-S software is supplied with the PIThardware.

PIT performs Low Strain integrity testing, also called Sonic Echo orPulse Echo Testing. The PIT may be used for auger cast-in-place(CFA) piles, drilled shafts, driven concrete piles, concrete filledpipes and timber piles. It detects potentially dangerous defectssuch as major cracks, necking, soil inclusions or voids and, in somesituations, can determine unknown lengths of piles that supportexisting bridges or towers.

PIT data is evaluated in the field or transferred to a personalcomputer for further analysis by the PIT-W software. Thelightweight PIT unit is operated by one person, has an easy-to-usetouch screen, and runs an entire day on its internal rechargeablebattery.

The PIT test consists of attaching an accelerometer to the top or side of the foundation to be tested. The accelerometer acquiresdata resulting from the impact of a small hand held hammer (instrumented or not). If a defect is present along the shaft, its sizeand location can be estimated by analyzing the propagation and reflection of the wave induced on the foundation by thehammer impact. It is also possible to estimate the depth of the pile toe.

PIT-V has one channel input of data acquisition, used torecord the acceleration measured on the pile. This issufficient for many applications. Data obtained with PIT-Vis analyzed in the time domain only.

PIT-FV has two input channels. The first input on the FVmodel is the acceleration measured on the pile, as in a PIT-V test. The second input may be from a secondaccelerometer or from an instrumented hammer.

If the second input is from an instrumented hammer, thena Transient Response (frequency domain) analysis can beperformed to determine a relative stiffness of the shaft. A

comparison of various piles reveals the shaft with thelowest stiffness – possibly a defective one. Aninstrumented hammer also permits comparing the forceand velocity pulses, which may help detect defects in theupper portion of the shaft.

If the second input is another acceleration, then a wave upanalysis can be made to determine wave speed. This ishelpful when the pile tested is an integral part of anexisting structure, helps in unknown depth determination,and can also be used to eliminate Rayleigh (surface) wavesfrom the measurements (useful for larger shafts).

PIT is available in two models, PIT-V and PIT-FV

4535 Renaissance Pkwy Cleveland Ohio 44128 USA tel: +1-216-831-6131 fax: +1-216-831-0916

Email: info@pile.com www.pile.com

Quality Assurance for Deep Foundations

Pile Integrity TesterTM (PIT)For Low Strain Integrity Testing

Printed on recycled paper.© 2006, Pile Dynamics, Inc.

The output of PIT is a graph of the velocity signal versus pile length as shownabove. Piles with flawless shafts show a reflection from the pile toe as in theauger cast-in-place pile example above (top). Defective piles show earlyreflections from the damage location as in the bottom portion of the figureabove. As a rule of thumb, toe reflections should be observed withembedments less than 30 diameters.

BA

DG

OO

D

Pile Integrity Tester SpecificationsPhysicalSize: 7.5 X 175 X 235 mmWeight: 2.2 kgBacklit transflective VGA display for any lighting conditionsTemperature range: Operating Range: 0 to 40 °C

Storage Range: -20 to 65 °CInternal battery (8 hours duration)

Electronic & FunctionalMicroprocessor SA 1110 operating at 204 MHzData Storage on Flash card > 64 MB24-bit A/D converter with 1 or 2 channelsAnalog signal frequency response 22 KHz (-3dB)Sample digitizing frequency of > 1MHz

(net frequency after DSP>40KHzSampling frequency accuracy within 0.01%Trigger level: 0.3 voltsLarge high-contrast touch screen displaySampling speed of 50 KHz for normal pile testing

(up to 150 kHz available for shorter piles or floor slabs)“Wavelet” analysis during data acquisition

Expert technical support for as long as you own the systemFull one year warranty for any manufacturer’s defects

PIT Hammer SpecificationsTip Diameter Approximate Weights

Non-Instrumented Instrumented1 – 1/2” (38.1mm) 1 lb. (0.5 kg) 1 lb. (0.5 kg)2” (50.8mm) 3 lbs. (1.4 kg) 3 lbs. (1.4 kg)3” (76.2mm) 8 lbs. (3.7 kg) 9 lbs. (4.1 kg)

• Replaceable hard plastic hammer tips• Instrumented hammer is equipped with a 5mV/g accelerometer

Accelerometer

Hand-heldHammer

PIT Accelerometer SpecificationsSize: 20 x 20 x 60 mmTemperature range: -50 to 120 °C operatingCircuit: integral impedance converting electronicsNominal sensitivity: 50 mV/gAcceleration range: + 100 gShock limit: 30,000 gFrequency range: 0.7 to 9000 HzAmplitude linearity: <+ 1%Resonant frequency: > 40 kHzNominal time constant: > 0.5 sLow noise shielded cable (1500 mm)Attachment by bolt on shaft side (below left) or

flat base mount with adhesive (below right)

The equipment and technique correspond toASTM D5882 and similar worldwide specifications;

PIT is CE certified.

APPENDIX B

Dynamic Pile Testing Results

Low-Strain PIT Records

Pile Driving Analyzer® (PDA) Testing Results

Versus depth below reference (i.e., about 4 ft above ground surface) Versus

blow number (every blow data)

CAPWAP ® Analyses Results With data from beginning of driving with the D-62 hammer, and end of driving

Plots of PDA Test Records From beginning of driving, maximum driving stresses, and end of driving

Pile Driving Log (as provided to us)

GRL Engineers, Inc. GRL Engineers, Inc. GRL Engineers, Inc. GRL Engineers, Inc. 4/9/20194/9/20194/9/20194/9/2019

UHPC PIT TESTINGUHPC PIT TESTINGUHPC PIT TESTINGUHPC PIT TESTING

UHPC PIT TESTING.PITUHPC PIT TESTING.PITUHPC PIT TESTING.PITUHPC PIT TESTING.PIT PIT-W 2009-1PIT-W 2009-1PIT-W 2009-1PIT-W 2009-1

-0.03

0.00

0.03

0.06in/s

V 0.036 in/s (0.041)

Pile: UHPC - 3: # 5+1%

1# TOP

4/3/2019 9:55:25 AM

Hi 100.1 f t 73.7 Hz

2W 2.00 f t 3687.5 Hz

0 10 20 30 40 50 60 70 80 90 100 110 120 f t

100.00 f t (14750 f t/s)

-0.06

0.00

0.06

0.12in/s

V 0.063 in/s (0.071)

Pile: UHPC - 3: # 11+4%

2# TOP

4/3/2019 9:58:26 AM

Hi 100.1 f t 73.7 Hz

2W 2.00 f t 3687.5 Hz

0 10 20 30 40 50 60 70 80 90 100 110 120 f t

100.00 f t (14750 f t/s)

-0.12

0.00

0.12

0.24in/s

V 0.150 in/s (0.166)

Pile: UHPC - 3: # 14+2%

6# TOP

4/3/2019 10:00:59 AM

Hi 100.1 f t 73.7 Hz

2W 2.00 f t 3687.5 Hz

0 10 20 30 40 50 60 70 80 90 100 110 120 f t

100.00 f t (14750 f t/s)

-0.22

0.00

0.22

0.45in/s

V 0.202 in/s (0.225)

Pile: UHPC - 3: # 20+2%

12# TOP

4/3/2019 10:02:33 AM

Hi 100.1 f t 73.7 Hz

2W 2.00 f t 3687.5 Hz

0 10 20 30 40 50 60 70 80 90 100 110 120 f t

100.00 f t (14750 f t/s)

GRL Engineers, Inc. - PDIPLOT2 Ver 2017.2.58.5 - Case Method & iCAP® ResultsPrinted: 08-April-2019 Test started: 04-April-2019

UHPC Leware Yard - Experimental Concrete Pile

1 - change to new 3" cushion 2 - Gages at template. Switch to D62 hammer

CSX (ksi)Compression Stress Maximum

TSX (ksi)Tension Stress Maximum - Full Record Search

20

30

40

50

60

70

80

90

100

0.0 2.0 4.0 6.0 8.0

0.0 1.0 2.0 3.0 4.0

1

2

STK (ft)Hammer Stroke

EMX (k-ft)Maximum Energy

0 3 6 9 12

0 20 40 60 80

1

2

RX5 (kips)Maximum Case Method Capacity

(JC=0.5)

BLC (bl/ft)Blow Count

0 500 1,000 1,500 2,000

0 60 120 180 240

1

2

GRL Engineers, Inc. Page 1Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 08-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019AR: 324.00 in²LE: 96.00 ftWS: 14,750.0 f/s

SP: 0.150 k/ft³ EM: 7,044 ksi JC: 0.5

CSX: Compression Stress Maximum BTA: Integrity Factor (1)CSB: Compression Stress at Bottom of Pile DMX: Maximum DisplacementTSX: Tension Stress Maximum - Full Record Search RX5: Maximum Case Method Capacity (JC=0.5)STK: Hammer Stroke RA2: Auto Capacity Friction PilesEMX: Maximum EnergyBL# Depth BLC TYPE CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips5 25.00 5 AV5 1.47 0.32 0.90 ** 11.1 86 2.40 41 19

10 26.00 5 AV5 1.77 0.44 1.08 ** 15.6 98 2.46 61 46

15 27.00 5 AV5 1.93 0.46 1.10 6.00 19.0 91 2.47 60 38

19 28.00 4 AV4 1.97 0.41 1.18 5.37 19.2 94 3.05 5 30

24 29.00 5 AV5 1.94 0.39 1.15 5.13 17.9 90 2.75 6 36

29 30.00 5 AV5 1.93 0.39 1.17 5.18 17.7 94 2.70 12 36

35 31.00 6 AV6 2.11 0.47 1.27 5.89 20.9 97 2.69 34 45

40 32.00 5 AV5 1.88 0.40 1.09 5.05 17.0 92 2.57 15 34

44 33.00 4 AV4 2.00 0.40 1.21 5.26 18.5 95 3.08 0 16

49 34.00 5 AV5 2.02 0.41 1.23 5.27 17.9 96 2.72 1 35

53 35.00 4 AV4 1.98 0.38 1.21 5.15 17.8 90 3.08 0 15

58 36.00 5 AV5 2.08 0.44 1.29 5.36 18.0 98 2.77 1 35

62 37.00 4 AV4 2.07 0.41 1.29 5.32 18.1 95 3.05 0 13

67 38.00 5 AV5 2.14 0.46 1.34 5.45 19.0 100 2.66 10 38

71 39.00 4 AV4 2.19 0.52 1.33 5.59 20.5 100 3.00 35 33

79 40.00 8 AV8 2.30 0.79 1.22 5.83 19.1 100 1.50 139 124

93 41.00 14 AV14 2.44 0.95 1.22 6.20 20.1 100 1.05 193 150

104 42.00 11 AV11 2.53 0.92 1.35 6.40 21.8 100 1.23 174 129

115 43.00 11 AV11 2.54 0.92 1.34 6.44 21.9 100 1.21 174 125

126 44.00 11 AV11 2.53 0.85 1.38 6.36 21.7 100 1.29 154 109

137 45.00 11 AV11 2.74 0.87 1.56 6.93 24.5 100 1.42 157 109

146 46.00 9 AV9 2.78 1.08 1.41 7.12 26.1 100 1.35 203 138

158 47.00 12 AV12 2.83 1.40 1.15 7.34 25.8 100 1.03 290 274

GRL Engineers, Inc. Page 2Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 08-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC TYPE CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips

182 48.00 24 AV24 2.96 2.16 0.90 7.78 26.3 100 0.71 505 501

242 49.00 60 AV60 3.09 2.89 0.81 8.27 28.5 100 0.67 779 784

305 50.00 63 AV63 3.04 2.83 0.81 8.51 29.2 100 0.70 806 799

372 51.00 67 AV67 2.94 2.78 0.75 8.55 28.9 100 0.71 823 816

444 52.00 72 AV72 2.93 2.83 0.74 8.64 29.1 100 0.71 848 848

525 53.00 81 AV81 2.99 2.91 0.72 8.78 29.4 100 0.70 870 874

603 54.00 78 AV78 3.24 2.83 0.78 8.91 30.2 100 0.71 853 855

674 55.00 71 AV71 3.45 2.61 0.93 8.90 30.6 100 0.74 799 799

735 56.00 61 AV61 3.56 2.46 1.13 8.86 31.1 100 0.77 760 754

786 57.00 51 AV51 3.65 2.41 1.32 8.97 31.7 100 0.80 725 706

833 58.00 47 AV47 3.70 2.44 1.50 8.95 31.8 100 0.83 669 649

877 59.00 44 AV44 3.74 2.43 1.60 8.89 31.8 100 0.84 640 628

918 60.00 41 AV41 3.71 2.40 1.59 8.75 31.2 100 0.83 629 617

964 61.00 46 AV46 3.75 2.42 1.53 8.89 32.1 100 0.82 648 636

1006 62.00 42 AV42 3.76 2.40 1.46 9.02 33.1 100 0.82 651 641

1041 63.00 35 AV35 3.67 2.18 1.30 8.87 32.1 100 0.80 539 530

1063 64.00 22 AV22 3.55 1.75 1.20 8.62 30.6 100 0.80 397 400

1084 65.00 21 AV21 3.47 1.63 1.28 8.54 30.0 100 0.83 390 385

1102 66.00 18 AV18 3.40 1.52 1.32 8.49 29.9 100 0.88 360 354

1119 67.00 17 AV17 3.34 1.55 1.26 8.44 29.5 100 0.86 369 364

1136 68.00 17 AV17 3.30 1.47 1.25 8.48 30.0 100 0.91 328 328

1152 69.00 16 AV16 3.21 1.55 1.19 8.37 29.5 100 0.90 348 342

1172 70.00 20 AV20 3.14 1.68 1.09 8.41 28.8 100 0.85 373 354

1192 71.00 20 AV20 3.11 1.64 1.23 8.41 30.1 100 0.97 359 260

1208 72.00 16 AV16 2.99 1.36 1.10 8.17 29.3 100 1.03 267 219

1221 73.00 13 AV13 2.96 1.42 1.04 8.19 28.7 100 0.99 261 228

GRL Engineers, Inc. Page 3Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 08-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC TYPE CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1236 74.00 15 AV15 2.94 1.56 0.99 8.22 28.3 100 0.92 317 256

1256 75.00 20 AV20 2.96 1.72 1.01 8.36 28.8 100 0.89 360 292

1272 76.00 16 AV16 2.99 1.85 0.74 8.47 28.9 100 0.81 357 357

1327 76.83 66 AV55 3.42 3.57 0.94 9.11 30.8 100 0.64 999 1,009

1361 77.00 204 AV34 3.39 3.64 0.92 8.92 28.4 100 0.64 1,089 1,082

1558 78.00 197 AV197 4.25 3.51 1.03 9.12 31.6 100 0.65 1,101 1,107

1673 79.00 115 AV115 4.72 2.92 1.33 9.16 33.7 100 0.70 907 906

1759 80.00 86 AV86 4.96 2.77 1.68 9.28 35.0 100 0.74 838 833

1837 81.00 78 AV78 5.12 2.89 1.99 9.37 36.3 100 0.78 836 830

1926 82.00 89 AV89 5.09 3.08 2.09 9.28 35.6 100 0.81 818 815

2043 83.00 117 AV117 5.08 3.22 1.79 9.35 34.9 100 0.76 899 897

2138 84.00 95 AV95 5.10 3.22 1.41 9.55 35.1 100 0.72 893 895

2230 85.00 92 AV92 4.99 3.08 1.47 9.56 34.4 100 0.74 836 838

2325 86.00 95 AV95 4.93 3.02 1.57 9.60 34.1 100 0.75 828 829

2413 87.00 88 AV88 4.84 2.92 1.65 9.46 33.6 100 0.77 789 790

2501 88.00 88 AV88 4.81 2.93 1.53 9.41 33.2 100 0.75 789 792

2590 89.00 89 AV89 4.77 2.89 1.71 9.33 32.8 100 0.77 764 746

2673 90.00 83 AV83 4.88 3.03 1.63 9.50 33.8 100 0.76 792 781

2756 91.00 83 AV83 4.87 3.05 1.48 9.52 33.6 100 0.74 770 768

2840 92.00 84 AV84 4.79 2.99 1.55 9.53 33.2 100 0.75 791 775

2967 93.00 127 AV127 4.66 2.89 1.52 9.56 32.4 100 0.74 858 820

3134 94.00 167 AV167 4.52 2.89 1.35 9.46 31.0 100 0.70 885 859

3207 95.00 73 AV73 4.35 4.15 0.83 8.03 53.4 100 0.82 1,198 1,191

3274 96.00 67 AV66 4.48 4.11 0.83 8.09 54.0 100 0.84 1,167 1,173

3324 97.00 50 AV48 4.49 3.71 0.63 8.16 55.5 100 0.86 1,041 1,051

3366 98.00 42 AV42 4.34 3.38 0.69 8.26 54.8 100 0.90 926 928

3405 99.00 39 AV39 4.24 3.09 0.72 8.16 53.0 100 0.92 824 836

GRL Engineers, Inc. - PDIPLOT2 Ver 2017.2.58.5 - Case Method & iCAP® ResultsPrinted: 09-April-2019 Test started: 04-April-2019

UHPC Leware Yard - Experimental Concrete Pile

1 - change to new 3" cushion 2 - Gages at template. Switch to D62 hammer

CSX (ksi)Compression Stress Maximum

TSX (ksi)Tension Stress Maximum - Full Record Search

0

500

1,000

1,500

2,000

2,500

3,000

3,500

0.0 2.0 4.0 6.0 8.0

0.0 1.0 2.0 3.0 4.0

1

2

STK (ft)Hammer Stroke

EMX (k-ft)Maximum Energy

0 3 6 9 12

0 20 40 60 80

1

2

RX5 (kips)Maximum Case Method Capacity

(JC=0.5)

BLC (bl/ft)Blow Count

0 500 1,000 1,500 2,000

0 60 120 180 240

1

2

GRL Engineers, Inc. Page 1Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019AR: 324.00 in² SP: 0.150 k/ft³LE: 96.00 ft EM: 7,044 ksiWS: 14,750.0 f/s JC: 0.50CSX: Compression Stress Maximum BTA: Integrity Factor (1)CSB: Compression Stress at Bottom of Pile DMX: Maximum DisplacementTSX: Tension Stress Maximum - Full Record Search RX5: Maximum Case Method Capacity (JC=0.5)STK: Hammer Stroke RA2: Auto Capacity Friction PilesEMX: Maximum EnergyBL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1 24.20 5 1.22 0.21 0.64 0.00 9.4 79 2.40 6 02 24.40 5 1.40 0.29 0.84 0.00 10.4 85 2.40 39 203 24.60 5 1.51 0.34 0.93 0.00 11.6 88 2.40 50 244 24.80 5 1.58 0.37 1.01 0.00 12.0 90 2.40 52 245 25.00 5 1.64 0.37 1.06 0.00 11.9 89 2.40 58 266 25.20 5 1.68 0.40 1.09 0.00 12.4 90 2.40 61 237 25.40 5 1.71 0.43 1.12 0.00 13.3 100 2.40 56 238 25.60 5 1.73 0.43 1.12 0.00 12.6 100 2.40 63 489 25.80 5 1.75 0.44 1.13 0.00 12.9 100 2.40 66 53

10 26.00 5 1.98 0.50 0.91 0.00 26.8 100 2.70 58 8211 26.20 5 2.33 0.63 1.50 9.27 26.1 100 2.60 103 5712 26.40 5 1.33 0.35 0.55 4.31 12.5 84 2.40 39 013 26.60 5 1.98 0.45 1.11 5.50 19.2 90 2.43 59 4914 26.80 5 2.10 0.45 1.29 5.77 19.0 90 2.44 53 3915 27.00 5 1.92 0.42 1.07 5.13 18.3 89 2.48 46 4316 27.25 4 2.09 0.44 1.33 5.76 19.6 100 3.00 22 3117 27.50 4 1.62 0.35 0.82 4.56 17.1 87 3.00 0 918 27.75 4 2.12 0.43 1.31 5.69 20.8 100 3.11 0 3819 28.00 4 2.05 0.40 1.27 5.45 19.2 90 3.08 0 4320 28.20 5 1.91 0.39 1.13 5.06 18.2 90 2.78 10 3721 28.40 5 1.94 0.39 1.15 5.14 18.1 90 2.77 5 3622 28.60 5 1.90 0.38 1.11 5.04 17.2 89 2.70 7 3523 28.80 5 1.95 0.39 1.17 5.16 17.8 89 2.73 4 3524 29.00 5 2.00 0.39 1.19 5.23 18.4 90 2.77 6 3525 29.20 5 2.11 0.44 1.33 5.63 19.9 100 2.89 10 4026 29.40 5 1.88 0.38 1.09 5.02 17.0 89 2.65 15 3627 29.60 5 1.91 0.38 1.12 5.01 18.1 90 2.75 7 3428 29.80 5 2.04 0.41 1.24 5.27 18.3 100 2.70 10 4029 30.00 5 1.72 0.36 1.05 4.94 15.0 90 2.53 20 2930 30.17 6 2.38 0.49 1.38 0.00 26.8 100 3.29 0 7231 30.33 6 2.71 0.69 1.89 9.10 30.8 100 3.29 82 4232 30.50 6 1.91 0.40 1.11 5.11 16.8 90 2.37 29 4033 30.67 6 1.90 0.41 1.10 5.14 17.3 100 2.43 33 4034 30.83 6 1.85 0.40 1.06 5.01 16.6 90 2.35 29 3835 31.00 6 1.90 0.41 1.11 5.11 17.0 100 2.38 28 3836 31.20 5 1.80 0.38 1.01 4.89 16.6 90 2.52 18 3337 31.40 5 1.91 0.41 1.11 5.14 17.5 90 2.57 16 3638 31.60 5 1.88 0.40 1.08 5.05 17.4 100 2.58 15 3439 31.80 5 1.91 0.38 1.12 5.11 16.5 90 2.54 13 3240 32.00 5 1.91 0.40 1.11 5.04 17.0 90 2.61 13 3541 32.25 4 2.03 0.41 1.24 5.33 19.2 100 3.09 0 1742 32.50 4 2.07 0.42 1.28 5.44 19.2 100 3.11 0 1843 32.75 4 1.98 0.39 1.20 5.21 18.3 90 3.07 0 1544 33.00 4 1.90 0.37 1.13 5.04 17.2 90 3.04 0 1245 33.20 5 1.97 0.40 1.18 5.14 17.4 90 2.68 0 35

GRL Engineers, Inc. Page 2Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips46 33.40 5 2.06 0.43 1.26 5.39 19.1 100 2.85 0 3347 33.60 5 2.07 0.42 1.28 5.42 17.9 100 2.69 1 3448 33.80 5 2.05 0.42 1.26 5.31 18.0 100 2.70 4 3749 34.00 5 1.93 0.40 1.17 5.07 16.9 90 2.69 0 3750 34.25 4 1.90 0.37 1.14 5.04 17.0 89 3.06 0 1351 34.50 4 1.97 0.39 1.20 5.15 17.9 90 3.09 0 1252 34.75 4 1.97 0.39 1.20 5.07 18.1 90 3.10 0 1553 35.00 4 2.06 0.39 1.29 5.35 18.1 90 3.09 0 1954 35.20 5 2.10 0.44 1.31 5.40 18.4 100 2.82 0 4055 35.40 5 2.14 0.46 1.36 5.55 18.9 100 2.85 0 3556 35.60 5 2.04 0.43 1.28 5.36 17.7 100 2.74 0 3357 35.80 5 1.98 0.39 1.21 5.08 16.8 90 2.67 0 3458 36.00 5 2.11 0.45 1.32 5.40 18.3 100 2.76 3 3359 36.25 4 2.07 0.43 1.29 5.30 18.2 100 3.08 0 1460 36.50 4 2.07 0.39 1.28 5.28 17.8 90 3.05 0 1361 36.75 4 2.11 0.43 1.32 5.40 18.5 100 3.07 0 1462 37.00 4 2.04 0.39 1.26 5.29 17.9 90 3.01 0 1263 37.20 5 2.09 0.45 1.30 5.32 18.4 100 2.68 3 3864 37.40 5 2.17 0.46 1.36 5.51 19.2 100 2.69 8 3765 37.60 5 2.19 0.49 1.40 5.62 19.4 100 2.70 6 3766 37.80 5 2.12 0.44 1.30 5.37 18.5 100 2.60 15 3767 38.00 5 2.15 0.48 1.33 5.46 19.6 100 2.63 20 3868 38.25 4 2.26 0.51 1.42 5.77 21.5 100 3.00 10 4169 38.50 4 2.18 0.50 1.35 5.60 20.2 100 3.00 25 3770 38.75 4 2.10 0.51 1.23 5.31 19.9 100 3.00 43 2671 39.00 4 2.22 0.55 1.32 5.67 20.3 100 3.00 62 2872 39.13 8 2.25 0.63 1.28 5.64 18.5 100 1.50 116 12473 39.25 8 2.26 0.73 1.24 5.72 19.2 100 1.50 132 13174 39.38 8 2.32 0.79 1.26 5.88 20.1 100 1.50 134 10975 39.50 8 2.26 0.79 1.20 5.73 18.9 100 1.50 136 11676 39.63 8 2.31 0.78 1.22 5.89 18.7 100 1.50 131 11577 39.75 8 2.26 0.82 1.16 5.74 18.0 100 1.50 143 12878 39.88 8 2.39 0.88 1.22 6.06 20.0 100 1.50 157 13379 40.00 8 2.34 0.88 1.16 5.95 19.0 100 1.50 164 13780 40.07 14 2.38 0.93 1.19 6.04 19.6 100 1.07 179 15081 40.14 14 2.39 0.92 1.19 6.12 19.4 100 1.04 182 15082 40.21 14 2.37 0.94 1.15 6.01 19.4 100 1.03 189 15683 40.29 14 2.44 0.97 1.21 6.30 20.0 100 1.04 189 14284 40.36 14 2.26 0.90 1.07 5.68 17.2 100 0.92 190 15185 40.43 14 2.40 0.95 1.18 6.03 19.8 100 1.05 191 15186 40.50 14 2.47 0.97 1.24 6.36 20.7 100 1.07 194 14987 40.57 14 2.42 0.96 1.19 6.12 20.0 100 1.04 196 15388 40.64 14 2.47 0.96 1.24 6.30 20.2 100 1.02 203 15489 40.71 14 2.48 0.96 1.26 6.35 20.6 100 1.07 196 15090 40.79 14 2.45 0.96 1.23 6.17 20.1 100 1.06 192 14791 40.86 14 2.47 0.96 1.24 6.24 20.6 100 1.07 201 15292 40.93 14 2.51 0.94 1.28 6.29 20.6 100 1.05 198 15393 41.00 14 2.63 0.99 1.39 6.83 23.1 100 1.18 198 15094 41.09 11 2.58 0.99 1.34 6.54 23.0 100 1.23 184 13895 41.18 11 2.60 0.98 1.37 6.59 23.2 100 1.27 177 13496 41.27 11 2.59 0.92 1.38 6.59 22.2 100 1.22 176 13097 41.36 11 2.50 0.93 1.31 6.33 21.7 100 1.23 171 13298 41.45 11 2.55 0.92 1.36 6.49 21.8 100 1.22 174 130

GRL Engineers, Inc. Page 3Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips99 41.55 11 2.52 0.91 1.34 6.32 21.4 100 1.22 169 128

100 41.64 11 2.53 0.89 1.36 6.39 21.6 100 1.24 167 127101 41.73 11 2.58 0.92 1.40 6.49 22.8 100 1.31 167 125102 41.82 11 2.54 0.92 1.38 6.44 22.4 100 1.30 168 120103 41.91 11 2.41 0.85 1.26 5.95 18.9 100 1.09 181 128104 42.00 11 2.47 0.90 1.30 6.30 20.6 100 1.16 174 129105 42.09 11 2.47 0.88 1.31 6.17 20.8 100 1.19 170 128106 42.18 11 2.57 0.94 1.36 6.44 22.4 100 1.25 174 127107 42.27 11 2.54 0.92 1.33 6.40 21.8 100 1.19 179 128108 42.36 11 2.56 0.91 1.35 6.53 21.4 100 1.13 186 135109 42.45 11 2.56 0.93 1.34 6.53 22.1 100 1.20 180 127110 42.55 11 2.55 0.90 1.36 6.48 21.5 100 1.17 180 125111 42.64 11 2.53 0.92 1.33 6.46 22.1 100 1.23 169 122112 42.73 11 2.56 0.92 1.36 6.47 22.2 100 1.24 170 121113 42.82 11 2.55 0.90 1.36 6.56 21.7 100 1.19 172 125114 42.91 11 2.52 0.95 1.30 6.33 22.4 100 1.25 167 123115 43.00 11 2.56 0.94 1.34 6.52 22.7 100 1.26 168 117116 43.09 11 2.50 0.88 1.32 6.31 21.4 100 1.21 164 121117 43.18 11 2.56 0.92 1.35 6.44 22.6 100 1.28 166 120118 43.27 11 2.55 0.89 1.37 6.47 22.1 100 1.26 160 114119 43.36 11 2.52 0.89 1.36 6.38 22.2 100 1.31 154 111120 43.45 11 2.56 0.87 1.40 6.50 22.1 100 1.29 159 111121 43.55 11 2.53 0.88 1.38 6.41 21.8 100 1.29 150 108122 43.64 11 2.45 0.82 1.33 6.12 20.6 100 1.26 147 106123 43.73 11 2.52 0.82 1.40 6.32 21.3 100 1.31 145 108124 43.82 11 2.55 0.80 1.43 6.38 21.6 100 1.33 143 104125 43.91 11 2.53 0.80 1.44 6.33 21.3 100 1.33 146 98126 44.00 11 2.56 0.81 1.45 6.30 21.7 100 1.34 157 102127 44.09 11 2.63 0.85 1.49 6.52 23.7 100 1.44 142 105128 44.18 11 2.72 0.84 1.57 6.98 24.4 100 1.42 162 105129 44.27 11 2.77 0.89 1.56 6.96 25.1 100 1.40 169 109130 44.36 11 2.79 0.89 1.59 7.14 25.2 100 1.42 164 104131 44.45 11 2.70 0.87 1.51 6.82 23.8 100 1.37 154 107132 44.55 11 2.73 0.88 1.57 6.81 24.9 100 1.49 139 96133 44.64 11 2.75 0.85 1.60 6.99 24.9 100 1.48 149 100134 44.73 11 2.78 0.84 1.61 7.01 23.9 100 1.40 150 146135 44.82 11 2.77 0.85 1.62 7.09 24.2 100 1.42 153 99136 44.91 11 2.74 0.90 1.53 6.79 24.2 100 1.37 169 114137 45.00 11 2.80 0.94 1.58 7.14 25.1 100 1.36 175 119138 45.11 9 2.78 1.02 1.52 7.02 26.9 100 1.46 165 118139 45.22 9 2.76 1.03 1.47 7.04 25.7 100 1.33 189 127140 45.33 9 2.75 1.03 1.44 7.08 25.3 100 1.33 201 136141 45.44 9 2.77 1.07 1.41 7.01 26.0 100 1.33 198 138142 45.56 9 2.78 1.10 1.41 7.38 26.7 100 1.33 208 140143 45.67 9 2.71 1.12 1.31 6.89 25.9 100 1.33 208 142144 45.78 9 2.80 1.09 1.40 7.15 26.2 100 1.33 213 138145 45.89 9 2.80 1.11 1.38 7.16 26.6 100 1.33 217 151146 46.00 9 2.81 1.11 1.38 7.34 26.1 100 1.33 229 148147 46.08 12 2.74 1.13 1.29 6.96 25.1 100 1.08 232 152148 46.17 12 2.82 1.24 1.29 7.29 28.2 100 1.20 243 153149 46.25 12 2.78 1.24 1.19 7.19 25.4 100 1.00 271 263150 46.33 12 2.85 1.30 1.22 7.47 26.2 100 1.00 284 277151 46.42 12 2.86 1.36 1.24 7.50 27.1 100 1.02 283 277

GRL Engineers, Inc. Page 4Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips152 46.50 12 2.86 1.42 1.19 7.51 27.6 100 1.02 289 286153 46.58 12 2.88 1.44 1.19 7.59 26.7 100 1.00 298 295154 46.67 12 2.84 1.51 1.10 7.35 26.0 100 1.00 304 307155 46.75 12 2.81 1.47 1.07 7.30 23.6 100 1.00 317 315156 46.83 12 2.82 1.53 1.03 7.23 24.4 100 1.00 318 320157 46.92 12 2.86 1.61 1.05 7.44 25.9 100 1.00 317 319158 47.00 12 2.80 1.58 0.98 7.23 23.8 100 1.00 322 321159 47.04 24 2.85 1.62 1.01 7.45 24.5 100 0.76 335 333160 47.08 24 2.87 1.67 1.00 7.47 25.1 100 0.77 351 348161 47.13 24 2.96 1.72 1.05 7.74 25.8 100 0.77 374 362162 47.17 24 2.87 1.76 0.96 7.50 24.8 100 0.72 398 382163 47.21 24 2.91 1.84 0.94 7.59 25.6 100 0.73 414 403164 47.25 24 3.00 1.94 0.99 7.91 27.0 100 0.77 421 417165 47.29 24 2.87 1.94 0.90 7.52 25.2 100 0.72 419 427166 47.33 24 2.90 1.98 0.88 7.64 25.3 100 0.70 431 445167 47.38 24 2.83 2.02 0.81 7.46 24.9 100 0.69 443 457168 47.42 24 2.95 2.11 0.87 7.74 26.1 100 0.70 457 473169 47.46 24 3.01 2.14 0.91 7.94 26.3 100 0.69 475 490170 47.50 24 2.86 2.16 0.81 7.53 25.5 100 0.70 481 486171 47.54 24 2.99 2.23 0.87 7.67 26.4 100 0.71 508 500172 47.58 24 2.95 2.27 0.81 7.70 26.7 100 0.71 521 517173 47.63 24 3.04 2.31 0.87 8.02 27.1 100 0.69 537 531174 47.67 24 2.97 2.34 0.85 7.75 27.1 100 0.72 553 532175 47.71 24 3.10 2.39 0.92 8.21 27.9 100 0.69 580 565176 47.75 24 3.11 2.40 0.94 8.24 28.1 100 0.68 594 582177 47.79 24 3.05 2.43 0.91 8.07 27.9 100 0.69 608 591178 47.83 24 3.16 2.53 0.97 8.47 29.4 100 0.74 620 590179 47.88 24 2.95 2.49 0.83 7.76 27.2 100 0.71 625 595180 47.92 24 3.07 2.51 0.92 7.97 26.5 100 0.63 645 653181 47.96 24 2.94 2.55 0.81 7.71 26.2 100 0.66 657 664182 48.00 24 2.93 2.55 0.82 7.58 25.2 100 0.61 670 678183 48.02 60 3.06 2.66 0.86 7.91 27.3 100 0.65 691 701184 48.03 60 3.07 2.68 0.88 8.02 27.1 100 0.64 698 707185 48.05 60 3.06 2.69 0.87 7.91 26.7 100 0.63 709 716186 48.07 60 3.03 2.73 0.84 7.85 27.3 100 0.67 711 713187 48.08 60 3.02 2.77 0.81 7.88 27.7 100 0.67 722 729188 48.10 60 3.07 2.77 0.85 8.04 27.9 100 0.66 723 730189 48.12 60 3.05 2.75 0.84 7.93 27.2 100 0.64 732 739190 48.13 60 3.11 2.82 0.85 8.12 28.6 100 0.67 739 742191 48.15 60 3.00 2.75 0.80 7.95 26.6 100 0.61 739 745192 48.17 60 3.16 2.86 0.85 8.46 28.4 100 0.63 758 766193 48.18 60 3.09 2.84 0.85 8.17 27.7 100 0.64 757 766194 48.20 60 3.08 2.88 0.84 8.13 28.2 100 0.66 759 764195 48.22 60 3.04 2.85 0.79 8.04 27.1 100 0.62 769 779196 48.23 60 3.13 2.93 0.85 8.21 28.4 100 0.66 775 775197 48.25 60 3.09 2.95 0.82 8.18 29.0 100 0.68 779 782198 48.27 60 3.08 2.92 0.79 8.20 28.3 100 0.66 780 781199 48.28 60 3.10 2.94 0.80 8.26 28.1 100 0.64 786 797200 48.30 60 3.12 2.99 0.80 8.34 29.4 100 0.70 791 791201 48.32 60 3.10 2.95 0.80 8.33 28.5 100 0.65 786 795202 48.33 60 3.10 2.95 0.80 8.34 28.4 100 0.66 789 791203 48.35 60 3.14 2.99 0.81 8.46 29.3 100 0.69 789 789204 48.37 60 3.15 2.98 0.80 8.46 29.5 100 0.69 791 798

GRL Engineers, Inc. Page 5Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips205 48.38 60 3.23 3.01 0.86 8.75 29.9 100 0.67 796 807206 48.40 60 3.13 2.95 0.82 8.46 29.2 100 0.68 792 794207 48.42 60 3.16 2.96 0.83 8.49 29.1 100 0.67 793 793208 48.43 60 3.03 2.89 0.76 8.11 27.6 100 0.64 789 794209 48.45 60 3.10 2.90 0.80 8.34 27.3 100 0.61 793 803210 48.47 60 3.08 2.95 0.78 8.27 28.5 100 0.67 792 795211 48.48 60 3.14 2.95 0.80 8.45 28.7 100 0.65 801 802212 48.50 60 3.08 2.91 0.80 8.25 28.0 100 0.65 793 793213 48.52 60 3.14 2.96 0.82 8.44 29.0 100 0.67 798 806214 48.53 60 3.11 2.94 0.80 8.34 28.8 100 0.67 796 801215 48.55 60 3.08 2.92 0.78 8.26 28.5 100 0.67 793 801216 48.57 60 3.08 2.95 0.79 8.26 29.0 100 0.70 791 799217 48.58 60 3.10 2.88 0.79 8.27 27.4 100 0.61 800 810218 48.60 60 3.05 2.89 0.77 8.14 27.8 100 0.64 793 802219 48.62 60 3.11 2.92 0.80 8.35 28.9 100 0.67 797 800220 48.63 60 3.11 2.93 0.82 8.29 29.0 100 0.69 794 796221 48.65 60 3.04 2.84 0.80 8.05 26.4 100 0.60 786 794222 48.67 60 3.01 2.88 0.74 8.03 27.5 100 0.65 792 792223 48.68 60 3.11 2.94 0.78 8.35 29.1 100 0.68 802 810224 48.70 60 3.13 2.91 0.81 8.43 28.7 100 0.65 803 805225 48.72 60 3.08 2.89 0.80 8.29 28.6 100 0.69 788 793226 48.73 60 3.06 2.90 0.76 8.23 28.8 100 0.68 797 800227 48.75 60 3.16 2.95 0.84 8.57 30.0 100 0.71 797 796228 48.77 60 3.06 2.86 0.79 8.28 28.1 100 0.65 793 796229 48.78 60 3.24 2.96 0.90 8.75 30.1 100 0.70 797 805230 48.80 60 3.06 2.88 0.79 8.28 29.0 100 0.70 788 794231 48.82 60 3.07 2.87 0.80 8.31 28.7 100 0.67 795 797232 48.83 60 3.12 2.90 0.83 8.45 29.4 100 0.69 795 795233 48.85 60 3.10 2.86 0.83 8.42 28.5 100 0.66 792 798234 48.87 60 3.13 2.91 0.83 8.47 29.7 100 0.71 794 794235 48.88 60 3.14 2.90 0.83 8.53 29.0 100 0.68 792 792236 48.90 60 3.11 2.91 0.82 8.44 29.6 100 0.72 791 788237 48.92 60 3.14 2.88 0.85 8.50 28.9 100 0.66 797 805238 48.93 60 3.05 2.87 0.81 8.21 28.8 100 0.70 787 787239 48.95 60 3.06 2.89 0.79 8.26 29.3 100 0.71 794 798240 48.97 60 3.17 2.92 0.88 8.56 29.9 100 0.71 795 796241 48.98 60 3.01 2.82 0.80 8.12 27.9 100 0.67 788 788242 49.00 60 3.05 2.86 0.80 8.29 28.5 100 0.68 794 800243 49.02 63 3.12 2.88 0.83 8.52 28.9 100 0.67 798 802244 49.03 63 3.14 2.92 0.84 8.59 30.2 100 0.73 801 801245 49.05 63 3.10 2.85 0.83 8.46 28.8 100 0.66 805 804246 49.06 63 3.13 2.88 0.85 8.56 29.2 100 0.68 797 802247 49.08 63 3.04 2.80 0.81 8.27 27.8 100 0.63 803 807248 49.10 63 3.13 2.88 0.85 8.60 29.3 100 0.69 797 801249 49.11 63 3.04 2.84 0.80 8.31 28.5 100 0.69 793 792250 49.13 63 3.10 2.86 0.81 8.49 28.7 100 0.66 802 806251 49.14 63 3.16 2.88 0.85 8.69 29.2 100 0.67 804 812252 49.16 63 3.09 2.92 0.82 8.52 30.7 100 0.77 802 797253 49.17 63 3.13 2.90 0.84 8.64 30.1 100 0.72 804 798254 49.19 63 3.11 2.85 0.81 8.59 29.3 100 0.67 812 810255 49.21 63 3.18 2.88 0.87 8.87 30.2 100 0.69 813 814256 49.22 63 3.10 2.88 0.83 8.59 30.5 100 0.73 813 806257 49.24 63 3.20 2.86 0.94 8.93 29.3 100 0.67 793 802

GRL Engineers, Inc. Page 6Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips258 49.25 63 3.02 2.83 0.79 8.33 28.5 100 0.69 798 791259 49.27 63 3.14 2.90 0.83 8.69 30.6 100 0.72 816 810260 49.29 63 3.08 2.82 0.83 8.57 29.0 100 0.67 809 807261 49.30 63 3.05 2.82 0.81 8.47 28.9 100 0.68 808 804262 49.32 63 3.09 2.85 0.83 8.60 29.8 100 0.72 805 800263 49.33 63 3.14 2.88 0.85 8.77 30.2 100 0.71 817 810264 49.35 63 3.10 2.84 0.84 8.66 30.1 100 0.72 810 801265 49.37 63 3.02 2.80 0.80 8.36 29.0 100 0.71 801 793266 49.38 63 3.02 2.83 0.79 8.38 29.4 100 0.73 803 795267 49.40 63 3.11 2.85 0.81 8.68 29.8 100 0.69 819 813268 49.41 63 3.14 2.88 0.86 8.80 30.8 100 0.74 812 805269 49.43 63 3.13 2.85 0.86 8.79 30.1 100 0.72 804 795270 49.44 63 3.03 2.82 0.81 8.45 29.4 100 0.72 807 798271 49.46 63 3.08 2.84 0.83 8.58 29.7 100 0.72 805 796272 49.48 63 3.09 2.83 0.83 8.65 29.4 100 0.69 814 807273 49.49 63 3.04 2.80 0.81 8.50 29.1 100 0.69 812 800274 49.51 63 3.04 2.82 0.84 8.55 29.3 100 0.72 797 791275 49.52 63 3.01 2.80 0.80 8.43 28.5 100 0.68 801 793276 49.54 63 3.06 2.84 0.81 8.57 29.3 100 0.70 809 800277 49.56 63 3.05 2.83 0.82 8.56 29.5 100 0.73 804 794278 49.57 63 3.00 2.78 0.80 8.40 28.5 100 0.68 804 793279 49.59 63 3.06 2.82 0.82 8.59 29.0 100 0.69 805 797280 49.60 63 3.01 2.81 0.80 8.47 29.3 100 0.71 812 803281 49.62 63 3.05 2.81 0.83 8.59 29.4 100 0.70 811 802282 49.63 63 3.05 2.81 0.86 8.57 29.2 100 0.71 797 791283 49.65 63 3.02 2.82 0.84 8.46 29.3 100 0.73 802 793284 49.67 63 2.94 2.78 0.78 8.25 28.4 100 0.71 798 792285 49.68 63 3.00 2.82 0.80 8.48 29.1 100 0.71 810 803286 49.70 63 3.04 2.79 0.83 8.59 28.7 100 0.67 815 807287 49.71 63 3.04 2.85 0.83 8.60 30.3 100 0.75 808 803288 49.73 63 2.98 2.75 0.86 8.33 27.7 100 0.68 780 780289 49.75 63 2.85 2.75 0.72 7.94 27.5 100 0.71 791 788290 49.76 63 2.96 2.80 0.77 8.37 28.5 100 0.69 810 803291 49.78 63 2.96 2.80 0.79 8.42 28.7 100 0.71 805 798292 49.79 63 2.98 2.82 0.80 8.48 28.9 100 0.72 803 798293 49.81 63 2.91 2.75 0.75 8.17 27.5 100 0.69 802 795294 49.83 63 2.96 2.80 0.77 8.39 28.8 100 0.71 810 802295 49.84 63 3.02 2.81 0.80 8.60 29.0 100 0.69 819 808296 49.86 63 3.03 2.82 0.82 8.65 29.8 100 0.72 815 806297 49.87 63 2.99 2.83 0.81 8.55 30.1 100 0.76 803 744298 49.89 63 3.02 2.79 0.82 8.62 28.7 100 0.67 813 806299 49.90 63 2.96 2.81 0.78 8.46 29.3 100 0.72 812 807300 49.92 63 2.96 2.81 0.78 8.46 29.4 100 0.73 812 808301 49.94 63 2.94 2.75 0.77 8.32 27.9 100 0.67 810 800302 49.95 63 2.92 2.79 0.75 8.35 28.8 100 0.72 805 799303 49.97 63 3.02 2.82 0.83 8.62 29.5 100 0.71 814 804304 49.98 63 2.90 2.79 0.75 8.24 28.9 100 0.76 795 734305 50.00 63 2.90 2.78 0.73 8.24 28.5 100 0.73 802 800306 50.01 67 2.97 2.81 0.76 8.52 29.2 100 0.71 820 813307 50.03 67 3.01 2.83 0.83 8.61 29.8 100 0.74 812 806308 50.04 67 2.92 2.78 0.77 8.44 28.7 100 0.72 805 800309 50.06 67 2.95 2.77 0.74 8.44 28.7 100 0.70 815 809310 50.07 67 2.99 2.78 0.80 8.63 28.9 100 0.68 820 811

GRL Engineers, Inc. Page 7Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips311 50.09 67 2.94 2.74 0.75 8.41 28.0 100 0.67 815 806312 50.10 67 2.98 2.81 0.80 8.62 29.3 100 0.72 807 804313 50.12 67 2.97 2.74 0.75 8.44 28.1 100 0.66 825 814314 50.13 67 3.01 2.82 0.84 8.72 29.7 100 0.73 807 804315 50.15 67 2.87 2.70 0.74 8.25 26.7 100 0.65 797 794316 50.16 67 2.92 2.78 0.71 8.33 28.6 100 0.71 815 815317 50.18 67 3.00 2.81 0.79 8.75 29.6 100 0.69 828 820318 50.19 67 2.99 2.81 0.81 8.70 29.9 100 0.73 822 815319 50.21 67 2.93 2.74 0.71 8.23 28.6 100 0.73 811 778320 50.22 67 2.94 2.77 0.77 8.53 28.9 100 0.70 817 811321 50.24 67 2.92 2.75 0.75 8.46 28.2 100 0.69 813 807322 50.25 67 2.91 2.76 0.74 8.41 28.3 100 0.70 815 809323 50.27 67 2.94 2.79 0.75 8.56 29.2 100 0.72 821 817324 50.28 67 2.97 2.79 0.75 8.53 29.5 100 0.72 822 822325 50.30 67 2.96 2.77 0.77 8.57 29.2 100 0.71 820 816326 50.31 67 2.95 2.75 0.80 8.57 28.4 100 0.67 815 811327 50.33 67 2.91 2.74 0.73 8.38 28.3 100 0.71 813 813328 50.34 67 2.94 2.80 0.75 8.56 29.6 100 0.74 819 782329 50.36 67 2.96 2.77 0.74 8.52 29.1 100 0.70 825 824330 50.37 67 2.95 2.78 0.75 8.55 29.4 100 0.73 819 772331 50.39 67 2.92 2.76 0.75 8.47 28.7 100 0.71 814 814332 50.40 67 2.93 2.77 0.72 8.44 29.0 100 0.72 819 825333 50.42 67 2.96 2.82 0.76 8.69 30.1 100 0.75 829 829334 50.43 67 2.97 2.78 0.77 8.69 29.4 100 0.71 829 824335 50.45 67 2.99 2.79 0.76 8.72 30.1 100 0.73 831 833336 50.46 67 2.97 2.78 0.76 8.73 29.7 100 0.72 827 826337 50.48 67 2.98 2.78 0.80 8.78 29.5 100 0.71 828 826338 50.49 67 2.99 2.74 0.74 8.60 28.7 100 0.67 837 829339 50.51 67 2.93 2.74 0.76 8.57 28.8 100 0.71 819 819340 50.52 67 2.94 2.79 0.74 8.60 29.4 100 0.73 823 828341 50.54 67 2.95 2.83 0.76 8.69 30.6 100 0.78 817 757342 50.55 67 2.94 2.76 0.75 8.57 29.2 100 0.72 822 828343 50.57 67 2.87 2.73 0.70 8.32 27.9 100 0.71 816 815344 50.58 67 2.93 2.79 0.74 8.63 29.0 100 0.71 827 826345 50.60 67 2.95 2.77 0.71 8.49 28.9 100 0.71 828 830346 50.61 67 2.92 2.77 0.73 8.56 28.9 100 0.71 824 824347 50.63 67 2.95 2.76 0.74 8.60 28.6 100 0.69 831 827348 50.64 67 2.94 2.79 0.76 8.71 29.2 100 0.71 826 825349 50.66 67 2.89 2.77 0.70 8.41 28.7 100 0.73 820 824350 50.67 67 2.90 2.79 0.74 8.57 28.8 100 0.72 820 818351 50.69 67 2.90 2.79 0.71 8.47 28.8 100 0.73 825 825352 50.70 67 2.93 2.78 0.71 8.50 28.8 100 0.71 830 831353 50.72 67 2.93 2.78 0.74 8.55 28.6 100 0.70 830 827354 50.73 67 2.89 2.77 0.69 8.45 28.3 100 0.71 828 824355 50.75 67 2.92 2.80 0.73 8.61 28.8 100 0.71 831 828356 50.76 67 2.90 2.78 0.69 8.37 28.6 100 0.72 828 799357 50.78 67 2.96 2.81 0.79 8.75 29.0 100 0.69 831 829358 50.79 67 2.84 2.75 0.71 8.37 28.0 100 0.73 814 814359 50.81 67 2.91 2.79 0.71 8.37 28.7 100 0.72 830 792360 50.82 67 2.92 2.78 0.74 8.63 28.6 100 0.69 832 830361 50.84 67 2.93 2.77 0.73 8.52 28.4 100 0.70 834 831362 50.85 67 3.01 2.81 0.73 8.61 30.2 100 0.74 841 807363 50.87 67 2.98 2.79 0.78 8.80 29.5 100 0.71 839 835

GRL Engineers, Inc. Page 8Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips364 50.88 67 2.90 2.73 0.74 8.55 27.7 100 0.67 823 822365 50.90 67 2.99 2.80 0.72 8.48 29.8 100 0.75 837 805366 50.91 67 2.98 2.81 0.80 8.85 29.4 100 0.71 833 834367 50.93 67 2.93 2.74 0.72 8.51 28.2 100 0.69 835 832368 50.94 67 2.94 2.79 0.74 8.65 29.3 100 0.73 830 834369 50.96 67 2.92 2.78 0.73 8.51 29.1 100 0.74 824 790370 50.97 67 2.93 2.74 0.73 8.52 27.9 100 0.68 835 830371 50.99 67 2.90 2.74 0.71 8.40 28.0 100 0.69 828 829372 51.00 67 2.95 2.77 0.72 8.60 28.2 100 0.68 842 837373 51.01 72 2.94 2.79 0.74 8.59 29.0 100 0.73 831 834374 51.03 72 2.93 2.76 0.74 8.44 27.9 100 0.67 839 832375 51.04 72 2.98 2.80 0.75 8.72 29.4 100 0.71 841 839376 51.06 72 2.93 2.74 0.72 8.52 28.3 100 0.69 836 833377 51.07 72 2.96 2.79 0.76 8.71 29.1 100 0.71 840 836378 51.08 72 2.95 2.76 0.73 8.54 28.7 100 0.71 834 834379 51.10 72 2.99 2.81 0.76 8.82 29.4 100 0.71 845 842380 51.11 72 2.97 2.78 0.77 8.62 28.9 100 0.71 836 832381 51.13 72 2.91 2.74 0.74 8.44 28.0 100 0.69 830 828382 51.14 72 2.88 2.74 0.71 8.37 27.9 100 0.70 827 827383 51.15 72 2.96 2.83 0.73 8.67 29.8 100 0.75 837 813384 51.17 72 2.97 2.82 0.75 8.80 29.6 100 0.72 843 844385 51.18 72 2.97 2.84 0.77 8.86 30.0 100 0.75 839 841386 51.19 72 2.91 2.78 0.73 8.44 28.8 100 0.73 829 832387 51.21 72 2.86 2.72 0.69 8.30 27.4 100 0.68 830 829388 51.22 72 2.94 2.77 0.74 8.66 27.8 100 0.65 837 839389 51.24 72 2.94 2.80 0.73 8.56 28.6 100 0.70 845 843390 51.25 72 2.93 2.82 0.74 8.69 29.4 100 0.74 835 836391 51.26 72 2.89 2.78 0.71 8.39 28.6 100 0.73 832 816392 51.28 72 2.93 2.81 0.72 8.51 28.9 100 0.72 844 845393 51.29 72 2.97 2.86 0.75 8.75 30.2 100 0.75 847 825394 51.31 72 2.99 2.82 0.73 8.71 29.7 100 0.73 850 856395 51.32 72 2.99 2.85 0.79 8.89 30.4 100 0.75 847 848396 51.33 72 2.89 2.74 0.71 8.38 28.1 100 0.70 833 834397 51.35 72 2.88 2.76 0.72 8.40 28.0 100 0.70 838 837398 51.36 72 2.94 2.80 0.73 8.63 28.7 100 0.70 847 844399 51.38 72 2.99 2.84 0.80 8.86 29.4 100 0.69 849 853400 51.39 72 2.91 2.78 0.71 8.46 28.7 100 0.72 842 845401 51.40 72 2.95 2.82 0.74 8.66 29.2 100 0.72 848 848402 51.42 72 2.95 2.81 0.75 8.66 29.2 100 0.72 845 845403 51.43 72 2.96 2.80 0.72 8.52 29.1 100 0.72 849 856404 51.44 72 2.98 2.88 0.76 8.95 30.8 100 0.76 852 826405 51.46 72 2.92 2.81 0.75 8.69 29.2 100 0.73 842 842406 51.47 72 2.97 2.85 0.73 8.66 29.7 100 0.73 852 859407 51.49 72 2.89 2.79 0.77 8.69 27.9 100 0.68 835 839408 51.50 72 2.86 2.76 0.70 8.17 27.8 100 0.71 838 827409 51.51 72 2.94 2.84 0.73 8.66 29.0 100 0.71 858 857410 51.53 72 3.00 2.86 0.76 8.83 30.0 100 0.72 860 861411 51.54 72 2.94 2.86 0.81 8.85 29.6 100 0.73 842 845412 51.56 72 2.86 2.79 0.74 8.47 28.3 100 0.71 832 834413 51.57 72 2.89 2.82 0.71 8.50 28.7 100 0.72 849 849414 51.58 72 2.95 2.86 0.75 8.83 29.4 100 0.70 855 860415 51.60 72 2.90 2.82 0.73 8.57 29.1 100 0.73 845 848416 51.61 72 2.92 2.83 0.71 8.55 29.2 100 0.72 853 854

GRL Engineers, Inc. Page 9Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips417 51.63 72 2.95 2.87 0.75 8.77 29.9 100 0.73 857 857418 51.64 72 2.91 2.83 0.74 8.79 28.6 100 0.69 848 851419 51.65 72 2.96 2.87 0.75 8.79 29.7 100 0.72 859 860420 51.67 72 2.94 2.86 0.79 8.76 29.2 100 0.70 851 857421 51.68 72 2.86 2.76 0.71 8.30 27.3 100 0.67 843 845422 51.69 72 2.94 2.83 0.72 8.60 28.4 100 0.67 861 864423 51.71 72 2.94 2.87 0.76 8.91 29.4 100 0.70 858 861424 51.72 72 2.95 2.86 0.76 8.79 29.2 100 0.70 857 859425 51.74 72 2.96 2.89 0.75 8.82 29.9 100 0.72 861 862426 51.75 72 2.92 2.86 0.74 8.72 29.3 100 0.72 858 859427 51.76 72 2.94 2.85 0.76 8.79 29.0 100 0.69 858 861428 51.78 72 2.87 2.81 0.71 8.48 28.3 100 0.70 847 847429 51.79 72 2.96 2.92 0.76 8.77 30.2 100 0.74 865 865430 51.81 72 2.95 2.91 0.75 8.80 30.1 100 0.73 862 862431 51.82 72 2.92 2.89 0.79 8.75 29.6 100 0.72 854 854432 51.83 72 2.88 2.84 0.72 8.52 28.7 100 0.71 851 854433 51.85 72 2.85 2.85 0.72 8.49 28.6 100 0.72 846 847434 51.86 72 2.88 2.87 0.72 8.61 28.8 100 0.71 856 857435 51.88 72 2.93 2.88 0.74 8.74 28.9 100 0.68 864 870436 51.89 72 2.89 2.89 0.73 8.65 29.4 100 0.73 856 858437 51.90 72 2.91 2.87 0.72 8.62 29.0 100 0.70 858 861438 51.92 72 2.92 2.85 0.74 8.66 28.4 100 0.66 866 873439 51.93 72 2.91 2.88 0.73 8.62 29.0 100 0.70 861 865440 51.94 72 2.89 2.90 0.72 8.56 29.8 100 0.76 858 859441 51.96 72 2.94 2.92 0.74 8.66 30.2 100 0.75 868 869442 51.97 72 2.95 2.91 0.81 8.89 29.3 100 0.69 865 872443 51.99 72 2.91 2.90 0.72 8.62 29.6 100 0.73 862 865444 52.00 72 2.94 2.90 0.75 8.72 29.5 100 0.70 871 875445 52.01 81 2.94 2.92 0.75 8.83 30.1 100 0.73 870 875446 52.02 81 2.90 2.86 0.73 8.62 28.9 100 0.70 860 862447 52.04 81 2.97 2.95 0.76 8.85 30.7 100 0.75 875 877448 52.05 81 2.88 2.84 0.74 8.59 28.2 100 0.67 857 866449 52.06 81 2.86 2.89 0.72 8.59 28.9 100 0.73 852 852450 52.07 81 2.83 2.86 0.72 8.42 28.4 100 0.71 853 856451 52.09 81 2.86 2.86 0.72 8.31 28.4 100 0.70 862 861452 52.10 81 2.93 2.92 0.76 8.77 29.2 100 0.70 866 872453 52.11 81 2.86 2.90 0.73 8.58 28.8 100 0.70 862 867454 52.12 81 2.86 2.89 0.72 8.56 28.7 100 0.71 862 862455 52.14 81 2.92 2.88 0.75 8.74 27.8 100 0.63 866 872456 52.15 81 2.79 2.85 0.70 8.25 27.5 100 0.69 851 857457 52.16 81 2.87 2.90 0.72 8.57 28.3 100 0.68 866 872458 52.17 81 2.90 2.90 0.73 8.63 28.4 100 0.66 874 883459 52.19 81 2.92 2.95 0.74 8.68 30.2 100 0.74 877 878460 52.20 81 2.98 2.93 0.77 8.97 29.2 100 0.68 876 881461 52.21 81 2.86 2.87 0.72 8.53 28.3 100 0.68 863 864462 52.22 81 3.00 2.97 0.79 8.93 30.2 100 0.71 879 879463 52.23 81 2.91 2.88 0.73 8.68 28.5 100 0.67 870 876464 52.25 81 2.91 2.94 0.73 8.67 29.8 100 0.73 872 872465 52.26 81 2.93 2.90 0.73 8.73 28.8 100 0.68 874 879466 52.27 81 2.91 2.93 0.73 8.70 29.3 100 0.71 874 877467 52.28 81 2.96 2.94 0.74 8.82 29.6 100 0.69 883 888468 52.30 81 2.96 2.92 0.75 8.87 29.2 100 0.71 867 870469 52.31 81 2.95 2.91 0.72 8.82 28.7 100 0.67 875 880

GRL Engineers, Inc. Page 10Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips470 52.32 81 2.91 2.93 0.72 8.65 29.6 100 0.71 877 880471 52.33 81 2.92 2.90 0.73 8.71 28.8 100 0.69 868 873472 52.35 81 2.93 2.92 0.71 8.72 29.2 100 0.70 872 877473 52.36 81 2.96 2.93 0.73 8.79 29.1 100 0.70 874 879474 52.37 81 2.93 2.92 0.72 8.68 29.2 100 0.70 873 875475 52.38 81 2.90 2.90 0.72 8.54 28.6 100 0.69 868 868476 52.40 81 2.93 2.92 0.73 8.66 28.9 100 0.70 868 871477 52.41 81 2.91 2.93 0.71 8.60 29.1 100 0.72 868 868478 52.42 81 2.95 2.93 0.71 8.72 29.3 100 0.70 880 884479 52.43 81 2.99 2.92 0.73 8.83 29.0 100 0.68 871 876480 52.44 81 2.93 2.90 0.71 8.59 28.7 100 0.69 870 875481 52.46 81 2.93 2.93 0.72 8.55 29.4 100 0.71 874 879482 52.47 81 2.95 2.89 0.71 8.69 28.4 100 0.67 867 872483 52.48 81 2.99 2.91 0.71 8.84 28.5 100 0.66 873 880484 52.49 81 2.99 2.94 0.71 8.83 29.2 100 0.69 877 878485 52.51 81 2.92 2.90 0.70 8.56 28.7 100 0.68 872 876486 52.52 81 3.05 2.98 0.73 9.03 30.6 100 0.72 885 885487 52.53 81 2.94 2.88 0.71 8.57 28.3 100 0.68 866 871488 52.54 81 2.99 2.91 0.72 8.69 28.9 100 0.67 875 884489 52.56 81 2.98 2.93 0.71 8.63 29.5 100 0.71 874 875490 52.57 81 3.00 2.96 0.70 8.79 30.2 100 0.74 871 871491 52.58 81 3.04 2.96 0.72 8.99 30.4 100 0.72 877 877492 52.59 81 3.05 3.01 0.73 8.98 31.8 100 0.79 872 867493 52.60 81 2.99 2.90 0.70 8.72 28.9 100 0.68 871 874494 52.62 81 3.00 2.92 0.70 8.79 29.3 100 0.70 871 876495 52.63 81 3.08 2.97 0.74 9.05 30.4 100 0.71 880 880496 52.64 81 2.99 2.89 0.71 8.71 28.8 100 0.68 871 876497 52.65 81 2.99 2.91 0.70 8.74 29.2 100 0.70 872 876498 52.67 81 3.08 2.98 0.74 9.08 30.3 100 0.71 884 886499 52.68 81 3.05 2.95 0.72 8.96 30.4 100 0.73 872 876500 52.69 81 3.06 2.91 0.71 8.97 29.1 100 0.66 878 883501 52.70 81 3.08 2.96 0.77 8.99 30.5 100 0.73 868 868502 52.72 81 2.96 2.87 0.69 8.59 28.7 100 0.70 857 859503 52.73 81 3.02 2.92 0.69 8.82 29.4 100 0.69 875 880504 52.74 81 3.09 2.98 0.73 9.10 30.9 100 0.72 883 888505 52.75 81 3.07 2.92 0.74 8.99 29.8 100 0.70 872 877506 52.77 81 2.98 2.89 0.69 8.63 29.2 100 0.72 859 860507 52.78 81 3.06 2.93 0.71 8.88 30.1 100 0.71 874 877508 52.79 81 3.08 2.92 0.72 8.97 30.0 100 0.69 878 884509 52.80 81 3.02 2.89 0.70 8.75 29.6 100 0.73 859 860510 52.81 81 3.05 2.89 0.70 8.80 29.1 100 0.66 878 883511 52.83 81 3.07 2.93 0.71 8.93 30.4 100 0.72 873 877512 52.84 81 3.11 2.93 0.74 9.04 30.5 100 0.72 873 876513 52.85 81 3.13 2.96 0.74 9.13 31.3 100 0.74 880 883514 52.86 81 3.07 2.89 0.71 8.89 29.7 100 0.70 870 875515 52.88 81 3.12 2.94 0.73 9.11 30.8 100 0.73 875 879516 52.89 81 3.09 2.91 0.73 8.96 30.4 100 0.73 869 871517 52.90 81 3.13 2.94 0.73 9.07 30.9 100 0.73 872 872518 52.91 81 3.09 2.90 0.71 8.93 30.1 100 0.70 871 875519 52.93 81 3.10 2.93 0.73 8.96 30.9 100 0.75 870 868520 52.94 81 3.10 2.85 0.74 8.94 28.8 100 0.66 864 869521 52.95 81 3.07 2.88 0.71 8.82 29.2 100 0.68 867 873522 52.96 81 3.13 2.93 0.76 8.98 30.5 100 0.73 866 868

GRL Engineers, Inc. Page 11Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips523 52.98 81 3.06 2.86 0.71 8.77 28.8 100 0.68 861 866524 52.99 81 3.10 2.87 0.72 8.91 29.0 100 0.65 874 878525 53.00 81 3.08 2.89 0.73 8.81 29.6 100 0.72 861 862526 53.01 78 3.10 2.89 0.72 8.85 29.5 100 0.70 862 865527 53.03 78 3.04 2.84 0.68 8.65 28.3 100 0.67 857 859528 53.04 78 3.04 2.88 0.69 8.62 29.5 100 0.71 866 866529 53.05 78 3.12 2.89 0.71 8.88 29.6 100 0.69 870 871530 53.06 78 3.15 2.93 0.73 9.00 30.7 100 0.73 873 873531 53.08 78 3.12 2.85 0.72 8.91 29.2 100 0.66 874 878532 53.09 78 3.16 2.86 0.75 9.00 29.1 100 0.65 870 878533 53.10 78 3.09 2.82 0.71 8.78 28.0 100 0.64 856 863534 53.12 78 3.14 2.94 0.70 8.94 31.3 100 0.76 871 871535 53.13 78 3.19 2.94 0.73 9.10 31.5 100 0.75 873 873536 53.14 78 3.22 2.92 0.80 9.20 30.7 100 0.72 865 866537 53.15 78 3.09 2.82 0.71 8.75 28.6 100 0.68 849 854538 53.17 78 3.10 2.84 0.70 8.75 28.8 100 0.69 855 855539 53.18 78 3.14 2.87 0.72 8.88 29.6 100 0.70 860 860540 53.19 78 3.14 2.82 0.76 8.79 28.4 100 0.67 852 852541 53.21 78 3.04 2.79 0.68 8.44 28.0 100 0.66 853 857542 53.22 78 3.23 2.94 0.76 9.16 31.3 100 0.74 873 875543 53.23 78 3.23 2.93 0.74 9.14 31.9 100 0.75 879 881544 53.24 78 3.25 2.89 0.78 9.18 31.2 100 0.71 874 879545 53.26 78 3.23 2.86 0.78 9.14 30.3 100 0.68 870 875546 53.27 78 3.25 2.93 0.78 9.18 32.1 100 0.77 870 870547 53.28 78 3.18 2.86 0.75 8.92 30.5 100 0.73 858 858548 53.29 78 3.23 2.88 0.81 9.01 30.5 100 0.73 853 856549 53.31 78 3.16 2.85 0.74 8.82 29.7 100 0.72 850 852550 53.32 78 3.21 2.88 0.75 8.99 30.5 100 0.71 866 869551 53.33 78 3.26 2.91 0.77 9.15 32.0 100 0.76 870 872552 53.35 78 3.23 2.85 0.77 9.02 30.5 100 0.69 869 876553 53.36 78 3.29 2.89 0.81 9.25 31.6 100 0.73 868 873554 53.37 78 3.27 2.84 0.81 9.17 30.2 100 0.67 865 875555 53.38 78 3.27 2.85 0.82 9.12 30.7 100 0.72 856 859556 53.40 78 3.24 2.88 0.78 9.01 31.4 100 0.75 861 862557 53.41 78 3.21 2.82 0.77 8.89 30.1 100 0.71 855 858558 53.42 78 3.16 2.81 0.74 8.68 30.0 100 0.74 843 843559 53.44 78 3.21 2.88 0.76 8.89 31.1 100 0.77 851 850560 53.45 78 3.23 2.84 0.78 8.88 30.1 100 0.70 861 865561 53.46 78 3.24 2.85 0.78 8.90 30.6 100 0.73 857 859562 53.47 78 3.20 2.83 0.75 8.82 30.5 100 0.73 855 855563 53.49 78 3.27 2.86 0.79 9.03 31.2 100 0.73 862 864564 53.50 78 3.28 2.80 0.86 8.93 29.6 100 0.67 850 854565 53.51 78 3.14 2.79 0.72 8.57 29.8 100 0.74 841 842566 53.53 78 3.31 2.89 0.80 9.17 31.5 100 0.73 869 869567 53.54 78 3.30 2.83 0.83 9.11 30.6 100 0.71 853 858568 53.55 78 3.27 2.82 0.80 9.05 29.9 100 0.70 853 853569 53.56 78 3.35 2.89 0.85 9.23 31.8 100 0.75 857 857570 53.58 78 3.17 2.77 0.74 8.60 29.3 100 0.70 845 847571 53.59 78 3.25 2.83 0.77 8.88 30.5 100 0.74 852 852572 53.60 78 3.28 2.82 0.81 9.03 30.2 100 0.70 853 858573 53.62 78 3.32 2.84 0.83 9.05 31.1 100 0.73 854 858574 53.63 78 3.25 2.78 0.79 8.85 29.9 100 0.71 845 849575 53.64 78 3.29 2.80 0.82 8.96 30.0 100 0.69 851 853

GRL Engineers, Inc. Page 12Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips576 53.65 78 3.24 2.78 0.78 8.74 29.6 100 0.71 843 847577 53.67 78 3.26 2.81 0.79 8.83 30.0 100 0.72 846 846578 53.68 78 3.29 2.79 0.82 8.93 29.7 100 0.70 846 851579 53.69 78 3.30 2.80 0.81 8.95 30.0 100 0.70 852 852580 53.71 78 3.27 2.81 0.80 8.76 30.7 100 0.74 846 847581 53.72 78 3.32 2.77 0.83 8.99 29.4 100 0.66 850 854582 53.73 78 3.36 2.83 0.86 9.02 31.3 100 0.73 851 851583 53.74 78 3.24 2.71 0.80 8.66 28.6 100 0.67 834 838584 53.76 78 3.29 2.80 0.78 8.86 30.4 100 0.73 846 849585 53.77 78 3.35 2.78 0.86 8.94 30.2 100 0.69 850 852586 53.78 78 3.25 2.77 0.80 8.67 30.1 100 0.74 837 838587 53.79 78 3.28 2.78 0.80 8.83 30.0 100 0.72 838 838588 53.81 78 3.36 2.79 0.87 8.99 30.1 100 0.69 847 851589 53.82 78 3.26 2.78 0.80 8.69 30.6 100 0.77 829 828590 53.83 78 3.31 2.79 0.82 8.89 30.5 100 0.74 836 838591 53.85 78 3.30 2.77 0.82 8.76 29.9 100 0.71 838 842592 53.86 78 3.30 2.75 0.83 8.74 29.5 100 0.70 835 839593 53.87 78 3.30 2.75 0.79 8.82 29.7 100 0.70 839 842594 53.88 78 3.43 2.82 0.91 9.17 31.6 100 0.74 847 847595 53.90 78 3.33 2.75 0.82 8.82 30.4 100 0.72 835 838596 53.91 78 3.37 2.77 0.85 9.00 30.8 100 0.74 833 833597 53.92 78 3.30 2.75 0.82 8.76 30.2 100 0.72 831 831598 53.94 78 3.35 2.74 0.84 8.91 29.9 100 0.70 836 838599 53.95 78 3.32 2.75 0.81 8.82 30.3 100 0.74 831 833600 53.96 78 3.33 2.73 0.82 8.80 29.7 100 0.70 832 836601 53.97 78 3.28 2.71 0.79 8.66 29.4 100 0.70 830 834602 53.99 78 3.38 2.75 0.85 8.94 30.4 100 0.71 836 840603 54.00 78 3.39 2.73 0.88 8.99 30.0 100 0.69 834 839604 54.01 71 3.36 2.74 0.83 8.83 30.6 100 0.72 834 836605 54.03 71 3.45 2.77 0.93 9.14 31.5 100 0.74 833 833606 54.04 71 3.31 2.69 0.80 8.68 29.7 100 0.69 833 836607 54.06 71 3.48 2.74 0.92 9.18 31.4 100 0.71 838 841608 54.07 71 3.43 2.72 0.90 9.10 31.0 100 0.70 833 838609 54.08 71 3.46 2.71 0.95 9.14 30.9 100 0.73 820 820610 54.10 71 3.33 2.67 0.84 8.71 29.6 100 0.71 815 815611 54.11 71 3.31 2.66 0.83 8.65 29.3 100 0.72 808 808612 54.13 71 3.43 2.74 0.89 9.07 30.7 100 0.73 824 824613 54.14 71 3.37 2.68 0.86 8.91 29.5 100 0.69 818 819614 54.15 71 3.36 2.68 0.86 8.77 29.9 100 0.72 814 815615 54.17 71 3.32 2.68 0.82 8.66 29.8 100 0.73 816 816616 54.18 71 3.41 2.71 0.88 8.92 30.9 100 0.74 821 821617 54.20 71 3.36 2.64 0.87 8.78 29.0 100 0.70 805 809618 54.21 71 3.33 2.65 0.81 8.69 29.1 100 0.69 814 817619 54.23 71 3.33 2.63 0.84 8.70 28.7 100 0.69 804 806620 54.24 71 3.41 2.72 0.87 8.89 30.9 100 0.74 820 823621 54.25 71 3.36 2.60 0.85 8.78 28.5 100 0.65 808 813622 54.27 71 3.32 2.61 0.82 8.67 28.7 100 0.69 804 806623 54.28 71 3.38 2.67 0.88 8.82 30.0 100 0.73 808 808624 54.30 71 3.40 2.68 0.88 8.88 30.5 100 0.75 810 810625 54.31 71 3.36 2.67 0.83 8.68 30.5 100 0.75 814 815626 54.32 71 3.46 2.66 0.89 9.04 30.6 100 0.70 818 821627 54.34 71 3.56 2.69 1.00 9.29 31.6 100 0.71 817 820628 54.35 71 3.39 2.61 0.90 8.71 29.8 100 0.73 796 796

GRL Engineers, Inc. Page 13Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips629 54.37 71 3.36 2.58 0.86 8.76 28.8 100 0.68 794 796630 54.38 71 3.47 2.69 0.91 9.03 31.2 100 0.73 817 819631 54.39 71 3.44 2.66 0.90 8.96 31.1 100 0.75 804 805632 54.41 71 3.42 2.69 0.89 8.89 32.4 100 0.84 799 760633 54.42 71 3.49 2.69 0.93 9.11 31.8 100 0.76 807 809634 54.44 71 3.38 2.62 0.88 8.73 30.0 100 0.73 799 799635 54.45 71 3.40 2.57 0.89 8.76 29.1 100 0.69 792 794636 54.46 71 3.46 2.62 0.90 8.97 30.5 100 0.71 803 805637 54.48 71 3.47 2.64 0.92 8.99 31.2 100 0.74 805 806638 54.49 71 3.55 2.67 0.97 9.19 32.6 100 0.77 813 812639 54.51 71 3.43 2.60 0.92 8.84 30.7 100 0.76 793 792640 54.52 71 3.52 2.66 0.96 9.14 31.9 100 0.75 806 807641 54.54 71 3.44 2.61 0.92 8.89 30.9 100 0.76 793 794642 54.55 71 3.41 2.57 0.90 8.77 29.9 100 0.72 791 790643 54.56 71 3.53 2.64 0.96 9.15 32.0 100 0.77 802 804644 54.58 71 3.44 2.57 0.92 8.85 30.4 100 0.73 796 792645 54.59 71 3.51 2.60 0.97 9.08 31.1 100 0.74 793 794646 54.61 71 3.48 2.60 0.96 8.94 31.1 100 0.76 790 789647 54.62 71 3.41 2.55 0.92 8.74 29.8 100 0.73 776 778648 54.63 71 3.48 2.59 0.94 8.94 30.5 100 0.73 792 793649 54.65 71 3.52 2.60 0.98 9.07 31.3 100 0.74 799 798650 54.66 71 3.38 2.48 0.92 8.66 28.5 100 0.69 767 770651 54.68 71 3.52 2.62 0.97 9.02 31.4 100 0.75 798 797652 54.69 71 3.53 2.60 1.00 9.04 31.5 100 0.75 796 793653 54.70 71 3.47 2.58 0.95 8.88 31.2 100 0.77 787 785654 54.72 71 3.49 2.60 0.96 8.92 31.6 100 0.77 797 795655 54.73 71 3.46 2.55 0.95 8.85 30.6 100 0.75 781 779656 54.75 71 3.54 2.58 1.00 9.07 31.7 100 0.76 793 791657 54.76 71 3.52 2.59 1.00 8.99 32.2 100 0.80 789 788658 54.77 71 3.50 2.54 0.98 8.92 30.7 100 0.72 789 786659 54.79 71 3.53 2.59 1.00 8.99 32.0 100 0.78 797 795660 54.80 71 3.53 2.52 1.00 8.97 30.7 100 0.72 783 780661 54.82 71 3.51 2.54 1.00 8.95 31.1 100 0.75 787 784662 54.83 71 3.53 2.53 1.02 8.97 31.1 100 0.75 779 776663 54.85 71 3.50 2.52 1.00 8.92 30.4 100 0.73 775 773664 54.86 71 3.49 2.53 0.98 8.83 30.8 100 0.75 781 778665 54.87 71 3.56 2.53 1.04 9.02 31.1 100 0.73 788 784666 54.89 71 3.47 2.51 1.01 8.79 30.7 100 0.77 770 768667 54.90 71 3.48 2.53 1.00 8.82 31.1 100 0.78 776 776668 54.92 71 3.50 2.53 1.02 8.86 30.6 100 0.76 770 769669 54.93 71 3.47 2.50 1.00 8.79 29.9 100 0.74 763 762670 54.94 71 3.42 2.49 0.94 8.61 29.6 100 0.73 773 769671 54.96 71 3.53 2.54 1.04 8.91 31.0 100 0.75 779 776672 54.97 71 3.53 2.53 1.05 8.87 30.9 100 0.75 778 775673 54.99 71 3.47 2.48 1.01 8.75 29.9 100 0.74 766 764674 55.00 71 3.52 2.55 1.02 8.88 31.6 100 0.78 784 784675 55.02 61 3.57 2.53 1.07 9.00 31.4 100 0.76 782 778676 55.03 61 3.58 2.55 1.08 9.03 32.4 100 0.80 784 785677 55.05 61 3.55 2.51 1.07 8.94 31.6 100 0.77 776 775678 55.07 61 3.57 2.52 1.10 8.99 31.6 100 0.77 774 771679 55.08 61 3.50 2.48 1.04 8.81 30.5 100 0.75 770 767680 55.10 61 3.54 2.49 1.07 8.89 30.9 100 0.75 770 767681 55.11 61 3.50 2.47 1.05 8.76 30.4 100 0.75 764 762

GRL Engineers, Inc. Page 14Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips682 55.13 61 3.52 2.47 1.06 8.84 30.3 100 0.73 768 765683 55.15 61 3.54 2.48 1.06 8.89 30.8 100 0.76 763 761684 55.16 61 3.59 2.51 1.10 9.00 31.5 100 0.77 773 771685 55.18 61 3.54 2.48 1.10 8.86 31.1 100 0.78 760 759686 55.20 61 3.44 2.44 1.02 8.60 29.4 100 0.72 764 759687 55.21 61 3.51 2.47 1.05 8.72 30.4 100 0.75 767 764688 55.23 61 3.58 2.50 1.11 8.96 31.4 100 0.76 770 768689 55.25 61 3.54 2.45 1.09 8.86 30.3 100 0.73 764 760690 55.26 61 3.59 2.50 1.13 8.98 31.3 100 0.76 767 766691 55.28 61 3.58 2.45 1.12 8.94 30.5 100 0.73 763 760692 55.30 61 3.45 2.40 1.05 8.55 29.1 100 0.73 748 745693 55.31 61 3.56 2.50 1.11 8.89 31.5 100 0.77 775 773694 55.33 61 3.52 2.43 1.11 8.72 30.1 100 0.76 749 747695 55.34 61 3.49 2.46 1.08 8.71 30.3 100 0.77 752 751696 55.36 61 3.60 2.47 1.14 8.96 30.8 100 0.73 765 760697 55.38 61 3.50 2.44 1.10 8.72 30.2 100 0.76 754 752698 55.39 61 3.50 2.40 1.10 8.71 28.9 100 0.71 744 742699 55.41 61 3.42 2.40 1.02 8.52 28.7 100 0.72 747 745700 55.43 61 3.59 2.50 1.12 8.94 31.5 100 0.77 771 770701 55.44 61 3.59 2.49 1.14 8.95 31.8 100 0.80 765 765702 55.46 61 3.54 2.45 1.11 8.85 30.4 100 0.74 762 758703 55.48 61 3.55 2.43 1.12 8.83 30.0 100 0.72 759 757704 55.49 61 3.51 2.43 1.10 8.70 30.4 100 0.76 755 755705 55.51 61 3.51 2.45 1.10 8.74 30.6 100 0.78 755 755706 55.52 61 3.55 2.47 1.13 8.88 31.2 100 0.79 760 760707 55.54 61 3.54 2.44 1.12 8.79 30.5 100 0.75 759 756708 55.56 61 3.58 2.51 1.14 8.92 32.5 100 0.84 760 714709 55.57 61 3.59 2.48 1.17 8.97 31.8 100 0.80 760 760710 55.59 61 3.53 2.47 1.11 8.80 31.6 100 0.80 759 749711 55.61 61 3.63 2.49 1.19 9.02 32.3 100 0.80 768 768712 55.62 61 3.52 2.42 1.12 8.78 30.9 100 0.78 756 758713 55.64 61 3.64 2.48 1.18 9.08 32.5 100 0.79 769 771714 55.66 61 3.64 2.47 1.21 9.09 32.3 100 0.80 762 763715 55.67 61 3.49 2.39 1.12 8.63 30.0 100 0.77 742 743716 55.69 61 3.46 2.37 1.09 8.59 28.8 100 0.72 743 740717 55.70 61 3.54 2.42 1.13 8.77 30.1 100 0.74 755 752718 55.72 61 3.55 2.44 1.14 8.82 30.8 100 0.77 757 756719 55.74 61 3.55 2.45 1.15 8.80 31.4 100 0.79 758 757720 55.75 61 3.63 2.47 1.19 9.04 32.3 100 0.79 766 770721 55.77 61 3.62 2.50 1.21 8.98 34.2 100 0.91 744 631722 55.79 61 3.54 2.39 1.17 8.80 30.2 100 0.75 750 749723 55.80 61 3.52 2.41 1.13 8.68 30.6 100 0.78 748 744724 55.82 61 3.67 2.50 1.23 9.13 33.0 100 0.81 764 764725 55.84 61 3.59 2.42 1.19 8.89 31.5 100 0.80 749 748726 55.85 61 3.57 2.39 1.18 8.84 30.5 100 0.75 754 752727 55.87 61 3.57 2.42 1.16 8.83 31.4 100 0.79 752 752728 55.89 61 3.66 2.48 1.25 9.12 32.9 100 0.82 754 726729 55.90 61 3.56 2.41 1.19 8.80 30.9 100 0.79 743 743730 55.92 61 3.51 2.38 1.11 8.67 30.1 100 0.75 750 754731 55.93 61 3.72 2.50 1.28 9.24 34.0 100 0.85 759 720732 55.95 61 3.62 2.43 1.24 8.97 32.1 100 0.81 750 737733 55.97 61 3.56 2.39 1.18 8.76 30.7 100 0.77 748 749734 55.98 61 3.63 2.42 1.19 8.98 31.7 100 0.77 757 762

GRL Engineers, Inc. Page 15Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips735 56.00 61 3.71 2.46 1.29 9.19 33.1 100 0.81 755 747736 56.02 51 3.56 2.38 1.21 8.80 31.0 100 0.79 737 732737 56.04 51 3.59 2.41 1.22 8.85 31.4 100 0.79 746 745738 56.06 51 3.61 2.43 1.21 8.92 31.9 100 0.81 746 717739 56.08 51 3.57 2.39 1.20 8.80 30.7 100 0.77 747 750740 56.10 51 3.57 2.38 1.19 8.83 30.9 100 0.78 742 745741 56.12 51 3.64 2.44 1.24 8.96 32.0 100 0.80 752 750742 56.14 51 3.56 2.36 1.21 8.80 30.1 100 0.76 739 738743 56.16 51 3.62 2.43 1.23 8.96 31.8 100 0.81 744 721744 56.18 51 3.57 2.37 1.19 8.83 30.4 100 0.75 745 746745 56.20 51 3.62 2.40 1.23 8.93 31.2 100 0.77 749 751746 56.22 51 3.69 2.43 1.29 9.15 32.6 100 0.80 752 754747 56.24 51 3.68 2.42 1.29 9.13 32.4 100 0.81 742 740748 56.25 51 3.60 2.36 1.23 8.93 30.6 100 0.75 744 744749 56.27 51 3.69 2.41 1.29 9.09 32.1 100 0.79 746 749750 56.29 51 3.61 2.35 1.24 8.93 30.6 100 0.76 738 736751 56.31 51 3.65 2.39 1.27 8.96 31.3 100 0.76 747 747752 56.33 51 3.60 2.34 1.25 8.86 30.4 100 0.74 739 739753 56.35 51 3.65 2.40 1.25 8.96 32.0 100 0.79 741 725754 56.37 51 3.67 2.39 1.30 9.07 31.8 100 0.79 739 744755 56.39 51 3.74 2.44 1.33 9.21 33.3 100 0.82 747 729756 56.41 51 3.68 2.45 1.32 9.09 33.3 100 0.85 728 676757 56.43 51 3.66 2.41 1.29 9.00 32.1 100 0.81 729 697758 56.45 51 3.70 2.40 1.34 9.15 32.0 100 0.78 732 739759 56.47 51 3.62 2.37 1.31 8.85 31.3 100 0.80 719 689760 56.49 51 3.61 2.38 1.30 8.86 31.2 100 0.80 717 685761 56.51 51 3.64 2.32 1.35 8.89 30.0 100 0.74 717 715762 56.53 51 3.50 2.35 1.21 8.57 30.4 100 0.82 708 655763 56.55 51 3.63 2.41 1.28 8.85 32.0 100 0.82 724 676764 56.57 51 3.69 2.39 1.37 9.09 31.8 100 0.79 726 730765 56.59 51 3.53 2.35 1.26 8.62 30.1 100 0.80 705 660766 56.61 51 3.62 2.39 1.30 8.89 31.3 100 0.80 717 674767 56.63 51 3.68 2.43 1.33 8.99 32.4 100 0.81 730 703768 56.65 51 3.73 2.45 1.41 9.16 33.0 100 0.83 721 680769 56.67 51 3.68 2.43 1.34 8.99 32.5 100 0.81 724 693770 56.69 51 3.75 2.47 1.41 9.19 33.4 100 0.83 724 688771 56.71 51 3.71 2.42 1.40 9.07 32.0 100 0.80 719 699772 56.73 51 3.66 2.39 1.38 8.89 31.4 100 0.80 707 675773 56.75 51 3.61 2.38 1.32 8.80 30.8 100 0.78 708 685774 56.76 51 3.60 2.43 1.29 8.75 31.5 100 0.82 706 671775 56.78 51 3.82 2.49 1.48 9.37 34.2 100 0.85 722 680776 56.80 51 3.65 2.39 1.39 8.92 30.8 100 0.78 705 696777 56.82 51 3.65 2.42 1.36 8.92 31.8 100 0.83 698 656778 56.84 51 3.77 2.51 1.46 9.24 34.7 100 0.89 708 654779 56.86 51 3.74 2.43 1.45 9.13 32.3 100 0.80 709 687780 56.88 51 3.68 2.40 1.41 8.97 31.3 100 0.78 705 692781 56.90 51 3.64 2.39 1.38 8.84 30.9 100 0.79 697 674782 56.92 51 3.69 2.43 1.40 9.01 31.9 100 0.80 705 685783 56.94 51 3.77 2.49 1.48 9.20 33.7 100 0.85 705 667784 56.96 51 3.73 2.44 1.45 9.11 32.2 100 0.80 703 690785 56.98 51 3.70 2.45 1.45 9.02 32.3 100 0.83 697 669786 57.00 51 3.66 2.42 1.44 8.88 31.6 100 0.82 689 658787 57.02 47 3.69 2.43 1.44 9.01 31.6 100 0.81 694 665

GRL Engineers, Inc. Page 16Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips788 57.04 47 3.69 2.45 1.43 8.97 32.5 100 0.84 696 667789 57.06 47 3.73 2.44 1.49 9.11 32.1 100 0.81 698 680790 57.09 47 3.72 2.46 1.48 9.07 32.6 100 0.85 687 654791 57.11 47 3.73 2.44 1.49 9.10 32.2 100 0.83 687 659792 57.13 47 3.63 2.38 1.42 8.83 30.0 100 0.77 685 671793 57.15 47 3.65 2.42 1.41 8.89 31.0 100 0.80 684 667794 57.17 47 3.77 2.49 1.51 9.20 33.2 100 0.86 690 655795 57.19 47 3.70 2.44 1.48 9.01 31.8 100 0.81 687 666796 57.21 47 3.75 2.49 1.51 9.15 33.3 100 0.87 685 649797 57.23 47 3.78 2.48 1.53 9.21 32.8 100 0.84 688 665798 57.26 47 3.73 2.46 1.51 9.10 32.2 100 0.84 678 648799 57.28 47 3.68 2.42 1.46 8.93 31.1 100 0.80 680 662800 57.30 47 3.73 2.46 1.52 9.08 32.4 100 0.85 681 655801 57.32 47 3.69 2.43 1.49 8.97 31.7 100 0.84 672 642802 57.34 47 3.69 2.45 1.49 8.96 32.0 100 0.86 669 632803 57.36 47 3.65 2.43 1.43 8.82 31.3 100 0.82 675 657804 57.38 47 3.78 2.47 1.55 9.16 32.7 100 0.84 681 657805 57.40 47 3.71 2.46 1.51 9.01 32.2 100 0.85 671 645806 57.43 47 3.64 2.40 1.47 8.82 30.6 100 0.82 662 641807 57.45 47 3.67 2.41 1.49 8.88 30.8 100 0.80 671 654808 57.47 47 3.60 2.39 1.42 8.68 30.2 100 0.81 662 644809 57.49 47 3.74 2.45 1.50 9.07 31.9 100 0.81 683 674810 57.51 47 3.82 2.50 1.60 9.30 33.7 100 0.86 676 658811 57.53 47 3.67 2.39 1.52 8.84 30.3 100 0.79 656 643812 57.55 47 3.59 2.35 1.41 8.67 29.2 100 0.76 659 652813 57.57 47 3.72 2.44 1.50 8.98 32.0 100 0.83 671 654814 57.60 47 3.77 2.47 1.56 9.09 32.8 100 0.85 674 655815 57.62 47 3.72 2.43 1.53 9.01 31.3 100 0.81 662 656816 57.64 47 3.73 2.47 1.54 8.99 32.8 100 0.87 660 635817 57.66 47 3.69 2.42 1.52 8.85 31.2 100 0.83 656 643818 57.68 47 3.72 2.45 1.54 8.98 32.4 100 0.87 655 626819 57.70 47 3.66 2.40 1.50 8.82 30.9 100 0.83 653 635820 57.72 47 3.60 2.38 1.45 8.61 29.8 100 0.80 648 637821 57.74 47 3.56 2.41 1.41 8.53 30.6 100 0.86 643 613822 57.77 47 3.70 2.43 1.50 8.82 31.7 100 0.83 664 652823 57.79 47 3.77 2.45 1.57 9.06 32.0 100 0.81 668 663824 57.81 47 3.74 2.44 1.54 8.99 31.7 100 0.81 669 665825 57.83 47 3.78 2.47 1.59 9.07 32.7 100 0.85 662 649826 57.85 47 3.73 2.45 1.57 8.94 32.1 100 0.85 654 636827 57.87 47 3.71 2.43 1.54 8.89 31.7 100 0.85 653 640828 57.89 47 3.71 2.44 1.54 8.88 31.9 100 0.85 653 634829 57.91 47 3.67 2.48 1.49 8.78 32.9 100 0.91 643 604830 57.94 47 3.77 2.46 1.58 9.05 32.5 100 0.84 662 651831 57.96 47 3.70 2.45 1.54 8.86 32.0 100 0.86 651 632832 57.98 47 3.72 2.46 1.56 8.89 32.3 100 0.88 647 618833 58.00 47 3.72 2.45 1.55 8.89 31.9 100 0.85 649 630834 58.02 44 3.73 2.44 1.55 8.89 31.8 100 0.83 655 643835 58.05 44 3.80 2.47 1.61 9.08 32.7 100 0.85 658 643836 58.07 44 3.69 2.44 1.53 8.82 31.7 100 0.85 652 640837 58.09 44 3.75 2.45 1.57 9.02 31.8 100 0.82 657 654838 58.11 44 3.83 2.47 1.65 9.19 32.8 100 0.83 662 654839 58.14 44 3.75 2.43 1.60 8.96 31.7 100 0.84 645 633840 58.16 44 3.67 2.39 1.53 8.74 30.7 100 0.82 640 625

GRL Engineers, Inc. Page 17Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips841 58.18 44 3.61 2.36 1.49 8.57 29.7 100 0.80 633 624842 58.20 44 3.57 2.33 1.44 8.49 29.0 100 0.79 637 628843 58.23 44 3.64 2.40 1.47 8.66 30.6 100 0.82 649 636844 58.25 44 3.81 2.46 1.63 9.11 32.6 100 0.85 657 641845 58.27 44 3.75 2.47 1.59 8.96 32.8 100 0.88 646 619846 58.30 44 3.72 2.41 1.58 8.88 31.3 100 0.83 644 631847 58.32 44 3.69 2.41 1.54 8.78 31.0 100 0.83 644 631848 58.34 44 3.73 2.42 1.56 8.87 31.8 100 0.83 652 640849 58.36 44 3.79 2.44 1.62 9.02 31.9 100 0.82 657 653850 58.39 44 3.74 2.44 1.59 8.94 32.0 100 0.84 647 635851 58.41 44 3.81 2.46 1.63 9.13 32.9 100 0.85 653 645852 58.43 44 3.79 2.48 1.64 9.06 33.0 100 0.87 646 631853 58.45 44 3.74 2.44 1.61 8.88 32.1 100 0.87 634 617854 58.48 44 3.70 2.43 1.56 8.77 31.7 100 0.85 637 622855 58.50 44 3.83 2.48 1.67 9.11 33.2 100 0.87 646 634856 58.52 44 3.73 2.43 1.58 8.89 31.4 100 0.81 647 645857 58.55 44 3.81 2.45 1.65 9.08 32.4 100 0.82 651 647858 58.57 44 3.83 2.50 1.66 9.15 33.7 100 0.90 639 618859 58.59 44 3.80 2.44 1.68 9.04 32.2 100 0.85 636 625860 58.61 44 3.65 2.40 1.54 8.63 30.8 100 0.85 627 611861 58.64 44 3.75 2.45 1.60 8.95 32.2 100 0.85 641 632862 58.66 44 3.76 2.47 1.61 8.95 32.7 100 0.88 633 615863 58.68 44 3.77 2.46 1.64 8.97 32.5 100 0.87 636 624864 58.70 44 3.81 2.48 1.68 9.08 33.1 100 0.89 634 618865 58.73 44 3.73 2.43 1.61 8.86 31.9 100 0.86 632 623866 58.75 44 3.76 2.46 1.63 8.94 32.6 100 0.88 630 612867 58.77 44 3.78 2.46 1.66 8.97 32.4 100 0.86 632 621868 58.80 44 3.78 2.47 1.65 8.97 32.7 100 0.87 633 622869 58.82 44 3.77 2.43 1.66 8.93 32.0 100 0.84 636 630870 58.84 44 3.73 2.41 1.63 8.80 31.3 100 0.83 631 628871 58.86 44 3.70 2.41 1.60 8.78 31.1 100 0.84 622 608872 58.89 44 3.74 2.43 1.62 8.89 31.8 100 0.86 627 613873 58.91 44 3.64 2.39 1.55 8.57 30.5 100 0.84 621 610874 58.93 44 3.69 2.41 1.58 8.74 31.1 100 0.84 629 616875 58.95 44 3.70 2.38 1.61 8.79 30.5 100 0.82 627 618876 58.98 44 3.63 2.37 1.53 8.59 30.1 100 0.83 622 610877 59.00 44 3.70 2.39 1.58 8.74 30.7 100 0.82 632 619878 59.02 41 3.61 2.32 1.56 8.56 28.8 100 0.79 620 616879 59.05 41 3.63 2.34 1.52 8.57 29.5 100 0.79 631 630880 59.07 41 3.71 2.39 1.61 8.78 31.0 100 0.83 628 613881 59.10 41 3.65 2.39 1.56 8.65 30.8 100 0.85 621 602882 59.12 41 3.76 2.44 1.63 8.94 32.2 100 0.87 628 606883 59.15 41 3.65 2.34 1.56 8.63 29.1 100 0.77 627 623884 59.17 41 3.68 2.36 1.59 8.71 30.1 100 0.82 623 609885 59.20 41 3.63 2.35 1.54 8.55 29.7 100 0.80 626 615886 59.22 41 3.63 2.38 1.53 8.56 30.3 100 0.83 622 609887 59.24 41 3.79 2.44 1.66 9.00 32.0 100 0.85 635 620888 59.27 41 3.66 2.40 1.59 8.65 30.9 100 0.86 618 590889 59.29 41 3.63 2.36 1.53 8.59 29.9 100 0.82 624 613890 59.32 41 3.76 2.44 1.64 8.82 32.1 100 0.86 633 622891 59.34 41 3.65 2.38 1.55 8.63 30.5 100 0.84 620 602892 59.37 41 3.78 2.43 1.64 8.91 32.0 100 0.84 636 626893 59.39 41 3.63 2.35 1.55 8.49 29.7 100 0.81 621 613

GRL Engineers, Inc. Page 18Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips894 59.41 41 3.68 2.39 1.56 8.67 30.9 100 0.84 623 606895 59.44 41 3.66 2.39 1.56 8.65 30.5 100 0.84 623 609896 59.46 41 3.63 2.36 1.53 8.58 29.8 100 0.82 620 607897 59.49 41 3.72 2.41 1.58 8.77 31.5 100 0.84 634 618898 59.51 41 3.71 2.42 1.57 8.75 31.5 100 0.83 637 629899 59.54 41 3.77 2.42 1.62 8.91 31.7 100 0.82 634 632900 59.56 41 3.75 2.44 1.63 8.83 31.9 100 0.86 626 609901 59.59 41 3.66 2.41 1.53 8.63 31.2 100 0.86 618 599902 59.61 41 3.82 2.45 1.68 9.02 32.5 100 0.85 635 621903 59.63 41 3.73 2.43 1.62 8.75 31.8 100 0.86 623 604904 59.66 41 3.70 2.41 1.57 8.69 31.4 100 0.84 631 623905 59.68 41 3.76 2.41 1.64 8.86 31.6 100 0.84 626 613906 59.71 41 3.65 2.39 1.53 8.53 30.7 100 0.83 625 614907 59.73 41 3.69 2.42 1.54 8.71 31.6 100 0.84 634 624908 59.76 41 3.82 2.46 1.68 9.07 33.0 100 0.87 636 619909 59.78 41 3.70 2.39 1.58 8.78 30.9 100 0.83 627 618910 59.80 41 3.64 2.39 1.51 8.56 30.7 100 0.83 629 618911 59.83 41 3.84 2.45 1.66 9.05 32.9 100 0.84 644 638912 59.85 41 3.78 2.44 1.64 8.91 32.3 100 0.84 635 625913 59.88 41 3.75 2.43 1.62 8.85 32.2 100 0.85 632 618914 59.90 41 3.80 2.44 1.64 8.96 32.6 100 0.85 641 637915 59.93 41 3.71 2.39 1.59 8.71 31.0 100 0.83 627 610916 59.95 41 3.72 2.42 1.54 8.78 31.5 100 0.82 641 633917 59.98 41 3.80 2.43 1.62 8.97 32.1 100 0.82 643 638918 60.00 41 3.71 2.40 1.55 8.72 31.2 100 0.82 634 626919 60.02 46 3.75 2.43 1.60 8.86 32.2 100 0.85 634 616920 60.04 46 3.68 2.37 1.52 8.65 30.1 100 0.79 634 634921 60.07 46 3.66 2.37 1.47 8.60 30.1 100 0.78 643 645922 60.09 46 3.78 2.43 1.59 8.88 32.2 100 0.83 645 637923 60.11 46 3.71 2.41 1.54 8.75 31.2 100 0.82 637 629924 60.13 46 3.76 2.44 1.56 8.91 32.3 100 0.83 647 638925 60.15 46 3.87 2.47 1.67 9.19 33.4 100 0.85 644 631926 60.17 46 3.68 2.41 1.50 8.72 31.3 100 0.84 633 619927 60.20 46 3.81 2.44 1.61 9.03 32.7 100 0.83 649 641928 60.22 46 3.71 2.40 1.53 8.78 31.0 100 0.80 643 638929 60.24 46 3.75 2.44 1.55 8.92 32.3 100 0.85 637 618930 60.26 46 3.80 2.45 1.60 8.98 32.8 100 0.85 644 632931 60.28 46 3.75 2.37 1.58 8.83 30.6 100 0.74 647 660932 60.30 46 3.69 2.41 1.51 8.73 31.3 100 0.81 643 633933 60.33 46 3.87 2.46 1.64 9.18 33.2 100 0.83 653 646934 60.35 46 3.77 2.44 1.58 8.92 32.7 100 0.85 640 624935 60.37 46 3.70 2.44 1.50 8.77 32.4 100 0.87 632 606936 60.39 46 3.78 2.40 1.57 9.01 31.4 100 0.78 653 659937 60.41 46 3.71 2.42 1.53 8.80 32.0 100 0.85 635 613938 60.43 46 3.70 2.38 1.50 8.75 31.0 100 0.79 646 640939 60.46 46 3.70 2.42 1.48 8.70 31.6 100 0.82 645 635940 60.48 46 3.83 2.45 1.62 9.08 33.3 100 0.84 649 631941 60.50 46 3.70 2.44 1.48 8.77 32.3 100 0.85 641 626942 60.52 46 3.82 2.44 1.58 9.05 32.8 100 0.80 661 658943 60.54 46 3.79 2.44 1.59 9.00 32.6 100 0.83 648 635944 60.57 46 3.67 2.39 1.48 8.66 31.4 100 0.83 639 623945 60.59 46 3.79 2.43 1.56 9.00 32.6 100 0.83 650 639946 60.61 46 3.78 2.39 1.55 8.94 31.6 100 0.78 657 662

GRL Engineers, Inc. Page 19Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips947 60.63 46 3.76 2.45 1.53 8.91 33.2 100 0.86 649 624948 60.65 46 3.81 2.42 1.56 9.01 32.8 100 0.81 660 662949 60.67 46 3.77 2.44 1.54 8.91 32.9 100 0.84 650 636950 60.70 46 3.79 2.44 1.55 9.01 33.1 100 0.86 645 615951 60.72 46 3.72 2.41 1.46 8.80 31.9 100 0.81 654 643952 60.74 46 3.88 2.45 1.60 9.19 33.5 100 0.81 665 667953 60.76 46 3.75 2.41 1.50 8.96 32.1 100 0.81 654 651954 60.78 46 3.80 2.47 1.53 9.05 34.1 100 0.90 645 608955 60.80 46 3.67 2.41 1.42 8.73 31.7 100 0.85 640 608956 60.83 46 3.77 2.40 1.50 8.97 32.0 100 0.80 657 646957 60.85 46 3.68 2.38 1.43 8.74 31.3 100 0.80 653 643958 60.87 46 3.80 2.44 1.51 9.03 33.6 100 0.84 662 639959 60.89 46 3.74 2.45 1.48 8.87 33.2 100 0.86 652 625960 60.91 46 3.75 2.40 1.47 8.89 32.2 100 0.81 658 652961 60.93 46 3.78 2.42 1.53 8.97 32.8 100 0.83 654 635962 60.96 46 3.66 2.36 1.42 8.68 30.6 100 0.78 653 651963 60.98 46 3.66 2.36 1.38 8.75 30.7 100 0.78 659 653964 61.00 46 3.74 2.42 1.44 8.91 32.5 100 0.82 665 649965 61.02 42 3.82 2.43 1.51 9.11 33.3 100 0.81 670 662966 61.05 42 3.79 2.44 1.49 9.03 33.1 100 0.82 662 652967 61.07 42 3.85 2.46 1.55 9.19 34.1 100 0.84 662 653968 61.10 42 3.74 2.44 1.46 8.96 33.4 100 0.86 654 635969 61.12 42 3.86 2.51 1.55 9.19 35.8 100 0.92 653 621970 61.14 42 3.74 2.43 1.45 8.96 33.1 100 0.84 655 642971 61.17 42 3.78 2.38 1.52 8.97 31.9 100 0.78 656 661972 61.19 42 3.60 2.34 1.33 8.59 30.2 100 0.77 650 645973 61.21 42 3.76 2.42 1.44 9.03 33.1 100 0.82 661 645974 61.24 42 3.81 2.47 1.50 9.16 34.5 100 0.88 658 629975 61.26 42 3.79 2.45 1.51 9.07 33.9 100 0.87 646 621976 61.29 42 3.68 2.40 1.39 8.77 32.0 100 0.82 650 636977 61.31 42 3.83 2.46 1.52 9.13 34.8 100 0.87 656 636978 61.33 42 3.77 2.43 1.51 8.99 33.2 100 0.83 651 639979 61.36 42 3.73 2.39 1.46 8.92 32.3 100 0.81 652 643980 61.38 42 3.75 2.41 1.47 8.97 32.8 100 0.82 652 640981 61.40 42 3.76 2.42 1.47 9.04 33.3 100 0.83 652 638982 61.43 42 3.71 2.37 1.44 8.86 31.7 100 0.79 649 647983 61.45 42 3.67 2.36 1.36 8.77 31.5 100 0.78 657 652984 61.48 42 3.84 2.43 1.56 9.18 34.0 100 0.83 653 644985 61.50 42 3.70 2.34 1.43 8.84 31.3 100 0.77 650 654986 61.52 42 3.68 2.36 1.39 8.88 31.8 100 0.80 650 642987 61.55 42 3.76 2.39 1.45 9.00 32.6 100 0.78 660 657988 61.57 42 3.70 2.32 1.44 8.95 30.7 100 0.73 655 668989 61.60 42 3.83 2.43 1.50 9.26 34.5 100 0.84 655 645990 61.62 42 3.74 2.39 1.46 9.04 33.0 100 0.82 647 641991 61.64 42 3.61 2.32 1.35 8.71 30.6 100 0.78 639 633992 61.67 42 3.70 2.38 1.37 8.89 32.8 100 0.82 653 645993 61.69 42 3.84 2.44 1.55 9.16 34.8 100 0.86 649 629994 61.71 42 3.72 2.37 1.45 9.03 32.6 100 0.82 639 634995 61.74 42 3.71 2.37 1.41 8.83 32.7 100 0.80 651 650996 61.76 42 3.79 2.41 1.46 9.19 33.7 100 0.81 654 651997 61.79 42 3.80 2.39 1.48 9.23 33.2 100 0.78 656 657998 61.81 42 3.75 2.39 1.47 8.97 33.5 100 0.84 641 627999 61.83 42 3.70 2.43 1.38 8.94 34.4 100 0.89 637 605

GRL Engineers, Inc. Page 20Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1000 61.86 42 3.81 2.40 1.48 9.25 34.1 100 0.83 645 6371001 61.88 42 3.74 2.36 1.44 9.07 33.0 100 0.82 640 6301002 61.90 42 3.76 2.39 1.43 9.15 33.9 100 0.84 640 6251003 61.93 42 3.77 2.41 1.43 9.09 34.1 100 0.84 643 6291004 61.95 42 3.83 2.40 1.48 9.31 34.4 100 0.82 648 6441005 61.98 42 3.77 2.36 1.46 9.16 33.1 100 0.80 639 6381006 62.00 42 3.73 2.35 1.42 9.04 32.8 100 0.80 640 6381007 62.03 35 3.62 2.33 1.30 8.77 32.1 100 0.79 641 6401008 62.06 35 3.91 2.44 1.55 9.47 35.9 100 0.86 636 6211009 62.09 35 3.68 2.38 1.37 8.94 33.7 100 0.86 624 6041010 62.11 35 3.78 2.42 1.43 9.19 33.7 100 0.83 652 6421011 62.14 35 3.80 2.38 1.45 9.27 34.2 100 0.82 630 6201012 62.17 35 3.70 2.31 1.36 9.01 32.1 100 0.76 632 6361013 62.20 35 3.75 2.36 1.39 9.14 33.6 100 0.82 622 6161014 62.23 35 3.75 2.37 1.41 9.12 33.7 100 0.83 619 6021015 62.26 35 3.69 2.32 1.38 8.88 32.3 100 0.79 611 6001016 62.29 35 3.68 2.32 1.34 8.87 32.1 100 0.80 609 6011017 62.31 35 3.75 2.35 1.39 9.06 32.9 100 0.79 609 6081018 62.34 35 3.63 2.32 1.29 8.83 32.3 100 0.82 600 5821019 62.37 35 3.73 2.35 1.37 9.02 33.0 100 0.80 603 5891020 62.40 35 3.66 2.29 1.32 8.86 31.7 100 0.78 591 5811021 62.43 35 3.62 2.29 1.28 8.77 31.6 100 0.79 585 5741022 62.46 35 3.74 2.33 1.33 9.10 33.2 100 0.79 589 5761023 62.49 35 3.78 2.29 1.38 9.22 32.9 100 0.77 576 5741024 62.51 35 3.63 2.23 1.31 8.70 31.4 100 0.79 546 5311025 62.54 35 3.58 2.23 1.18 8.63 31.7 100 0.80 548 5351026 62.57 35 3.78 2.23 1.38 9.19 32.9 100 0.78 533 5231027 62.60 35 3.62 2.15 1.28 8.64 31.0 100 0.78 506 4961028 62.63 35 3.57 2.13 1.20 8.60 30.5 100 0.77 499 4971029 62.66 35 3.59 2.09 1.22 8.67 30.2 100 0.75 488 4881030 62.69 35 3.57 2.07 1.19 8.62 30.5 100 0.77 476 4761031 62.71 35 3.67 2.08 1.24 8.88 31.9 100 0.80 471 4661032 62.74 35 3.72 2.08 1.32 9.03 33.0 100 0.84 459 4431033 62.77 35 3.64 2.02 1.26 8.79 31.8 100 0.82 454 4501034 62.80 35 3.60 1.96 1.24 8.66 30.3 100 0.77 443 4351035 62.83 35 3.58 2.01 1.20 8.56 32.4 100 0.87 434 4111036 62.86 35 3.61 1.94 1.23 8.72 30.1 100 0.76 438 4331037 62.89 35 3.50 1.89 1.10 8.43 29.4 100 0.77 432 4301038 62.91 35 3.59 1.93 1.17 8.62 31.3 100 0.81 432 4271039 62.94 35 3.67 1.86 1.24 8.83 30.7 100 0.75 432 4281040 62.97 35 3.63 1.86 1.23 8.72 31.5 100 0.81 417 4091041 63.00 35 3.60 1.82 1.23 8.59 30.9 100 0.81 413 4071042 63.05 22 3.51 1.78 1.11 8.42 29.5 100 0.77 404 4031043 63.09 22 3.61 1.83 1.18 8.61 31.5 100 0.80 406 4081044 63.14 22 3.67 1.82 1.25 8.82 31.6 100 0.80 402 3991045 63.18 22 3.57 1.80 1.18 8.57 30.8 100 0.79 397 3981046 63.23 22 3.61 1.78 1.23 8.63 30.3 100 0.76 401 4041047 63.27 22 3.48 1.78 1.09 8.44 29.3 100 0.76 400 4081048 63.32 22 3.48 1.80 1.08 8.42 29.9 100 0.78 405 4091049 63.36 22 3.60 1.79 1.22 8.71 30.2 100 0.77 409 4131050 63.41 22 3.47 1.76 1.10 8.44 29.6 100 0.78 399 4081051 63.45 22 3.59 1.83 1.20 8.74 31.7 100 0.83 404 4011052 63.50 22 3.64 1.80 1.27 8.78 32.0 100 0.83 409 409

GRL Engineers, Inc. Page 21Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1053 63.55 22 3.54 1.77 1.20 8.64 30.4 100 0.80 407 4101054 63.59 22 3.56 1.76 1.21 8.68 30.3 100 0.79 410 4161055 63.64 22 3.53 1.78 1.18 8.61 31.6 100 0.85 400 3971056 63.68 22 3.66 1.76 1.30 8.96 31.6 100 0.80 401 4031057 63.73 22 3.56 1.69 1.23 8.72 30.6 100 0.80 391 3931058 63.77 22 3.55 1.68 1.26 8.72 30.6 100 0.81 380 3781059 63.82 22 3.47 1.66 1.18 8.46 29.9 100 0.81 376 3821060 63.86 22 3.52 1.68 1.20 8.57 31.0 100 0.84 381 3881061 63.91 22 3.56 1.68 1.26 8.70 30.6 100 0.81 384 3841062 63.95 22 3.46 1.66 1.18 8.47 29.9 100 0.82 382 3871063 64.00 22 3.51 1.64 1.24 8.60 29.4 100 0.77 391 3911064 64.05 21 3.40 1.64 1.17 8.33 28.5 100 0.78 387 3891065 64.10 21 3.46 1.67 1.21 8.50 29.7 100 0.81 387 3911066 64.14 21 3.40 1.67 1.16 8.33 29.7 100 0.84 383 3801067 64.19 21 3.53 1.69 1.28 8.50 30.5 100 0.82 392 3901068 64.24 21 3.47 1.68 1.25 8.51 30.3 100 0.84 392 3921069 64.29 21 3.56 1.65 1.32 8.73 29.9 100 0.77 403 3991070 64.33 21 3.53 1.68 1.31 8.67 30.7 100 0.82 401 3981071 64.38 21 3.48 1.65 1.27 8.62 29.7 100 0.80 400 3971072 64.43 21 3.49 1.66 1.29 8.57 30.2 100 0.83 402 3991073 64.48 21 3.43 1.62 1.25 8.47 28.7 100 0.79 405 4001074 64.52 21 3.44 1.64 1.27 8.49 29.0 100 0.79 404 3991075 64.57 21 3.40 1.66 1.22 8.35 30.4 100 0.87 396 3861076 64.62 21 3.56 1.67 1.39 8.78 31.6 100 0.88 400 3931077 64.67 21 3.53 1.62 1.35 8.72 30.9 100 0.86 396 3911078 64.71 21 3.48 1.59 1.33 8.61 29.9 100 0.83 393 3821079 64.76 21 3.42 1.57 1.29 8.47 29.0 100 0.83 387 3831080 64.81 21 3.44 1.58 1.31 8.53 30.0 100 0.87 379 3681081 64.86 21 3.48 1.59 1.35 8.63 30.6 100 0.88 378 3721082 64.90 21 3.37 1.55 1.25 8.31 29.5 100 0.87 363 3581083 64.95 21 3.45 1.53 1.32 8.56 30.1 100 0.86 367 3601084 65.00 21 3.50 1.54 1.39 8.66 30.2 100 0.87 367 3601085 65.06 18 3.31 1.50 1.24 8.21 27.4 100 0.79 368 3591086 65.11 18 3.44 1.57 1.31 8.57 30.4 100 0.89 368 3621087 65.17 18 3.40 1.54 1.28 8.44 29.1 100 0.85 369 3651088 65.22 18 3.41 1.55 1.29 8.52 29.9 100 0.87 372 3681089 65.28 18 3.43 1.57 1.33 8.52 30.3 100 0.90 369 3621090 65.33 18 3.36 1.49 1.30 8.36 27.3 100 0.78 371 3561091 65.39 18 3.31 1.49 1.25 8.18 27.6 100 0.80 372 3651092 65.44 18 3.42 1.56 1.31 8.46 30.7 100 0.91 365 3581093 65.50 18 3.49 1.55 1.40 8.75 30.6 100 0.87 369 3631094 65.56 18 3.38 1.55 1.29 8.41 30.5 100 0.92 357 3541095 65.61 18 3.49 1.55 1.42 8.74 31.6 100 0.93 359 3521096 65.67 18 3.36 1.52 1.28 8.41 30.3 100 0.91 350 3451097 65.72 18 3.42 1.50 1.35 8.56 30.8 100 0.92 345 3411098 65.78 18 3.41 1.49 1.32 8.46 30.6 100 0.91 345 3451099 65.83 18 3.47 1.51 1.40 8.69 30.8 100 0.92 345 3431100 65.89 18 3.34 1.50 1.24 8.36 30.2 100 0.91 343 3421101 65.94 18 3.43 1.53 1.35 8.63 31.1 100 0.93 348 3411102 66.00 18 3.38 1.48 1.31 8.47 29.2 100 0.84 355 3501103 66.06 17 3.36 1.48 1.29 8.43 28.1 100 0.80 362 3561104 66.12 17 3.35 1.51 1.27 8.41 28.6 100 0.83 361 3571105 66.18 17 3.34 1.51 1.27 8.40 28.6 100 0.81 368 365

GRL Engineers, Inc. Page 22Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1106 66.24 17 3.41 1.58 1.30 8.59 31.2 100 0.93 366 3621107 66.29 17 3.38 1.56 1.30 8.53 29.3 100 0.85 373 3681108 66.35 17 3.30 1.55 1.23 8.31 29.1 100 0.87 369 3711109 66.41 17 3.40 1.56 1.32 8.55 29.3 100 0.84 375 3661110 66.47 17 3.32 1.55 1.26 8.30 29.3 100 0.86 374 3731111 66.53 17 3.35 1.59 1.23 8.48 30.5 100 0.90 376 3691112 66.59 17 3.45 1.59 1.35 8.73 30.5 100 0.87 383 3711113 66.65 17 3.26 1.52 1.20 8.25 28.1 100 0.82 379 3701114 66.71 17 3.35 1.58 1.26 8.50 29.4 100 0.85 377 3741115 66.76 17 3.31 1.55 1.20 8.38 29.2 100 0.86 377 3751116 66.82 17 3.36 1.57 1.27 8.56 29.7 100 0.86 378 3701117 66.88 17 3.25 1.56 1.16 8.26 29.5 100 0.90 364 3561118 66.94 17 3.32 1.55 1.23 8.46 30.4 100 0.91 355 3441119 67.00 17 3.30 1.51 1.20 8.43 30.0 100 0.90 347 3431120 67.06 17 3.43 1.48 1.35 8.73 30.5 100 0.88 342 3331121 67.12 17 3.25 1.45 1.19 8.31 28.8 100 0.89 318 3191122 67.18 17 3.26 1.44 1.20 8.33 29.4 100 0.89 317 3211123 67.24 17 3.39 1.47 1.32 8.66 31.1 100 0.94 319 3181124 67.29 17 3.34 1.46 1.28 8.56 30.1 100 0.91 318 3191125 67.35 17 3.24 1.45 1.16 8.31 30.3 100 0.95 309 3151126 67.41 17 3.49 1.50 1.43 9.05 32.2 100 0.94 326 3211127 67.47 17 3.23 1.47 1.17 8.31 30.1 100 0.93 320 3251128 67.53 17 3.39 1.49 1.35 8.73 30.7 100 0.91 332 3311129 67.59 17 3.14 1.45 1.12 8.11 29.0 100 0.93 324 3271130 67.65 17 3.34 1.48 1.33 8.65 30.2 100 0.90 337 3371131 67.71 17 3.23 1.42 1.20 8.31 27.9 100 0.82 339 3381132 67.76 17 3.30 1.48 1.28 8.54 30.4 100 0.95 333 3351133 67.82 17 3.20 1.47 1.19 8.19 29.4 100 0.93 332 3311134 67.88 17 3.26 1.49 1.24 8.44 29.7 100 0.91 335 3391135 67.94 17 3.28 1.50 1.26 8.47 30.7 100 0.94 335 3391136 68.00 17 3.28 1.47 1.25 8.49 30.2 100 0.92 331 3341137 68.06 16 3.25 1.47 1.25 8.42 29.7 100 0.92 327 3291138 68.13 16 3.24 1.50 1.22 8.37 30.5 100 0.96 322 3221139 68.19 16 3.20 1.45 1.19 8.28 28.5 100 0.87 330 3371140 68.25 16 3.19 1.53 1.17 8.26 31.6 100 1.04 317 2151141 68.31 16 3.27 1.52 1.25 8.55 30.4 100 0.93 335 3371142 68.38 16 3.21 1.53 1.19 8.37 30.6 100 0.96 331 3331143 68.44 16 3.31 1.52 1.28 8.62 30.7 100 0.91 345 3481144 68.50 16 3.24 1.54 1.21 8.48 30.0 100 0.90 348 3511145 68.56 16 3.19 1.54 1.18 8.38 29.1 100 0.87 352 3561146 68.63 16 3.24 1.56 1.25 8.43 29.3 100 0.89 354 3521147 68.69 16 3.11 1.54 1.10 8.09 27.5 100 0.82 366 3711148 68.75 16 3.19 1.61 1.17 8.40 29.2 100 0.90 367 3581149 68.81 16 3.14 1.58 1.11 8.26 28.0 100 0.82 377 3781150 68.88 16 3.22 1.63 1.17 8.46 29.5 100 0.88 369 3651151 68.94 16 3.19 1.63 1.16 8.40 29.1 100 0.86 367 3581152 69.00 16 3.12 1.61 1.09 8.21 28.3 100 0.85 364 3601153 69.05 20 3.21 1.64 1.16 8.51 28.8 100 0.83 374 3701154 69.10 20 3.13 1.64 1.10 8.34 28.0 100 0.84 375 3681155 69.15 20 3.05 1.67 1.02 8.11 27.8 100 0.84 382 3751156 69.20 20 3.18 1.70 1.11 8.48 29.0 100 0.83 390 3791157 69.25 20 3.16 1.70 1.09 8.47 28.8 100 0.84 381 3691158 69.30 20 3.15 1.68 1.08 8.41 29.1 100 0.86 372 363

GRL Engineers, Inc. Page 23Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1159 69.35 20 3.24 1.67 1.14 8.68 30.8 100 0.92 368 3561160 69.40 20 3.22 1.63 1.14 8.60 29.5 100 0.85 366 3601161 69.45 20 3.16 1.60 1.12 8.49 28.1 100 0.82 363 3531162 69.50 20 3.14 1.63 1.08 8.46 28.6 100 0.85 361 3521163 69.55 20 3.08 1.61 1.02 8.24 27.8 100 0.81 364 3581164 69.60 20 3.13 1.67 1.08 8.40 29.5 100 0.90 357 3471165 69.65 20 3.09 1.62 1.06 8.28 27.0 100 0.78 369 3611166 69.70 20 3.07 1.67 1.01 8.24 27.8 100 0.81 368 3581167 69.75 20 3.12 1.72 1.08 8.38 29.5 100 0.90 362 3491168 69.80 20 3.07 1.68 1.03 8.27 27.4 100 0.78 384 3721169 69.85 20 3.12 1.74 1.09 8.38 28.5 100 0.83 384 3701170 69.90 20 3.09 1.78 1.07 8.33 28.7 100 0.85 398 3841171 69.95 20 3.16 1.79 1.17 8.52 29.5 100 0.87 394 2841172 70.00 20 3.17 1.78 1.21 8.53 31.1 100 0.97 345 2521173 70.05 20 3.08 1.71 1.12 8.27 29.9 100 0.94 347 2581174 70.10 20 3.19 1.72 1.21 8.59 31.3 100 0.96 347 2591175 70.15 20 3.10 1.71 1.14 8.35 29.8 100 0.93 349 2551176 70.20 20 3.13 1.69 1.17 8.40 29.6 100 0.90 344 2511177 70.25 20 3.11 1.71 1.15 8.40 30.1 100 0.94 351 2631178 70.30 20 3.14 1.71 1.18 8.44 30.3 100 0.94 365 2681179 70.35 20 3.20 1.75 1.26 8.59 31.3 100 0.97 375 2641180 70.40 20 3.06 1.69 1.17 8.27 29.7 100 0.96 376 2731181 70.45 20 3.16 1.69 1.27 8.50 30.1 100 0.94 391 2761182 70.50 20 3.08 1.63 1.23 8.31 28.4 100 0.90 396 2751183 70.55 20 3.11 1.65 1.25 8.40 30.2 100 0.97 384 2711184 70.60 20 3.15 1.64 1.29 8.52 30.6 100 0.99 386 2711185 70.65 20 3.14 1.59 1.31 8.49 29.4 100 0.94 382 2671186 70.70 20 3.14 1.58 1.31 8.47 29.9 100 0.97 373 2591187 70.75 20 3.07 1.56 1.24 8.31 30.2 100 1.02 357 2571188 70.80 20 3.15 1.57 1.33 8.53 30.8 100 1.03 352 2481189 70.85 20 3.07 1.55 1.23 8.32 30.3 100 1.03 341 2521190 70.90 20 3.09 1.55 1.24 8.40 30.3 100 1.03 333 2501191 70.95 20 3.02 1.51 1.16 8.21 29.4 100 1.00 320 2481192 71.00 20 3.10 1.53 1.27 8.41 31.0 100 1.08 314 2281193 71.06 16 2.96 1.45 1.11 8.09 28.5 100 1.01 300 2351194 71.13 16 2.97 1.43 1.09 8.10 28.5 100 0.98 298 2361195 71.19 16 2.97 1.45 1.09 8.09 30.3 100 1.08 280 2311196 71.25 16 3.01 1.38 1.14 8.21 29.2 100 1.02 280 2241197 71.31 16 3.03 1.41 1.12 8.26 31.4 100 1.13 267 2271198 71.38 16 3.03 1.34 1.14 8.24 29.9 100 1.06 265 2161199 71.44 16 2.94 1.29 1.06 8.05 28.7 100 1.04 257 2211200 71.50 16 3.01 1.33 1.12 8.23 29.5 100 1.03 264 2151201 71.56 16 3.03 1.37 1.14 8.29 31.3 100 1.13 255 2131202 71.63 16 2.89 1.30 1.02 7.92 27.8 100 1.00 260 2181203 71.69 16 2.94 1.31 1.05 8.03 28.5 100 1.01 263 2171204 71.75 16 3.05 1.34 1.16 8.36 29.6 100 1.03 259 2071205 71.81 16 2.97 1.34 1.08 8.13 29.2 100 1.03 256 2161206 71.88 16 3.08 1.36 1.19 8.46 29.6 100 1.01 256 1981207 71.94 16 2.89 1.34 1.00 7.98 27.9 100 0.98 245 2251208 72.00 16 3.02 1.37 1.13 8.30 28.8 100 0.98 263 2091209 72.08 13 2.94 1.35 1.02 8.09 27.2 100 0.92 274 2841210 72.15 13 3.06 1.44 1.15 8.44 30.1 100 1.02 278 2121211 72.23 13 2.91 1.39 1.01 8.08 27.9 100 0.96 283 222

GRL Engineers, Inc. Page 24Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1212 72.31 13 2.96 1.41 1.06 8.17 28.9 100 0.99 275 2121213 72.38 13 2.98 1.43 1.06 8.26 30.1 100 1.05 257 2231214 72.46 13 3.00 1.40 1.09 8.27 29.5 100 1.03 236 2121215 72.54 13 2.95 1.37 1.04 8.18 28.9 100 1.02 222 2201216 72.62 13 2.99 1.41 1.07 8.24 29.5 100 1.04 222 2191217 72.69 13 2.95 1.44 1.04 8.15 29.2 100 1.03 228 2221218 72.77 13 2.96 1.45 1.05 8.20 27.9 100 0.94 255 2121219 72.85 13 2.83 1.43 0.90 7.86 26.0 100 0.92 292 3011220 72.92 13 3.03 1.52 1.09 8.39 29.5 100 0.98 300 2181221 73.00 13 2.93 1.48 0.99 8.16 28.3 100 0.96 265 2121222 73.07 15 2.92 1.46 1.01 8.12 27.7 100 0.94 251 2081223 73.13 15 2.82 1.45 0.89 7.84 26.6 100 0.91 259 2161224 73.20 15 2.92 1.51 0.96 8.14 28.5 100 0.96 257 2151225 73.27 15 2.95 1.48 0.99 8.23 27.4 100 0.89 267 2181226 73.33 15 2.90 1.53 0.94 8.10 28.7 100 0.98 267 2201227 73.40 15 2.91 1.52 0.94 8.11 27.8 100 0.90 288 2361228 73.47 15 2.93 1.58 0.92 8.18 28.3 100 0.89 341 3421229 73.53 15 2.96 1.64 0.97 8.29 28.9 100 0.92 350 2611230 73.60 15 2.95 1.59 0.98 8.27 28.1 100 0.89 326 2621231 73.67 15 2.95 1.58 0.98 8.31 28.9 100 0.95 311 2571232 73.73 15 2.98 1.59 1.02 8.34 28.8 100 0.91 343 2681233 73.80 15 3.00 1.63 1.06 8.44 29.0 100 0.92 369 2781234 73.87 15 2.94 1.65 1.04 8.28 28.1 100 0.90 380 2871235 73.93 15 2.89 1.59 1.00 8.11 27.3 100 0.87 378 2971236 74.00 15 3.06 1.67 1.16 8.59 30.1 100 0.95 371 2801237 74.05 20 2.94 1.62 1.06 8.30 28.7 100 0.93 357 2801238 74.10 20 3.02 1.68 1.13 8.44 30.1 100 0.97 363 2831239 74.15 20 2.93 1.64 1.05 8.26 28.5 100 0.93 377 2891240 74.20 20 2.95 1.65 1.07 8.31 28.7 100 0.92 367 2851241 74.25 20 2.96 1.67 1.05 8.33 29.6 100 0.97 349 2791242 74.30 20 2.96 1.67 1.04 8.33 29.0 100 0.93 364 2861243 74.35 20 2.90 1.66 0.97 8.20 27.9 100 0.88 374 2941244 74.40 20 2.99 1.72 1.04 8.40 28.8 100 0.87 385 2991245 74.45 20 3.03 1.78 1.06 8.55 29.3 100 0.89 388 3051246 74.50 20 2.98 1.85 1.00 8.44 30.7 100 0.95 391 3011247 74.55 20 3.07 1.88 1.06 8.68 30.4 100 0.88 405 3171248 74.60 20 3.03 1.85 1.05 8.53 28.9 100 0.85 411 3981249 74.65 20 2.96 1.86 0.97 8.37 28.7 100 0.86 408 3121250 74.70 20 3.00 1.86 1.01 8.50 28.8 100 0.84 415 3971251 74.75 20 2.99 1.86 1.04 8.47 28.6 100 0.84 406 3061252 74.80 20 2.89 1.81 0.92 8.22 28.1 100 0.87 348 2631253 74.85 20 2.96 1.73 0.93 8.36 28.9 100 0.88 304 2421254 74.90 20 2.89 1.61 0.87 8.18 28.0 100 0.88 283 2281255 74.95 20 2.94 1.55 0.95 8.31 27.6 100 0.86 257 2001256 75.00 20 2.83 1.48 0.86 7.97 26.8 100 0.87 247 2701257 75.06 16 2.92 1.56 0.92 8.23 28.6 100 0.91 245 1881258 75.13 16 2.91 1.51 0.95 8.21 28.2 100 0.92 233 1741259 75.19 16 2.88 1.52 0.90 8.11 27.9 100 0.89 243 1811260 75.25 16 2.97 1.60 0.94 8.34 28.9 100 0.88 267 2821261 75.31 16 2.88 1.59 0.82 8.17 27.8 100 0.85 259 2171262 75.38 16 2.97 1.65 0.82 8.41 27.8 100 0.78 308 3181263 75.44 16 3.00 1.61 0.88 8.45 29.4 100 0.86 251 2731264 75.50 16 2.98 1.62 0.83 8.43 29.4 100 0.87 253 277

GRL Engineers, Inc. Page 25Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1265 75.56 16 2.92 1.65 0.70 8.31 26.5 100 0.75 312 3541266 75.63 16 2.98 1.84 0.62 8.40 28.6 100 0.75 363 4011267 75.69 16 3.10 2.01 0.63 8.77 30.5 100 0.75 427 4571268 75.75 16 3.05 2.20 0.52 8.74 30.5 100 0.75 497 5121269 75.81 16 3.11 2.28 0.63 8.85 30.2 100 0.75 497 5101270 75.88 16 3.05 2.29 0.58 8.65 29.6 100 0.75 503 5051271 75.94 16 3.06 2.33 0.54 8.65 29.3 100 0.75 519 5311272 76.00 16 3.09 2.40 0.56 8.72 30.0 100 0.75 525 5351273 76.02 66 3.15 2.40 0.54 8.89 29.4 100 0.64 549 5731274 76.03 66 3.13 2.53 0.51 8.86 29.7 100 0.67 589 5931275 76.05 66 3.14 2.62 0.53 8.82 29.3 100 0.64 618 6011276 76.06 66 3.11 2.72 0.58 8.74 28.9 100 0.64 664 6621277 76.08 66 3.17 2.84 0.64 8.85 29.0 100 0.62 702 7181278 76.09 66 3.13 2.93 0.68 8.71 28.8 100 0.60 745 7621279 76.11 66 3.24 3.07 0.74 9.07 30.0 100 0.62 784 8001280 76.12 66 3.18 3.10 0.77 8.88 29.0 100 0.60 812 8241281 76.14 66 3.15 3.16 0.79 8.80 29.3 100 0.64 836 8431282 76.15 66 3.15 3.26 0.80 8.77 29.7 100 0.64 856 8701283 76.17 66 3.34 3.38 0.87 9.28 31.2 100 0.60 904 9181284 76.18 66 3.28 3.37 0.86 9.15 30.4 100 0.62 912 9291285 76.20 66 3.21 3.36 0.86 8.86 29.4 100 0.61 924 9411286 76.21 66 3.27 3.44 0.89 9.01 30.6 100 0.66 942 9501287 76.23 66 3.26 3.45 0.89 8.99 29.4 100 0.60 965 9751288 76.24 66 3.26 3.47 0.89 8.95 30.1 100 0.63 965 9671289 76.26 66 3.25 3.55 0.90 8.94 31.2 100 0.68 984 9971290 76.27 66 3.29 3.58 0.92 9.00 30.9 100 0.64 1,001 1,0171291 76.29 66 3.26 3.59 0.92 8.92 30.7 100 0.63 1,014 1,0181292 76.30 66 3.35 3.61 0.95 9.20 30.5 100 0.59 1,038 1,0461293 76.32 66 3.32 3.63 0.93 9.07 30.5 100 0.61 1,032 1,0471294 76.33 66 3.29 3.63 0.94 9.01 30.6 100 0.64 1,033 1,0331295 76.35 66 3.33 3.68 0.95 9.05 31.2 100 0.65 1,042 1,0431296 76.36 66 3.29 3.64 0.95 8.91 29.9 100 0.62 1,039 1,0521297 76.38 66 3.28 3.62 0.95 8.89 29.7 100 0.63 1,034 1,0481298 76.39 66 3.44 3.73 1.01 9.11 31.1 100 0.63 1,059 1,0711299 76.41 66 3.38 3.64 0.99 8.94 29.4 100 0.60 1,045 1,0581300 76.42 66 3.37 3.61 0.97 8.92 28.9 100 0.59 1,050 1,0681301 76.44 66 3.45 3.68 1.01 9.05 29.9 100 0.62 1,058 1,0641302 76.45 66 3.45 3.70 0.99 9.07 30.3 100 0.65 1,054 1,0631303 76.47 66 3.39 3.68 0.98 8.94 29.2 100 0.59 1,072 1,0811304 76.48 66 3.46 3.80 1.01 9.11 31.7 100 0.68 1,069 1,0681305 76.50 66 3.47 3.76 1.02 9.22 30.4 100 0.63 1,073 1,0841306 76.52 66 3.49 3.80 1.02 9.19 31.4 100 0.65 1,086 1,0921307 76.53 66 3.47 3.81 1.02 9.17 31.3 100 0.65 1,080 1,0961308 76.55 66 3.52 3.83 1.03 9.35 31.5 100 0.64 1,089 1,1001309 76.56 66 3.44 3.79 0.99 9.11 30.7 100 0.64 1,079 1,0931310 76.58 66 3.66 3.98 1.08 9.71 34.1 100 0.70 1,118 1,1191311 76.59 66 3.62 3.92 1.06 9.42 32.9 100 0.67 1,107 1,1241312 76.61 66 3.65 3.86 1.09 9.47 32.1 100 0.64 1,109 1,1331313 76.62 66 3.64 3.86 1.07 9.32 32.0 100 0.64 1,108 1,1101314 76.64 66 3.68 3.92 1.11 9.45 32.9 100 0.67 1,116 1,1211315 76.65 66 3.69 3.94 1.10 9.44 32.8 100 0.66 1,119 1,1381316 76.67 66 3.65 3.86 1.08 9.39 31.9 100 0.65 1,114 1,1251317 76.68 66 3.69 3.91 1.10 9.47 32.5 100 0.66 1,119 1,134

GRL Engineers, Inc. Page 26Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1318 76.70 66 3.62 3.87 1.08 9.25 32.1 100 0.68 1,106 1,1211319 76.71 66 3.62 3.84 1.07 9.23 30.9 100 0.63 1,114 1,1371320 76.73 66 3.70 3.91 1.10 9.39 32.3 100 0.68 1,122 1,1141321 76.74 66 3.60 3.86 1.06 9.13 31.3 100 0.66 1,115 1,1201322 76.76 66 3.68 4.00 1.09 9.46 33.2 100 0.69 1,141 1,1521323 76.77 66 3.72 3.98 1.10 9.58 32.5 100 0.62 1,161 1,1771324 76.79 66 3.65 3.94 1.10 9.34 32.2 100 0.66 1,137 1,1551325 76.80 66 3.66 3.85 1.09 9.27 30.7 100 0.63 1,124 1,1441326 76.82 66 3.54 3.77 1.05 8.85 29.5 100 0.65 1,094 1,0921327 76.83 66 3.60 3.84 1.06 9.03 30.0 100 0.61 1,128 1,1361328 76.84 204 3.76 4.02 1.10 9.46 33.4 100 0.71 1,159 1,1751329 76.84 204 3.71 3.65 1.17 9.28 27.5 100 0.59 1,088 1,0961330 76.85 204 0.92 1.42 0.47 0.00 4.6 100 0.23 438 4611331 76.85 204 1.52 2.23 0.55 0.00 12.2 100 0.37 773 7811332 76.86 204 2.39 3.39 0.63 9.00 23.6 100 0.56 1,056 1,0741333 76.86 204 2.66 3.52 0.79 8.50 23.8 100 0.54 1,072 1,0871334 76.87 204 2.78 3.51 0.82 8.10 23.4 100 0.54 1,062 1,0781335 76.87 204 2.98 3.66 0.87 8.45 25.9 100 0.60 1,087 1,0881336 76.88 204 3.10 3.64 0.89 8.53 25.7 100 0.57 1,089 1,0951337 76.88 204 3.23 3.75 0.92 8.74 27.8 100 0.62 1,114 1,1311338 76.89 204 3.33 3.76 0.95 8.80 27.8 100 0.59 1,129 1,1421339 76.89 204 3.41 3.75 0.95 8.88 28.6 100 0.62 1,124 1,1351340 76.90 204 3.46 3.77 0.97 8.85 28.8 100 0.63 1,118 1,1271341 76.90 204 3.46 3.71 0.95 8.73 28.3 100 0.62 1,111 1,1281342 76.91 204 3.53 3.77 0.96 8.84 29.3 100 0.64 1,126 1,1401343 76.91 204 3.62 3.79 1.00 9.04 29.0 100 0.59 1,142 1,1501344 76.92 204 3.54 3.74 0.95 8.77 29.0 100 0.64 1,111 1,1251345 76.92 204 3.66 3.81 0.98 8.95 29.8 100 0.63 1,138 1,1391346 76.93 204 3.66 3.79 0.97 9.00 29.8 100 0.64 1,127 1,1301347 76.93 204 3.64 3.72 0.97 8.87 28.9 100 0.61 1,125 1,1381348 76.94 204 3.63 3.73 0.96 8.80 29.2 100 0.63 1,121 1,1321349 76.94 204 3.71 3.79 0.98 8.98 29.6 100 0.61 1,142 1,1511350 76.95 204 3.66 3.73 0.95 8.82 29.4 100 0.65 1,115 1,1171351 76.95 204 3.77 3.82 0.98 9.08 30.8 100 0.65 1,143 1,1421352 76.96 204 3.77 3.82 0.97 9.08 30.4 100 0.63 1,147 1,1551353 76.96 204 3.79 3.83 0.99 9.13 30.6 100 0.62 1,154 1,1611354 76.97 204 3.89 4.17 0.82 9.18 55.4 100 1.95 1,020 4931355 76.97 204 3.84 3.85 0.99 9.25 31.5 100 0.66 1,153 1,1641356 76.98 204 3.79 3.80 0.98 9.10 30.3 100 0.62 1,143 1,1451357 76.98 204 3.75 3.74 0.96 8.91 29.9 100 0.63 1,129 1,1401358 76.99 204 3.89 3.86 0.99 9.28 31.5 100 0.64 1,160 1,1741359 76.99 204 3.80 3.75 0.98 9.05 30.2 100 0.63 1,134 1,1411360 77.00 204 3.79 3.78 0.96 8.97 30.5 100 0.65 1,127 1,1281361 77.00 204 3.78 3.72 0.95 8.93 29.5 100 0.62 1,130 1,1341362 77.01 197 3.85 3.74 0.98 9.09 29.8 100 0.60 1,147 1,1531363 77.01 197 3.82 3.77 0.96 9.07 30.5 100 0.64 1,135 1,1371364 77.02 197 3.89 3.84 0.97 9.20 31.4 100 0.65 1,149 1,1621365 77.02 197 3.89 3.81 0.98 9.24 30.9 100 0.63 1,156 1,1741366 77.03 197 3.84 3.78 0.96 9.08 30.9 100 0.67 1,137 1,1411367 77.03 197 3.86 3.79 0.96 9.11 31.0 100 0.66 1,141 1,1491368 77.04 197 3.89 3.83 0.97 9.21 31.6 100 0.68 1,151 1,1451369 77.04 197 3.84 3.76 0.96 9.02 30.8 100 0.66 1,137 1,1431370 77.05 197 3.85 3.76 0.95 9.08 30.6 100 0.65 1,141 1,144

GRL Engineers, Inc. Page 27Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1371 77.05 197 3.96 3.86 0.99 9.37 32.0 100 0.66 1,162 1,1611372 77.06 197 3.93 3.82 0.97 9.27 31.1 100 0.63 1,164 1,1771373 77.06 197 3.91 3.81 0.96 9.21 31.5 100 0.67 1,151 1,1461374 77.07 197 3.92 3.83 0.96 9.23 31.7 100 0.66 1,157 1,1551375 77.07 197 3.98 3.84 0.99 9.36 31.6 100 0.63 1,171 1,1841376 77.08 197 3.87 3.75 0.95 9.10 29.9 100 0.60 1,149 1,1601377 77.08 197 3.92 3.81 0.96 9.23 31.7 100 0.67 1,153 1,1511378 77.09 197 3.90 3.78 0.95 9.10 30.8 100 0.64 1,145 1,1511379 77.09 197 3.93 3.78 0.96 9.20 31.1 100 0.65 1,151 1,1591380 77.10 197 3.95 3.80 0.97 9.25 31.4 100 0.65 1,161 1,1661381 77.10 197 3.90 3.76 0.94 9.10 31.0 100 0.66 1,143 1,1401382 77.11 197 3.89 3.73 0.93 9.11 30.7 100 0.65 1,141 1,1401383 77.11 197 3.95 3.78 0.96 9.20 31.0 100 0.64 1,154 1,1491384 77.12 197 3.87 3.70 0.93 9.04 30.4 100 0.65 1,133 1,1461385 77.12 197 3.98 3.81 0.96 9.27 32.1 100 0.67 1,160 1,1701386 77.13 197 3.89 3.71 0.93 9.07 30.5 100 0.64 1,138 1,1501387 77.13 197 3.94 3.78 0.94 9.16 31.1 100 0.65 1,152 1,1521388 77.14 197 3.95 3.79 0.94 9.16 31.2 100 0.64 1,159 1,1751389 77.14 197 3.97 3.75 0.95 9.26 30.8 100 0.63 1,160 1,1691390 77.15 197 3.95 3.77 0.94 9.19 31.1 100 0.65 1,154 1,1571391 77.15 197 3.92 3.70 0.93 9.11 30.4 100 0.64 1,143 1,1521392 77.16 197 3.92 3.70 0.94 9.10 30.4 100 0.64 1,145 1,1491393 77.16 197 3.88 3.66 0.93 8.93 29.9 100 0.66 1,118 1,1141394 77.17 197 3.89 3.65 0.92 8.99 29.1 100 0.58 1,141 1,1611395 77.17 197 3.89 3.67 0.92 8.99 29.5 100 0.61 1,136 1,1521396 77.18 197 3.93 3.74 0.92 9.11 31.2 100 0.68 1,143 1,1471397 77.18 197 4.01 3.77 0.94 9.26 31.9 100 0.67 1,160 1,1661398 77.19 197 3.97 3.73 0.93 9.20 30.7 100 0.64 1,147 1,1611399 77.19 197 3.96 3.73 0.93 9.13 30.7 100 0.64 1,146 1,1631400 77.20 197 4.00 3.77 0.92 9.20 31.7 100 0.66 1,158 1,1551401 77.20 197 4.13 3.85 0.98 9.54 32.4 100 0.63 1,191 1,1961402 77.21 197 4.09 3.78 0.97 9.42 31.5 100 0.63 1,176 1,1861403 77.21 197 3.99 3.71 0.93 9.17 30.6 100 0.63 1,152 1,1631404 77.22 197 4.06 3.75 0.95 9.31 31.2 100 0.63 1,167 1,1811405 77.22 197 3.97 3.71 0.92 9.09 30.9 100 0.65 1,143 1,1541406 77.23 197 4.06 3.77 0.93 9.29 32.1 100 0.68 1,161 1,1731407 77.23 197 4.13 3.83 0.95 9.42 33.2 100 0.70 1,179 1,1801408 77.24 197 4.07 3.74 0.94 9.28 31.7 100 0.66 1,158 1,1531409 77.24 197 3.93 3.64 0.92 8.93 29.7 100 0.61 1,136 1,1541410 77.25 197 3.98 3.66 0.91 9.01 30.3 100 0.63 1,137 1,1521411 77.25 197 4.07 3.77 0.93 9.24 32.3 100 0.68 1,162 1,1731412 77.26 197 4.10 3.73 0.96 9.31 31.2 100 0.63 1,163 1,1631413 77.26 197 3.95 3.63 0.91 8.96 29.9 100 0.64 1,127 1,1381414 77.27 197 3.96 3.67 0.90 8.94 30.7 100 0.67 1,128 1,1201415 77.27 197 4.09 3.74 0.93 9.25 31.6 100 0.65 1,165 1,1671416 77.28 197 4.08 3.74 0.92 9.21 31.8 100 0.66 1,157 1,1661417 77.28 197 4.10 3.74 0.93 9.26 31.5 100 0.64 1,165 1,1831418 77.29 197 4.07 3.75 0.93 9.18 32.2 100 0.69 1,156 1,1621419 77.29 197 4.09 3.71 0.93 9.19 31.1 100 0.63 1,162 1,1701420 77.30 197 4.06 3.69 0.92 9.10 31.3 100 0.66 1,146 1,1481421 77.30 197 4.03 3.70 0.91 9.07 32.0 100 0.71 1,146 1,1531422 77.31 197 4.14 3.73 0.94 9.26 31.8 100 0.65 1,159 1,1741423 77.31 197 4.01 3.65 0.90 8.99 30.7 100 0.65 1,135 1,140

GRL Engineers, Inc. Page 28Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1424 77.32 197 4.06 3.64 0.93 9.08 30.2 100 0.63 1,142 1,1551425 77.32 197 3.95 3.62 0.90 8.85 30.2 100 0.66 1,124 1,1351426 77.33 197 3.99 3.62 0.90 8.90 30.2 100 0.64 1,127 1,1221427 77.34 197 4.05 3.61 0.91 9.03 29.7 100 0.61 1,140 1,1431428 77.34 197 4.13 3.70 0.91 9.22 31.6 100 0.65 1,159 1,1741429 77.35 197 4.09 3.64 0.92 9.16 30.7 100 0.63 1,147 1,1471430 77.35 197 4.06 3.65 0.90 9.00 31.0 100 0.66 1,135 1,1321431 77.36 197 4.14 3.72 0.92 9.19 32.4 100 0.68 1,159 1,1491432 77.36 197 4.11 3.63 0.91 9.11 30.6 100 0.63 1,148 1,1531433 77.37 197 4.06 3.60 0.90 9.03 30.0 100 0.62 1,141 1,1451434 77.37 197 4.10 3.64 0.91 9.07 30.7 100 0.63 1,145 1,1451435 77.38 197 4.06 3.61 0.90 8.97 30.0 100 0.61 1,144 1,1581436 77.38 197 4.17 3.69 0.92 9.21 31.7 100 0.64 1,162 1,1621437 77.39 197 4.13 3.65 0.92 9.11 31.4 100 0.67 1,142 1,1421438 77.39 197 4.16 3.63 0.93 9.18 30.8 100 0.62 1,150 1,1631439 77.40 197 4.05 3.57 0.90 8.87 30.1 100 0.64 1,124 1,1241440 77.40 197 4.06 3.57 0.89 8.95 30.5 100 0.66 1,123 1,1341441 77.41 197 4.17 3.64 0.91 9.13 31.7 100 0.65 1,149 1,1501442 77.41 197 4.17 3.64 0.93 9.16 31.7 100 0.66 1,147 1,1541443 77.42 197 4.13 3.59 0.91 9.07 30.6 100 0.62 1,137 1,1541444 77.42 197 4.28 3.68 0.96 9.34 32.4 100 0.65 1,168 1,1701445 77.43 197 4.30 3.67 1.00 9.38 33.0 100 0.69 1,154 1,1511446 77.43 197 4.17 3.58 0.93 9.11 30.6 100 0.62 1,138 1,1511447 77.44 197 4.11 3.53 0.91 8.96 29.9 100 0.62 1,122 1,1391448 77.44 197 4.13 3.57 0.92 8.99 30.8 100 0.64 1,129 1,1451449 77.45 197 4.21 3.60 0.95 9.13 31.3 100 0.64 1,141 1,1431450 77.45 197 4.30 3.64 1.01 9.31 32.2 100 0.65 1,149 1,1491451 77.46 197 4.27 3.61 0.99 9.23 31.9 100 0.65 1,146 1,1481452 77.46 197 4.23 3.60 0.96 9.13 32.3 100 0.68 1,136 1,1431453 77.47 197 4.25 3.60 0.98 9.16 32.0 100 0.65 1,140 1,1481454 77.47 197 4.23 3.56 0.99 9.12 31.2 100 0.63 1,134 1,1501455 77.48 197 4.25 3.58 0.98 9.13 31.9 100 0.65 1,136 1,1361456 77.48 197 4.29 3.60 1.01 9.22 32.2 100 0.65 1,142 1,1531457 77.49 197 4.27 3.56 1.02 9.18 31.6 100 0.64 1,131 1,1311458 77.49 197 4.15 3.47 0.96 8.92 29.8 100 0.61 1,109 1,1191459 77.50 197 4.26 3.55 1.00 9.12 31.8 100 0.66 1,122 1,1321460 77.50 197 4.24 3.51 0.99 9.06 30.8 100 0.63 1,121 1,1361461 77.51 197 4.23 3.50 1.00 9.04 30.8 100 0.64 1,117 1,1171462 77.51 197 4.19 3.47 0.99 8.93 30.6 100 0.65 1,102 1,1021463 77.52 197 4.18 3.46 0.96 8.91 30.6 100 0.65 1,103 1,1031464 77.52 197 4.24 3.51 0.99 9.00 31.7 100 0.68 1,108 1,1131465 77.53 197 4.33 3.53 1.03 9.15 31.6 100 0.63 1,130 1,1441466 77.53 197 4.35 3.58 1.05 9.18 32.8 100 0.67 1,132 1,1321467 77.54 197 4.35 3.54 1.05 9.19 32.2 100 0.65 1,127 1,1421468 77.54 197 4.39 3.52 1.09 9.26 32.2 100 0.66 1,124 1,1311469 77.55 197 4.33 3.48 1.04 9.16 31.1 100 0.62 1,119 1,1201470 77.55 197 4.29 3.46 1.03 9.04 31.0 100 0.63 1,104 1,1141471 77.56 197 4.43 3.58 1.08 9.31 33.3 100 0.66 1,136 1,1361472 77.56 197 4.42 3.52 1.12 9.22 32.8 100 0.69 1,113 1,1191473 77.57 197 4.24 3.42 1.00 8.93 30.6 100 0.64 1,093 1,1011474 77.57 197 4.32 3.47 1.03 9.10 31.5 100 0.65 1,106 1,1111475 77.58 197 4.39 3.51 1.08 9.18 33.0 100 0.70 1,109 1,1141476 77.58 197 4.41 3.45 1.08 9.24 31.1 100 0.60 1,117 1,130

GRL Engineers, Inc. Page 29Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1477 77.59 197 4.35 3.47 1.08 9.09 32.0 100 0.67 1,101 1,1031478 77.59 197 4.26 3.36 1.02 8.93 29.7 100 0.60 1,081 1,0941479 77.60 197 4.30 3.39 1.05 9.00 30.4 100 0.63 1,087 1,0941480 77.60 197 4.32 3.38 1.05 9.02 30.2 100 0.61 1,088 1,1001481 77.61 197 4.32 3.42 1.02 9.02 31.3 100 0.65 1,091 1,0911482 77.61 197 4.50 3.51 1.12 9.37 33.0 100 0.67 1,116 1,1161483 77.62 197 4.43 3.42 1.10 9.18 31.5 100 0.64 1,097 1,1031484 77.62 197 4.42 3.44 1.08 9.18 32.0 100 0.66 1,099 1,1061485 77.63 197 4.40 3.42 1.08 9.12 31.4 100 0.63 1,092 1,1011486 77.63 197 4.44 3.45 1.10 9.18 32.5 100 0.67 1,093 1,0931487 77.64 197 4.45 3.44 1.11 9.22 32.4 100 0.66 1,100 1,1031488 77.64 197 4.39 3.40 1.09 9.03 31.6 100 0.65 1,086 1,0921489 77.65 197 4.39 3.38 1.10 9.08 31.7 100 0.67 1,074 1,0721490 77.65 197 4.38 3.38 1.07 8.99 31.6 100 0.66 1,077 1,0771491 77.66 197 4.37 3.39 1.06 9.00 31.8 100 0.65 1,086 1,0861492 77.66 197 4.63 3.49 1.20 9.45 33.7 100 0.66 1,113 1,1261493 77.67 197 4.46 3.37 1.14 9.19 31.8 100 0.65 1,080 1,0921494 77.68 197 4.44 3.40 1.13 9.05 32.5 100 0.68 1,079 1,0791495 77.68 197 4.44 3.37 1.15 9.09 32.0 100 0.66 1,076 1,0761496 77.69 197 4.38 3.33 1.09 8.96 31.3 100 0.66 1,065 1,0651497 77.69 197 4.48 3.40 1.14 9.14 32.6 100 0.67 1,083 1,0831498 77.70 197 4.50 3.41 1.16 9.17 33.1 100 0.69 1,079 1,0741499 77.70 197 4.50 3.39 1.16 9.18 32.4 100 0.66 1,081 1,0851500 77.71 197 4.52 3.36 1.18 9.18 32.2 100 0.66 1,072 1,0721501 77.71 197 4.41 3.31 1.09 9.03 31.2 100 0.64 1,063 1,0631502 77.72 197 4.58 3.40 1.17 9.31 32.8 100 0.65 1,084 1,0931503 77.72 197 4.34 3.24 1.07 8.89 29.9 100 0.60 1,046 1,0561504 77.73 197 4.45 3.35 1.13 9.06 32.2 100 0.68 1,061 1,0611505 77.73 197 4.32 3.31 1.04 8.85 31.8 100 0.70 1,044 1,0391506 77.74 197 4.51 3.40 1.15 9.08 33.3 100 0.70 1,072 1,0661507 77.74 197 4.54 3.35 1.15 9.23 32.5 100 0.66 1,070 1,0701508 77.75 197 4.49 3.34 1.11 9.13 32.3 100 0.66 1,067 1,0671509 77.75 197 4.58 3.36 1.16 9.32 32.9 100 0.65 1,074 1,0811510 77.76 197 4.61 3.33 1.20 9.37 32.2 100 0.63 1,072 1,0741511 77.76 197 4.23 3.18 1.03 8.63 29.2 100 0.63 1,017 1,0221512 77.77 197 4.32 3.22 1.02 8.82 30.1 100 0.62 1,037 1,0381513 77.77 197 4.57 3.34 1.18 9.24 32.8 100 0.68 1,061 1,0611514 77.78 197 4.36 3.21 1.09 8.80 30.3 100 0.64 1,025 1,0331515 77.78 197 4.32 3.20 1.03 8.80 30.2 100 0.64 1,020 1,0271516 77.79 197 4.38 3.25 1.03 8.88 31.1 100 0.65 1,037 1,0421517 77.79 197 4.56 3.34 1.15 9.20 32.8 100 0.67 1,059 1,0681518 77.80 197 4.57 3.31 1.16 9.17 32.5 100 0.64 1,058 1,0651519 77.80 197 4.56 3.32 1.15 9.18 32.8 100 0.66 1,053 1,0641520 77.81 197 4.62 3.32 1.18 9.33 33.0 100 0.66 1,058 1,0631521 77.81 197 4.51 3.24 1.15 9.06 31.5 100 0.64 1,036 1,0481522 77.82 197 4.40 3.22 1.06 8.94 31.3 100 0.66 1,024 1,0291523 77.82 197 4.55 3.30 1.12 9.16 32.6 100 0.66 1,048 1,0591524 77.83 197 4.60 3.31 1.18 9.25 33.3 100 0.68 1,050 1,0501525 77.83 197 4.58 3.29 1.15 9.18 33.0 100 0.68 1,043 1,0451526 77.84 197 4.62 3.27 1.18 9.25 32.5 100 0.65 1,042 1,0451527 77.84 197 4.52 3.26 1.12 9.11 32.5 100 0.66 1,038 1,0381528 77.85 197 4.62 3.27 1.17 9.29 32.9 100 0.66 1,038 1,0501529 77.85 197 4.61 3.26 1.17 9.18 32.8 100 0.66 1,037 1,048

GRL Engineers, Inc. Page 30Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1530 77.86 197 4.63 3.31 1.18 9.31 34.3 100 0.73 1,033 1,0291531 77.86 197 4.54 3.21 1.13 9.08 32.0 100 0.65 1,020 1,0301532 77.87 197 4.53 3.23 1.12 9.09 32.5 100 0.67 1,018 1,0181533 77.87 197 4.59 3.24 1.16 9.18 32.6 100 0.65 1,031 1,0311534 77.88 197 4.65 3.27 1.19 9.21 34.0 100 0.70 1,028 1,0281535 77.88 197 4.46 3.17 1.10 8.94 31.5 100 0.65 1,010 1,0101536 77.89 197 4.58 3.22 1.14 9.17 32.5 100 0.65 1,024 1,0241537 77.89 197 4.53 3.20 1.13 9.07 32.3 100 0.66 1,012 1,0231538 77.90 197 4.56 3.20 1.16 9.03 32.7 100 0.68 1,009 1,0131539 77.90 197 4.50 3.16 1.09 8.99 31.8 100 0.64 1,010 1,0101540 77.91 197 4.67 3.22 1.20 9.21 33.0 100 0.65 1,020 1,0301541 77.91 197 4.45 3.13 1.10 8.86 31.7 100 0.66 995 9961542 77.92 197 4.58 3.20 1.17 9.09 32.9 100 0.68 1,004 1,0041543 77.92 197 4.63 3.21 1.19 9.19 33.5 100 0.70 1,006 1,0061544 77.93 197 4.57 3.17 1.14 9.14 32.5 100 0.67 998 1,0081545 77.93 197 4.53 3.18 1.11 9.04 33.0 100 0.69 999 9991546 77.94 197 4.71 3.24 1.20 9.32 34.5 100 0.70 1,013 1,0201547 77.94 197 4.56 3.13 1.15 9.08 32.1 100 0.65 992 9961548 77.95 197 4.48 3.12 1.10 8.94 31.9 100 0.67 986 9901549 77.95 197 4.63 3.17 1.20 9.13 33.1 100 0.68 998 9981550 77.96 197 4.61 3.14 1.17 9.13 32.1 100 0.61 1,004 1,0131551 77.96 197 4.59 3.16 1.15 9.09 33.5 100 0.69 991 9911552 77.97 197 4.63 3.14 1.18 9.16 32.7 100 0.65 993 9931553 77.97 197 4.56 3.15 1.14 9.05 33.0 100 0.69 985 9851554 77.98 197 4.62 3.14 1.18 9.13 32.8 100 0.67 984 9901555 77.98 197 4.58 3.14 1.17 9.10 33.2 100 0.70 980 9851556 77.99 197 4.76 3.17 1.28 9.33 33.5 100 0.65 998 9981557 77.99 197 4.48 3.03 1.13 8.92 30.9 100 0.64 963 9631558 78.00 197 4.51 3.05 1.14 8.94 31.6 100 0.66 960 9601559 78.01 115 4.51 3.10 1.14 8.88 32.8 100 0.71 965 9641560 78.02 115 4.66 3.13 1.22 9.16 33.5 100 0.69 977 9771561 78.03 115 4.56 3.04 1.16 9.00 31.6 100 0.64 966 9661562 78.03 115 4.65 3.09 1.21 9.18 32.1 100 0.62 979 9871563 78.04 115 4.60 3.09 1.18 9.07 32.8 100 0.68 967 9731564 78.05 115 4.58 3.02 1.20 9.07 31.2 100 0.62 960 9661565 78.06 115 4.48 3.04 1.12 8.87 32.0 100 0.69 955 9601566 78.07 115 4.51 3.03 1.15 8.94 31.6 100 0.66 957 9571567 78.08 115 4.59 3.07 1.20 9.02 32.5 100 0.67 963 9661568 78.09 115 4.67 3.11 1.22 9.20 33.8 100 0.70 970 9751569 78.10 115 4.68 3.11 1.22 9.19 34.0 100 0.71 972 9721570 78.10 115 4.56 3.03 1.16 9.07 32.0 100 0.66 959 9601571 78.11 115 4.57 3.03 1.18 8.97 32.5 100 0.68 951 9571572 78.12 115 4.69 3.12 1.22 9.24 34.0 100 0.71 966 9721573 78.13 115 4.70 3.06 1.23 9.24 32.6 100 0.63 969 9691574 78.14 115 4.59 3.05 1.20 9.03 33.3 100 0.70 955 9551575 78.15 115 4.68 3.04 1.26 9.16 32.8 100 0.66 957 9571576 78.16 115 4.50 2.98 1.15 8.85 31.7 100 0.66 940 9401577 78.17 115 4.67 3.03 1.22 9.16 32.5 100 0.64 955 9621578 78.17 115 4.70 3.06 1.25 9.20 33.7 100 0.69 955 9551579 78.18 115 4.76 3.09 1.29 9.32 34.4 100 0.70 962 9621580 78.19 115 4.61 2.98 1.23 9.07 32.2 100 0.65 944 9441581 78.20 115 4.76 3.04 1.28 9.28 33.5 100 0.67 955 9621582 78.21 115 4.70 3.04 1.24 9.18 34.1 100 0.71 951 951

GRL Engineers, Inc. Page 31Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1583 78.22 115 4.77 3.05 1.28 9.29 34.1 100 0.68 954 9591584 78.23 115 4.77 3.06 1.30 9.31 34.7 100 0.71 952 9521585 78.23 115 4.54 2.94 1.20 8.92 32.0 100 0.69 919 9201586 78.24 115 4.45 2.90 1.14 8.75 30.9 100 0.67 912 9121587 78.25 115 4.56 3.00 1.15 8.95 33.4 100 0.73 932 9321588 78.26 115 4.64 3.03 1.21 9.10 33.8 100 0.71 942 9421589 78.27 115 4.75 3.03 1.29 9.26 33.6 100 0.66 949 9511590 78.28 115 4.58 2.96 1.21 8.96 32.7 100 0.70 925 9251591 78.29 115 4.60 2.97 1.22 9.03 32.5 100 0.68 927 9321592 78.30 115 4.67 3.00 1.24 9.11 33.3 100 0.69 935 9351593 78.30 115 4.64 3.00 1.25 9.07 33.6 100 0.72 927 9271594 78.31 115 4.56 2.93 1.19 8.91 32.1 100 0.66 925 9291595 78.32 115 4.63 2.99 1.22 9.02 33.5 100 0.72 925 9251596 78.33 115 4.75 2.99 1.31 9.23 33.3 100 0.66 937 9381597 78.34 115 4.53 2.88 1.20 8.89 31.0 100 0.63 907 9121598 78.35 115 4.71 2.98 1.27 9.20 33.1 100 0.67 929 9311599 78.36 115 4.60 2.94 1.23 8.94 32.5 100 0.68 921 9211600 78.37 115 4.57 2.92 1.20 8.91 32.3 100 0.69 912 9131601 78.37 115 4.60 2.92 1.21 8.97 32.2 100 0.67 915 9151602 78.38 115 4.51 2.87 1.18 8.83 31.2 100 0.66 900 9001603 78.39 115 4.52 2.93 1.16 8.82 32.6 100 0.70 916 9161604 78.40 115 4.84 3.07 1.30 9.42 35.6 100 0.72 940 9401605 78.41 115 4.87 3.05 1.32 9.48 35.4 100 0.69 947 9521606 78.42 115 4.82 3.01 1.31 9.42 34.9 100 0.71 927 9271607 78.43 115 4.89 3.03 1.36 9.49 34.9 100 0.68 937 9371608 78.43 115 4.75 2.95 1.30 9.25 33.9 100 0.70 914 9151609 78.44 115 4.64 2.89 1.26 9.01 32.2 100 0.66 903 9031610 78.45 115 4.63 2.88 1.28 9.03 32.0 100 0.66 895 9001611 78.46 115 4.42 2.78 1.13 8.63 30.0 100 0.64 878 8821612 78.47 115 4.66 2.92 1.24 9.07 32.8 100 0.67 910 9101613 78.48 115 4.66 2.90 1.27 9.08 32.5 100 0.67 902 9021614 78.49 115 4.60 2.91 1.22 8.93 33.3 100 0.73 896 8951615 78.50 115 4.70 2.93 1.27 9.09 33.6 100 0.71 901 9001616 78.50 115 4.64 2.87 1.26 9.00 32.4 100 0.68 891 8911617 78.51 115 4.68 2.92 1.26 9.10 33.5 100 0.70 903 9031618 78.52 115 4.79 2.93 1.34 9.29 33.6 100 0.66 906 9121619 78.53 115 4.81 2.96 1.35 9.30 34.6 100 0.70 914 9101620 78.54 115 4.72 2.86 1.32 9.10 32.8 100 0.67 887 8871621 78.55 115 4.68 2.89 1.29 9.07 33.4 100 0.71 889 8871622 78.56 115 4.70 2.90 1.29 9.08 33.8 100 0.72 893 8901623 78.57 115 4.64 2.86 1.27 9.00 32.7 100 0.68 890 8901624 78.57 115 4.76 2.93 1.31 9.22 34.9 100 0.73 905 9011625 78.58 115 4.86 2.98 1.40 9.38 35.6 100 0.73 910 9041626 78.59 115 4.83 2.93 1.38 9.33 35.0 100 0.71 906 9021627 78.60 115 4.80 2.90 1.39 9.28 34.5 100 0.71 896 8921628 78.61 115 4.78 2.90 1.34 9.24 35.1 100 0.74 896 8901629 78.62 115 4.80 2.91 1.38 9.28 35.0 100 0.72 899 8931630 78.63 115 4.82 2.90 1.39 9.31 34.7 100 0.70 897 8911631 78.63 115 4.79 2.88 1.37 9.24 34.6 100 0.71 891 8841632 78.64 115 4.81 2.87 1.37 9.26 34.4 100 0.70 893 8861633 78.65 115 4.78 2.89 1.36 9.20 35.0 100 0.74 891 8841634 78.66 115 4.92 2.94 1.46 9.48 36.1 100 0.75 898 8931635 78.67 115 4.77 2.83 1.37 9.21 33.9 100 0.70 882 877

GRL Engineers, Inc. Page 32Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1636 78.68 115 4.87 2.93 1.42 9.34 36.0 100 0.74 906 8961637 78.69 115 4.78 2.85 1.39 9.17 34.6 100 0.72 886 8781638 78.70 115 4.91 2.94 1.45 9.42 36.6 100 0.76 905 8941639 78.70 115 4.90 2.88 1.44 9.44 35.5 100 0.72 890 8831640 78.71 115 4.90 2.88 1.46 9.42 35.5 100 0.73 886 8781641 78.72 115 4.80 2.81 1.42 9.26 33.7 100 0.69 872 8681642 78.73 115 4.72 2.80 1.37 9.13 33.4 100 0.70 870 8631643 78.74 115 4.76 2.83 1.39 9.11 34.2 100 0.73 875 8671644 78.75 115 4.76 2.82 1.41 9.14 34.0 100 0.72 872 8661645 78.76 115 4.73 2.81 1.37 9.09 33.8 100 0.72 863 8581646 78.77 115 4.81 2.85 1.41 9.24 34.8 100 0.73 874 8661647 78.77 115 4.78 2.81 1.40 9.17 34.0 100 0.70 875 8691648 78.78 115 4.90 2.83 1.49 9.39 34.1 100 0.68 875 8741649 78.79 115 4.63 2.73 1.34 8.88 32.3 100 0.70 847 8441650 78.80 115 4.78 2.84 1.40 9.19 34.7 100 0.72 886 8751651 78.81 115 4.86 2.87 1.46 9.32 35.8 100 0.76 881 8731652 78.82 115 4.90 2.84 1.49 9.41 35.1 100 0.73 868 8641653 78.83 115 4.78 2.80 1.41 9.19 34.2 100 0.72 871 8621654 78.83 115 4.96 2.88 1.53 9.53 36.4 100 0.77 875 8681655 78.84 115 4.89 2.85 1.49 9.37 35.6 100 0.75 871 8641656 78.85 115 4.78 2.82 1.44 9.14 34.9 100 0.75 872 8621657 78.86 115 4.80 2.79 1.45 9.21 34.1 100 0.71 860 8541658 78.87 115 4.86 2.80 1.48 9.31 34.3 100 0.71 863 8591659 78.88 115 4.77 2.78 1.44 9.13 34.0 100 0.72 863 8551660 78.89 115 4.91 2.85 1.52 9.41 35.4 100 0.72 879 8691661 78.90 115 4.85 2.82 1.50 9.29 35.3 100 0.76 865 8571662 78.90 115 4.77 2.78 1.45 9.12 34.3 100 0.74 862 8531663 78.91 115 4.81 2.78 1.48 9.21 34.0 100 0.71 862 8561664 78.92 115 4.83 2.81 1.48 9.24 35.1 100 0.75 866 8581665 78.93 115 4.85 2.80 1.51 9.29 34.5 100 0.72 859 8531666 78.94 115 4.76 2.76 1.45 9.08 33.6 100 0.72 855 8491667 78.95 115 4.84 2.81 1.49 9.24 34.9 100 0.73 870 8611668 78.96 115 4.98 2.82 1.58 9.49 35.2 100 0.71 869 8631669 78.97 115 4.89 2.79 1.54 9.33 34.4 100 0.71 859 8561670 78.97 115 4.76 2.74 1.48 9.08 33.0 100 0.69 848 8451671 78.98 115 4.72 2.76 1.45 9.00 33.7 100 0.75 845 8411672 78.99 115 4.87 2.83 1.53 9.28 35.1 100 0.75 863 8571673 79.00 115 4.77 2.77 1.47 9.09 33.7 100 0.74 842 8411674 79.01 86 4.73 2.78 1.45 9.03 33.8 100 0.73 858 8501675 79.02 86 4.80 2.79 1.50 9.15 34.3 100 0.73 857 8501676 79.03 86 4.93 2.79 1.56 9.34 34.4 100 0.70 859 8571677 79.05 86 4.70 2.75 1.45 8.96 33.7 100 0.74 849 8421678 79.06 86 4.80 2.78 1.50 9.12 34.1 100 0.74 856 8501679 79.07 86 4.81 2.75 1.52 9.16 33.3 100 0.69 852 8471680 79.08 86 4.81 2.74 1.51 9.15 33.5 100 0.70 847 8431681 79.09 86 4.90 2.79 1.55 9.31 34.6 100 0.73 856 8511682 79.10 86 4.94 2.84 1.59 9.37 35.9 100 0.76 866 8581683 79.12 86 4.98 2.81 1.61 9.45 35.6 100 0.75 856 8511684 79.13 86 4.87 2.77 1.54 9.28 34.6 100 0.73 855 8501685 79.14 86 4.95 2.78 1.61 9.37 34.6 100 0.69 862 8541686 79.15 86 4.96 2.79 1.61 9.37 35.0 100 0.73 854 8471687 79.16 86 4.94 2.80 1.61 9.36 35.4 100 0.75 855 8501688 79.17 86 4.79 2.73 1.52 9.12 33.7 100 0.73 840 835

GRL Engineers, Inc. Page 33Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1689 79.19 86 4.86 2.76 1.56 9.21 34.4 100 0.73 845 8431690 79.20 86 4.90 2.74 1.58 9.26 33.8 100 0.69 846 8421691 79.21 86 4.78 2.70 1.51 9.03 32.8 100 0.70 828 8301692 79.22 86 4.76 2.74 1.50 9.02 33.7 100 0.74 844 8361693 79.23 86 4.84 2.78 1.54 9.15 35.0 100 0.76 853 8451694 79.24 86 5.04 2.79 1.65 9.51 35.3 100 0.72 848 8501695 79.26 86 4.89 2.78 1.57 9.23 35.2 100 0.76 848 8411696 79.27 86 4.89 2.73 1.60 9.23 33.7 100 0.71 840 8381697 79.28 86 4.77 2.70 1.51 9.07 33.2 100 0.71 839 8361698 79.29 86 4.96 2.82 1.63 9.37 35.5 100 0.75 847 8401699 79.30 86 4.84 2.76 1.55 9.11 34.7 100 0.75 848 8401700 79.31 86 5.00 2.84 1.66 9.46 35.6 100 0.74 855 8481701 79.33 86 4.89 2.73 1.61 9.22 34.2 100 0.72 840 8351702 79.34 86 4.92 2.70 1.60 9.28 33.5 100 0.70 827 8331703 79.35 86 4.96 2.78 1.63 9.36 35.3 100 0.76 841 8381704 79.36 86 4.92 2.76 1.62 9.25 34.8 100 0.73 846 8411705 79.37 86 4.97 2.76 1.63 9.32 35.1 100 0.73 847 8411706 79.38 86 5.09 2.82 1.72 9.56 36.4 100 0.75 855 8511707 79.40 86 4.96 2.75 1.64 9.36 35.0 100 0.73 845 8401708 79.41 86 4.93 2.78 1.63 9.24 35.2 100 0.76 840 8341709 79.42 86 4.97 2.77 1.66 9.33 35.6 100 0.76 849 8421710 79.43 86 4.93 2.71 1.64 9.28 34.1 100 0.73 825 8251711 79.44 86 4.85 2.72 1.60 9.08 34.1 100 0.74 835 8321712 79.45 86 4.92 2.79 1.63 9.21 34.7 100 0.74 839 8341713 79.47 86 5.08 2.78 1.72 9.51 35.8 100 0.74 843 8411714 79.48 86 4.90 2.76 1.63 9.18 34.8 100 0.76 829 8261715 79.49 86 4.88 2.75 1.62 9.14 34.1 100 0.73 829 8261716 79.50 86 4.95 2.78 1.67 9.28 35.0 100 0.76 832 8301717 79.51 86 4.92 2.76 1.65 9.19 35.3 100 0.79 831 8261718 79.52 86 5.04 2.78 1.72 9.40 35.1 100 0.72 837 8371719 79.53 86 4.99 2.76 1.70 9.29 34.5 100 0.72 826 8291720 79.55 86 4.96 2.71 1.66 9.29 34.2 100 0.72 826 8261721 79.56 86 4.98 2.75 1.68 9.31 35.4 100 0.77 829 8271722 79.57 86 4.90 2.74 1.65 9.15 35.1 100 0.77 833 8281723 79.58 86 5.03 2.77 1.72 9.37 35.6 100 0.76 835 8341724 79.59 86 4.90 2.77 1.67 9.17 34.7 100 0.74 836 8301725 79.60 86 5.07 2.78 1.75 9.41 35.9 100 0.74 842 8381726 79.62 86 4.93 2.71 1.68 9.17 34.3 100 0.74 824 8221727 79.63 86 4.84 2.71 1.63 9.03 34.1 100 0.74 834 8271728 79.64 86 4.93 2.72 1.69 9.21 34.3 100 0.73 823 8211729 79.65 86 4.87 2.72 1.64 9.10 34.3 100 0.73 835 8281730 79.66 86 5.11 2.88 1.79 9.49 36.9 100 0.79 837 8341731 79.67 86 4.94 2.73 1.69 9.13 34.7 100 0.74 835 8281732 79.69 86 5.08 2.79 1.78 9.41 36.5 100 0.78 841 8341733 79.70 86 4.93 2.71 1.68 9.15 34.7 100 0.75 831 8231734 79.71 86 5.10 2.85 1.79 9.47 36.7 100 0.78 844 8381735 79.72 86 5.18 2.80 1.83 9.64 37.0 100 0.76 846 8391736 79.73 86 5.18 2.82 1.86 9.59 37.4 100 0.78 851 8421737 79.74 86 5.01 2.74 1.78 9.28 35.5 100 0.77 827 8211738 79.76 86 4.96 2.75 1.75 9.17 35.6 100 0.78 836 8261739 79.77 86 4.98 2.80 1.75 9.25 34.3 100 0.73 819 8181740 79.78 86 5.04 2.83 1.77 9.29 35.9 100 0.77 834 8261741 79.79 86 5.00 2.71 1.76 9.24 34.5 100 0.73 823 818

GRL Engineers, Inc. Page 34Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1742 79.80 86 5.04 2.82 1.78 9.32 35.1 100 0.73 830 8281743 79.81 86 5.01 2.75 1.77 9.26 35.4 100 0.77 828 8211744 79.83 86 5.02 2.75 1.78 9.27 35.6 100 0.76 836 8271745 79.84 86 5.06 2.74 1.81 9.32 35.7 100 0.77 822 8181746 79.85 86 4.98 2.73 1.75 9.21 34.7 100 0.75 821 8201747 79.86 86 5.04 2.73 1.79 9.32 35.0 100 0.74 828 8231748 79.87 86 5.00 2.74 1.75 9.20 35.1 100 0.75 833 8241749 79.88 86 5.19 2.87 1.88 9.58 37.0 100 0.78 840 8311750 79.90 86 5.04 2.78 1.80 9.31 36.2 100 0.79 838 8261751 79.91 86 5.07 2.77 1.82 9.36 36.2 100 0.78 839 8261752 79.92 86 5.08 2.80 1.84 9.32 35.5 100 0.75 837 8271753 79.93 86 5.03 2.75 1.80 9.25 35.7 100 0.77 832 8211754 79.94 86 5.05 2.79 1.81 9.31 35.7 100 0.76 834 8211755 79.95 86 5.14 2.79 1.88 9.47 36.7 100 0.78 837 8281756 79.97 86 4.95 2.78 1.76 9.13 35.1 100 0.76 832 8201757 79.98 86 5.07 2.84 1.82 9.36 36.2 100 0.77 836 8261758 79.99 86 5.20 2.80 1.90 9.56 36.8 100 0.76 843 8341759 80.00 86 5.04 2.82 1.82 9.31 35.3 100 0.76 829 8191760 80.01 78 4.99 2.83 1.79 9.19 35.5 100 0.78 828 8191761 80.03 78 5.05 2.86 1.85 9.34 35.2 100 0.75 825 8181762 80.04 78 4.96 2.74 1.79 9.12 35.0 100 0.77 824 8141763 80.05 78 5.07 2.75 1.85 9.31 35.4 100 0.75 833 8241764 80.06 78 5.07 2.77 1.87 9.33 35.6 100 0.77 824 8151765 80.08 78 5.01 2.74 1.82 9.20 34.9 100 0.74 835 8241766 80.09 78 5.06 2.76 1.86 9.31 34.6 100 0.73 819 8171767 80.10 78 5.01 2.77 1.83 9.21 35.7 100 0.78 829 8191768 80.12 78 4.98 2.74 1.81 9.19 35.0 100 0.75 831 8241769 80.13 78 5.05 2.83 1.86 9.30 35.8 100 0.76 840 8281770 80.14 78 5.12 2.84 1.91 9.43 36.2 100 0.78 831 8261771 80.15 78 4.99 2.77 1.81 9.18 34.9 100 0.77 818 8151772 80.17 78 5.08 2.77 1.88 9.34 35.4 100 0.76 830 8271773 80.18 78 4.92 2.74 1.78 9.04 34.4 100 0.75 828 8191774 80.19 78 5.07 2.87 1.87 9.34 35.9 100 0.77 840 8301775 80.21 78 5.13 2.81 1.91 9.39 36.3 100 0.77 837 8301776 80.22 78 5.01 2.82 1.84 9.20 35.5 100 0.79 827 8201777 80.23 78 4.99 2.78 1.83 9.18 35.4 100 0.78 830 8231778 80.24 78 5.00 2.83 1.85 9.18 35.6 100 0.78 835 8281779 80.26 78 4.99 2.75 1.83 9.15 34.5 100 0.74 833 8261780 80.27 78 5.13 2.82 1.92 9.41 36.1 100 0.77 836 8331781 80.28 78 5.07 2.80 1.88 9.30 35.6 100 0.75 845 8371782 80.29 78 5.22 2.89 1.97 9.56 37.5 100 0.79 848 8371783 80.31 78 5.09 2.82 1.91 9.34 36.0 100 0.78 840 8271784 80.32 78 5.24 2.91 2.00 9.58 38.4 100 0.82 856 8391785 80.33 78 5.23 2.87 2.00 9.57 37.0 100 0.77 846 8381786 80.35 78 5.14 2.86 1.96 9.45 36.9 100 0.80 839 8271787 80.36 78 5.08 2.82 1.93 9.31 35.3 100 0.74 836 8241788 80.37 78 5.10 2.92 1.95 9.34 37.0 100 0.82 839 8261789 80.38 78 5.20 2.89 1.99 9.55 37.1 100 0.78 853 8361790 80.40 78 5.22 2.94 2.01 9.56 38.2 100 0.83 855 8381791 80.41 78 5.19 2.94 2.02 9.51 38.0 100 0.83 847 8341792 80.42 78 5.09 2.86 1.96 9.34 36.4 100 0.79 838 8241793 80.44 78 5.24 2.90 2.03 9.61 36.9 100 0.77 847 8401794 80.45 78 5.14 2.86 1.99 9.42 36.0 100 0.77 830 821

GRL Engineers, Inc. Page 35Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1795 80.46 78 5.13 2.84 1.97 9.39 35.4 100 0.73 842 8391796 80.47 78 5.24 2.95 2.05 9.63 38.4 100 0.82 862 8461797 80.49 78 5.24 2.98 2.07 9.59 37.5 100 0.79 845 8361798 80.50 78 5.19 2.92 2.04 9.47 37.3 100 0.80 848 8311799 80.51 78 5.18 2.87 2.03 9.46 35.7 100 0.75 829 8231800 80.53 78 5.11 2.85 2.00 9.34 35.8 100 0.77 836 8261801 80.54 78 5.05 2.83 1.96 9.26 35.1 100 0.75 832 8201802 80.55 78 5.06 2.87 1.96 9.24 36.1 100 0.80 835 8221803 80.56 78 5.23 2.94 2.07 9.51 37.3 100 0.79 848 8331804 80.58 78 5.15 2.91 2.02 9.42 36.9 100 0.79 847 8321805 80.59 78 5.17 2.91 2.04 9.44 36.4 100 0.78 843 8351806 80.60 78 5.23 2.97 2.08 9.59 38.0 100 0.82 854 8401807 80.62 78 5.17 2.95 2.07 9.36 37.0 100 0.81 840 8261808 80.63 78 5.13 2.93 2.00 9.38 36.7 100 0.79 850 8371809 80.64 78 5.28 2.98 2.12 9.60 37.8 100 0.80 854 8391810 80.65 78 5.12 2.89 2.04 9.37 35.6 100 0.77 828 8221811 80.67 78 5.07 2.89 1.98 9.28 35.8 100 0.79 836 8281812 80.68 78 5.33 3.00 2.15 9.64 38.2 100 0.81 852 8451813 80.69 78 5.06 2.93 1.99 9.28 36.8 100 0.84 834 8231814 80.71 78 5.23 2.98 2.07 9.58 37.2 100 0.80 843 8351815 80.72 78 5.14 2.99 2.05 9.44 36.7 100 0.80 840 8361816 80.73 78 5.16 3.02 2.08 9.44 36.7 100 0.80 841 8361817 80.74 78 5.06 2.89 2.01 9.22 35.2 100 0.77 829 8281818 80.76 78 5.15 2.98 2.08 9.42 35.9 100 0.76 838 8361819 80.77 78 5.04 2.90 2.00 9.20 35.6 100 0.81 824 8201820 80.78 78 5.00 2.89 1.99 9.13 35.2 100 0.79 830 8241821 80.79 78 5.18 3.03 2.10 9.39 36.8 100 0.80 846 8411822 80.81 78 5.21 3.02 2.12 9.49 37.1 100 0.81 841 8401823 80.82 78 5.11 3.01 2.09 9.26 36.5 100 0.81 844 8341824 80.83 78 5.04 2.90 2.01 9.21 35.2 100 0.78 827 8271825 80.85 78 5.20 3.01 2.10 9.50 37.9 100 0.84 850 8461826 80.86 78 5.19 2.95 2.11 9.39 36.2 100 0.77 839 8391827 80.87 78 5.14 3.02 2.09 9.32 36.5 100 0.80 841 8411828 80.88 78 5.09 2.93 2.04 9.32 36.0 100 0.80 843 8391829 80.90 78 5.21 3.02 2.10 9.56 37.6 100 0.82 854 8501830 80.91 78 5.33 3.18 2.19 9.73 38.3 100 0.81 853 8531831 80.92 78 5.00 2.92 2.01 9.19 34.5 100 0.76 830 8301832 80.94 78 5.14 2.92 2.10 9.34 35.1 100 0.74 839 8391833 80.95 78 5.05 2.95 2.05 9.21 35.6 100 0.79 838 8381834 80.96 78 5.10 2.97 2.07 9.25 36.4 100 0.81 843 8411835 80.97 78 5.23 3.11 2.14 9.60 37.1 100 0.81 844 8441836 80.99 78 5.05 2.98 2.07 9.15 35.4 100 0.79 829 8291837 81.00 78 5.20 3.10 2.16 9.43 36.9 100 0.79 851 8511838 81.01 89 5.16 3.10 2.15 9.38 38.0 100 0.86 849 8421839 81.02 89 5.21 3.04 2.14 9.45 36.6 100 0.79 841 8461840 81.03 89 5.20 3.09 2.16 9.50 37.1 100 0.80 847 8461841 81.04 89 5.26 3.16 2.20 9.52 38.1 100 0.83 853 8511842 81.06 89 5.17 3.01 2.13 9.44 36.6 100 0.81 832 8321843 81.07 89 5.12 2.95 2.09 9.41 35.5 100 0.78 833 8331844 81.08 89 5.14 3.04 2.11 9.34 37.4 100 0.84 843 8411845 81.09 89 5.35 3.24 2.22 9.82 38.3 100 0.81 853 8531846 81.10 89 5.17 3.09 2.14 9.41 36.8 100 0.81 839 8391847 81.11 89 5.20 3.03 2.16 9.50 36.7 100 0.80 831 833

GRL Engineers, Inc. Page 36Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1848 81.12 89 5.13 3.04 2.13 9.36 36.5 100 0.84 824 8241849 81.13 89 5.00 2.95 2.04 9.10 34.9 100 0.80 818 8181850 81.15 89 5.15 3.08 2.13 9.34 36.7 100 0.83 834 8301851 81.16 89 5.04 2.96 2.07 9.21 35.8 100 0.82 830 8261852 81.17 89 5.27 3.13 2.20 9.59 37.4 100 0.82 838 8381853 81.18 89 5.11 3.01 2.13 9.26 35.7 100 0.80 822 8221854 81.19 89 4.95 2.92 2.01 9.11 35.1 100 0.81 824 8241855 81.20 89 5.26 3.22 2.18 9.61 37.2 100 0.81 835 8351856 81.21 89 5.08 3.06 2.09 9.25 35.5 100 0.79 829 8301857 81.22 89 5.18 3.11 2.14 9.50 36.9 100 0.82 835 8351858 81.24 89 5.14 3.11 2.15 9.29 36.2 100 0.81 833 8291859 81.25 89 5.10 3.03 2.12 9.29 35.5 100 0.79 824 8241860 81.26 89 5.14 3.05 2.15 9.31 35.7 100 0.79 827 8251861 81.27 89 5.08 2.99 2.10 9.25 35.4 100 0.79 822 8221862 81.28 89 5.14 3.03 2.15 9.40 36.0 100 0.80 825 8251863 81.29 89 5.19 3.18 2.16 9.44 37.0 100 0.83 824 8221864 81.30 89 5.05 3.10 2.10 9.19 34.8 100 0.79 807 8101865 81.31 89 5.00 2.96 2.05 9.11 35.1 100 0.82 813 8131866 81.33 89 5.03 2.96 2.08 9.13 34.1 100 0.76 812 8161867 81.34 89 5.13 3.13 2.14 9.33 36.2 100 0.82 823 8231868 81.35 89 5.09 3.00 2.12 9.29 35.2 100 0.79 809 8091869 81.36 89 5.11 3.09 2.12 9.28 36.0 100 0.83 814 8121870 81.37 89 4.97 2.98 2.03 9.11 35.3 100 0.84 808 8071871 81.38 89 5.25 3.17 2.19 9.56 37.4 100 0.83 829 8291872 81.39 89 4.99 2.97 2.07 9.09 33.9 100 0.77 798 7981873 81.40 89 5.03 3.08 2.09 9.21 34.5 100 0.79 804 8081874 81.42 89 4.98 2.94 2.05 9.11 35.2 100 0.82 820 8131875 81.43 89 5.26 3.28 2.21 9.55 38.1 100 0.86 827 8241876 81.44 89 5.05 3.07 2.10 9.21 35.3 100 0.82 798 7971877 81.45 89 5.00 2.97 2.04 9.11 35.2 100 0.82 812 8051878 81.46 89 5.14 3.19 2.14 9.37 35.6 100 0.80 813 8191879 81.47 89 4.97 2.97 2.05 9.04 34.2 100 0.80 795 7921880 81.48 89 5.00 3.00 2.04 9.15 35.1 100 0.83 798 7971881 81.49 89 4.97 3.00 2.04 9.07 35.0 100 0.83 809 8031882 81.51 89 5.05 3.01 2.08 9.17 35.2 100 0.81 811 8091883 81.52 89 5.09 3.14 2.12 9.30 35.1 100 0.79 809 8141884 81.53 89 4.99 2.97 2.04 9.12 36.1 100 0.85 827 8151885 81.54 89 5.39 3.39 2.25 9.80 38.7 100 0.85 833 8221886 81.55 89 5.01 3.03 2.05 9.18 35.1 100 0.82 809 8001887 81.56 89 5.11 3.12 2.12 9.31 35.4 100 0.79 812 8091888 81.57 89 5.03 3.13 2.07 9.19 35.0 100 0.81 803 7991889 81.58 89 5.06 3.11 2.09 9.21 35.6 100 0.81 826 8141890 81.60 89 5.16 3.19 2.14 9.37 35.7 100 0.80 812 8161891 81.61 89 5.07 3.16 2.10 9.24 35.0 100 0.80 799 7941892 81.62 89 5.09 3.12 2.10 9.23 35.3 100 0.80 814 8041893 81.63 89 5.08 3.10 2.09 9.21 35.6 100 0.82 812 7991894 81.64 89 5.23 3.25 2.16 9.50 37.4 100 0.85 822 8101895 81.65 89 5.00 3.06 2.03 9.16 35.0 100 0.81 813 8021896 81.66 89 5.20 3.18 2.15 9.53 36.6 100 0.83 815 8091897 81.67 89 5.00 3.09 2.06 9.10 35.1 100 0.84 795 7821898 81.69 89 4.97 3.05 2.02 9.03 34.4 100 0.81 797 7901899 81.70 89 5.13 3.19 2.10 9.29 36.6 100 0.86 819 8021900 81.71 89 5.12 3.18 2.10 9.32 35.5 100 0.81 809 812

GRL Engineers, Inc. Page 37Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1901 81.72 89 4.97 2.98 2.00 9.12 34.5 100 0.81 799 7901902 81.73 89 5.09 3.15 2.09 9.28 34.6 100 0.78 814 8141903 81.74 89 5.03 3.11 2.06 9.16 34.3 100 0.78 806 8081904 81.75 89 4.95 2.94 2.00 9.03 33.7 100 0.78 798 7941905 81.76 89 5.06 3.11 2.06 9.19 34.9 100 0.80 811 8091906 81.78 89 5.06 3.12 2.06 9.29 35.3 100 0.82 811 8031907 81.79 89 5.04 3.09 2.05 9.21 35.0 100 0.81 807 8041908 81.80 89 5.12 3.13 2.09 9.32 36.0 100 0.83 820 8141909 81.81 89 4.95 3.01 2.00 9.06 33.4 100 0.78 798 7931910 81.82 89 5.02 3.01 2.03 9.18 34.5 100 0.78 817 8221911 81.83 89 5.12 3.19 2.10 9.31 35.5 100 0.81 819 8201912 81.84 89 4.90 2.93 1.94 8.94 33.7 100 0.80 800 7921913 81.85 89 5.15 3.19 2.10 9.42 36.9 100 0.84 832 8231914 81.87 89 5.28 3.35 2.17 9.59 37.2 100 0.83 840 8401915 81.88 89 5.01 3.08 2.04 9.18 34.3 100 0.79 811 8111916 81.89 89 5.00 3.04 2.01 9.08 34.4 100 0.80 810 8031917 81.90 89 4.89 2.98 1.94 8.97 32.9 100 0.77 801 8001918 81.91 89 5.00 3.03 2.00 9.16 35.3 100 0.82 819 8121919 81.92 89 5.12 3.19 2.07 9.34 35.6 100 0.81 829 8261920 81.93 89 4.96 2.97 1.97 9.08 33.5 100 0.77 818 8201921 81.94 89 5.17 3.20 2.09 9.43 36.4 100 0.82 849 8401922 81.96 89 5.18 3.19 2.11 9.49 36.1 100 0.81 846 8461923 81.97 89 4.97 3.09 1.98 9.08 34.3 100 0.80 814 8041924 81.98 89 5.04 3.05 2.01 9.22 34.3 100 0.78 827 8271925 81.99 89 5.00 3.04 1.97 9.19 34.8 100 0.81 827 8191926 82.00 89 5.09 3.15 2.02 9.34 35.9 100 0.82 841 8341927 82.01 117 5.07 3.11 2.01 9.29 34.7 100 0.77 845 8481928 82.02 117 5.27 3.36 2.12 9.64 37.4 100 0.82 858 8581929 82.03 117 5.07 3.19 2.02 9.31 35.5 100 0.81 833 8331930 82.03 117 5.04 3.07 1.98 9.23 34.8 100 0.80 834 8341931 82.04 117 4.97 3.06 1.94 9.13 33.7 100 0.76 836 8381932 82.05 117 5.09 3.13 2.00 9.29 36.0 100 0.83 843 8281933 82.06 117 5.14 3.15 2.06 9.40 35.9 100 0.80 854 8541934 82.07 117 4.95 3.06 1.93 9.10 32.9 100 0.75 830 8301935 82.08 117 4.93 2.98 1.90 9.05 34.2 100 0.81 830 8141936 82.09 117 5.00 3.12 1.95 9.16 34.8 100 0.81 842 8281937 82.09 117 4.98 3.02 1.92 9.14 34.3 100 0.80 839 8371938 82.10 117 5.10 3.18 1.99 9.34 35.8 100 0.81 862 8621939 82.11 117 5.16 3.23 2.04 9.43 35.9 100 0.80 865 8651940 82.12 117 5.10 3.14 1.99 9.33 35.5 100 0.81 852 8491941 82.13 117 5.13 3.24 2.01 9.41 35.6 100 0.80 865 8651942 82.14 117 5.12 3.20 2.01 9.33 35.6 100 0.81 855 8551943 82.15 117 4.99 3.09 1.93 9.15 33.9 100 0.78 839 8391944 82.15 117 4.99 3.02 1.91 9.15 34.2 100 0.78 851 8531945 82.16 117 5.13 3.17 2.00 9.36 35.3 100 0.78 866 8701946 82.17 117 5.05 3.13 1.95 9.27 34.6 100 0.78 854 8531947 82.18 117 4.99 3.11 1.91 9.18 34.4 100 0.79 851 8511948 82.19 117 5.13 3.22 1.98 9.39 36.1 100 0.81 871 8711949 82.20 117 5.22 3.31 2.03 9.58 36.1 100 0.80 868 8681950 82.21 117 4.94 3.08 1.89 9.05 33.4 100 0.77 846 8461951 82.21 117 5.01 3.09 1.91 9.19 33.9 100 0.78 854 8541952 82.22 117 4.94 3.03 1.86 9.06 33.2 100 0.77 849 8491953 82.23 117 4.92 3.08 1.85 9.05 33.2 100 0.77 846 846

GRL Engineers, Inc. Page 38Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips1954 82.24 117 4.98 3.11 1.88 9.15 33.9 100 0.78 855 8541955 82.25 117 5.06 3.13 1.90 9.29 34.9 100 0.79 871 8711956 82.26 117 5.13 3.26 1.96 9.38 35.2 100 0.79 874 8741957 82.26 117 4.99 3.11 1.87 9.14 34.0 100 0.78 862 8641958 82.27 117 4.93 3.05 1.84 9.05 33.8 100 0.78 859 8471959 82.28 117 5.02 3.10 1.88 9.22 33.6 100 0.74 874 8741960 82.29 117 5.07 3.14 1.91 9.25 35.0 100 0.79 877 8771961 82.30 117 5.13 3.20 1.92 9.42 35.6 100 0.79 884 8841962 82.31 117 5.18 3.25 1.96 9.53 36.3 100 0.81 888 8881963 82.32 117 5.16 3.25 1.94 9.46 35.7 100 0.79 886 8861964 82.32 117 5.10 3.14 1.91 9.36 35.2 100 0.78 879 8791965 82.33 117 5.11 3.16 1.91 9.37 35.4 100 0.79 882 8821966 82.34 117 5.06 3.17 1.87 9.31 35.3 100 0.79 888 8881967 82.35 117 5.08 3.12 1.89 9.31 35.4 100 0.78 890 8901968 82.36 117 5.19 3.28 1.93 9.54 36.1 100 0.80 889 8891969 82.37 117 5.00 3.09 1.83 9.17 34.6 100 0.80 871 8711970 82.38 117 5.11 3.14 1.88 9.39 35.3 100 0.78 893 8931971 82.38 117 5.28 3.37 1.98 9.71 36.9 100 0.79 906 9061972 82.39 117 5.13 3.24 1.91 9.42 35.6 100 0.79 895 8951973 82.40 117 5.06 3.11 1.85 9.29 33.8 100 0.74 882 8821974 82.41 117 4.99 3.09 1.81 9.18 33.8 100 0.76 878 8821975 82.42 117 5.01 3.10 1.81 9.18 34.6 100 0.78 883 8821976 82.43 117 5.19 3.32 1.91 9.52 37.0 100 0.83 908 8901977 82.44 117 5.03 3.12 1.81 9.24 33.5 100 0.73 885 8851978 82.44 117 4.98 3.08 1.79 9.18 34.3 100 0.78 885 8681979 82.45 117 5.14 3.22 1.86 9.44 35.8 100 0.78 909 9061980 82.46 117 5.09 3.26 1.85 9.38 35.4 100 0.79 897 8971981 82.47 117 4.96 3.06 1.75 9.16 33.4 100 0.74 891 8911982 82.48 117 5.06 3.20 1.80 9.34 34.7 100 0.77 895 8931983 82.49 117 5.08 3.17 1.81 9.37 33.9 100 0.73 902 9021984 82.50 117 5.01 3.12 1.78 9.23 34.1 100 0.75 899 8991985 82.50 117 5.09 3.15 1.83 9.37 34.7 100 0.76 904 9041986 82.51 117 5.08 3.17 1.83 9.35 35.1 100 0.78 906 9061987 82.52 117 4.99 3.12 1.76 9.18 34.2 100 0.77 897 8981988 82.53 117 5.12 3.21 1.83 9.44 35.4 100 0.78 910 9101989 82.54 117 5.12 3.23 1.83 9.45 34.8 100 0.76 908 9081990 82.55 117 4.97 3.19 1.74 9.16 34.8 100 0.81 893 8641991 82.56 117 5.08 3.21 1.79 9.37 35.1 100 0.77 914 9141992 82.56 117 5.09 3.20 1.78 9.38 34.7 100 0.75 916 9221993 82.57 117 5.18 3.25 1.83 9.57 35.5 100 0.76 925 9251994 82.58 117 5.00 3.15 1.74 9.21 34.1 100 0.75 906 9061995 82.59 117 5.04 3.18 1.75 9.27 34.1 100 0.73 915 9151996 82.60 117 5.13 3.25 1.79 9.47 35.4 100 0.76 924 9241997 82.61 117 5.09 3.22 1.78 9.40 35.3 100 0.77 921 9231998 82.62 117 5.18 3.28 1.82 9.56 36.1 100 0.78 925 9251999 82.62 117 5.07 3.21 1.76 9.36 34.5 100 0.75 915 9152000 82.63 117 5.04 3.22 1.72 9.27 34.3 100 0.74 916 9162001 82.64 117 5.19 3.27 1.79 9.56 35.7 100 0.76 931 9332002 82.65 117 5.16 3.27 1.78 9.53 35.3 100 0.74 935 9352003 82.66 117 5.08 3.25 1.74 9.42 35.3 100 0.77 927 9272004 82.67 117 5.05 3.23 1.70 9.34 34.1 100 0.74 920 9232005 82.68 117 5.09 3.25 1.72 9.41 34.5 100 0.75 925 9272006 82.68 117 4.94 3.19 1.64 9.13 33.2 100 0.74 910 913

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UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2007 82.69 117 5.15 3.33 1.74 9.48 36.0 100 0.78 938 9382008 82.70 117 5.18 3.35 1.75 9.61 36.6 100 0.79 942 9422009 82.71 117 5.13 3.28 1.71 9.48 34.6 100 0.72 937 9372010 82.72 117 5.16 3.33 1.72 9.53 36.0 100 0.77 942 9322011 82.73 117 5.21 3.33 1.74 9.65 36.0 100 0.75 942 9472012 82.74 117 4.94 3.24 1.63 9.14 33.9 100 0.75 916 8982013 82.74 117 5.01 3.19 1.64 9.23 32.9 100 0.69 925 9342014 82.75 117 4.98 3.25 1.60 9.19 33.9 100 0.73 924 9232015 82.76 117 5.07 3.31 1.65 9.35 35.1 100 0.76 933 9352016 82.77 117 5.16 3.34 1.68 9.54 35.8 100 0.76 944 9282017 82.78 117 5.02 3.25 1.62 9.27 34.1 100 0.74 926 9302018 82.79 117 5.09 3.32 1.63 9.42 35.2 100 0.75 937 9332019 82.79 117 5.15 3.36 1.67 9.51 35.8 100 0.77 944 9442020 82.80 117 5.08 3.29 1.62 9.42 34.2 100 0.71 943 9462021 82.81 117 4.94 3.23 1.57 9.16 32.6 100 0.70 929 9402022 82.82 117 5.07 3.30 1.60 9.37 34.4 100 0.72 943 9382023 82.83 117 5.10 3.30 1.63 9.39 34.2 100 0.70 946 9582024 82.84 117 5.09 3.31 1.61 9.42 34.6 100 0.71 949 9532025 82.85 117 5.21 3.42 1.65 9.60 37.0 100 0.78 955 9362026 82.85 117 5.06 3.31 1.57 9.36 34.8 100 0.74 939 9362027 82.86 117 5.02 3.30 1.57 9.34 34.6 100 0.73 943 9302028 82.87 117 5.16 3.43 1.62 9.56 36.8 100 0.78 956 9242029 82.88 117 5.17 3.40 1.60 9.56 36.0 100 0.74 960 9562030 82.89 117 5.20 3.40 1.62 9.61 36.2 100 0.75 959 9632031 82.90 117 5.18 3.42 1.59 9.59 36.5 100 0.77 959 9342032 82.91 117 5.26 3.41 1.61 9.73 36.4 100 0.74 968 9632033 82.91 117 5.00 3.24 1.50 9.28 32.8 100 0.67 944 9532034 82.92 117 5.00 3.26 1.51 9.26 33.6 100 0.70 946 9462035 82.93 117 5.03 3.33 1.49 9.30 35.1 100 0.76 946 9152036 82.94 117 5.10 3.34 1.53 9.44 34.8 100 0.72 957 9422037 82.95 117 5.10 3.35 1.53 9.42 35.2 100 0.72 960 9462038 82.96 117 5.07 3.31 1.50 9.41 34.5 100 0.71 955 9432039 82.97 117 5.14 3.37 1.53 9.49 35.9 100 0.76 959 9452040 82.97 117 5.08 3.32 1.50 9.41 34.9 100 0.72 961 9512041 82.98 117 5.18 3.37 1.53 9.59 35.8 100 0.73 967 9502042 82.99 117 5.10 3.30 1.49 9.46 34.3 100 0.68 961 9632043 83.00 117 5.08 3.32 1.47 9.41 35.1 100 0.72 961 9382044 83.01 95 5.20 3.36 1.51 9.64 35.7 100 0.70 977 9822045 83.02 95 5.22 3.36 1.51 9.66 35.7 100 0.70 975 9832046 83.03 95 5.20 3.35 1.49 9.68 35.6 100 0.70 971 9652047 83.04 95 5.07 3.28 1.43 9.41 34.9 100 0.72 952 9362048 83.05 95 5.10 3.29 1.46 9.48 34.8 100 0.70 960 9552049 83.06 95 5.08 3.27 1.43 9.44 35.0 100 0.72 953 9322050 83.07 95 5.12 3.27 1.44 9.52 34.4 100 0.66 967 9682051 83.08 95 5.19 3.35 1.47 9.63 36.4 100 0.73 965 9442052 83.09 95 5.19 3.30 1.45 9.64 35.3 100 0.69 966 9712053 83.11 95 5.18 3.32 1.47 9.59 36.1 100 0.73 957 9462054 83.12 95 5.10 3.23 1.42 9.47 34.3 100 0.69 945 9302055 83.13 95 5.24 3.39 1.47 9.75 36.0 100 0.71 965 9642056 83.14 95 5.08 3.26 1.39 9.44 35.4 100 0.72 947 9372057 83.15 95 5.14 3.25 1.41 9.56 35.1 100 0.71 948 9382058 83.16 95 5.08 3.23 1.39 9.42 35.2 100 0.73 939 9192059 83.17 95 5.08 3.24 1.39 9.40 35.2 100 0.72 941 925

GRL Engineers, Inc. Page 40Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2060 83.18 95 5.24 3.39 1.45 9.73 36.9 100 0.73 962 9532061 83.19 95 5.13 3.21 1.41 9.51 34.6 100 0.68 947 9502062 83.20 95 5.06 3.19 1.36 9.40 34.3 100 0.69 936 9332063 83.21 95 5.17 3.30 1.40 9.61 35.9 100 0.72 948 9402064 83.22 95 5.15 3.26 1.40 9.55 35.9 100 0.73 935 9292065 83.23 95 5.13 3.23 1.38 9.55 34.2 100 0.66 944 9592066 83.24 95 5.06 3.17 1.37 9.42 34.4 100 0.70 926 9202067 83.25 95 5.03 3.17 1.36 9.31 33.7 100 0.68 926 9302068 83.26 95 5.03 3.16 1.35 9.35 34.4 100 0.72 918 9092069 83.27 95 5.12 3.22 1.37 9.51 34.7 100 0.70 929 9242070 83.28 95 4.99 3.11 1.33 9.27 33.2 100 0.66 921 9252071 83.29 95 5.16 3.22 1.39 9.57 34.9 100 0.68 934 9332072 83.31 95 5.06 3.18 1.36 9.36 33.6 100 0.67 920 9262073 83.32 95 5.18 3.30 1.40 9.62 35.7 100 0.71 928 9262074 83.33 95 5.13 3.29 1.39 9.54 36.0 100 0.73 921 9212075 83.34 95 5.28 3.36 1.44 9.80 36.3 100 0.71 934 9392076 83.35 95 5.05 3.15 1.37 9.38 34.7 100 0.71 904 9082077 83.36 95 5.16 3.27 1.39 9.56 35.5 100 0.71 916 9172078 83.37 95 5.08 3.18 1.36 9.43 34.6 100 0.70 905 9052079 83.38 95 5.15 3.28 1.39 9.56 35.0 100 0.68 917 9212080 83.39 95 5.20 3.38 1.42 9.72 36.7 100 0.75 909 9092081 83.40 95 5.15 3.29 1.39 9.59 36.4 100 0.74 906 9112082 83.41 95 5.24 3.32 1.42 9.79 36.1 100 0.71 910 9092083 83.42 95 5.19 3.27 1.40 9.65 35.8 100 0.71 906 9112084 83.43 95 5.10 3.26 1.37 9.58 35.0 100 0.71 894 8932085 83.44 95 5.13 3.26 1.39 9.60 35.0 100 0.69 901 9112086 83.45 95 5.22 3.36 1.43 9.78 36.1 100 0.71 901 9032087 83.46 95 5.10 3.24 1.38 9.55 35.7 100 0.72 892 9012088 83.47 95 5.25 3.39 1.43 9.84 37.1 100 0.75 897 9012089 83.48 95 5.16 3.28 1.40 9.61 36.0 100 0.73 883 8882090 83.49 95 5.03 3.20 1.36 9.41 34.8 100 0.72 875 8752091 83.51 95 5.09 3.22 1.37 9.49 35.7 100 0.74 881 8802092 83.52 95 5.21 3.35 1.43 9.75 36.4 100 0.73 889 8972093 83.53 95 5.11 3.23 1.40 9.54 34.9 100 0.70 883 8902094 83.54 95 5.10 3.23 1.38 9.53 35.8 100 0.75 878 8782095 83.55 95 5.07 3.21 1.37 9.45 35.4 100 0.75 870 8702096 83.56 95 5.09 3.19 1.37 9.53 35.3 100 0.73 873 8762097 83.57 95 5.07 3.16 1.38 9.47 35.7 100 0.76 876 8792098 83.58 95 5.03 3.14 1.36 9.42 34.1 100 0.70 872 8722099 83.59 95 5.04 3.14 1.36 9.39 34.1 100 0.70 867 8672100 83.60 95 5.03 3.15 1.36 9.44 33.8 100 0.67 874 8862101 83.61 95 5.06 3.18 1.35 9.51 35.2 100 0.74 871 8712102 83.62 95 5.16 3.28 1.43 9.66 35.2 100 0.70 872 8802103 83.63 95 4.95 3.07 1.33 9.28 33.7 100 0.71 857 8602104 83.64 95 4.98 3.08 1.33 9.36 33.1 100 0.66 869 8832105 83.65 95 5.11 3.27 1.38 9.63 35.8 100 0.74 872 8742106 83.66 95 5.06 3.10 1.38 9.54 34.9 100 0.71 872 8762107 83.67 95 5.17 3.24 1.40 9.73 36.3 100 0.73 880 8872108 83.68 95 5.24 3.35 1.44 9.87 37.6 100 0.78 875 8792109 83.69 95 5.11 3.21 1.41 9.66 35.0 100 0.71 862 8702110 83.71 95 5.01 3.11 1.37 9.46 34.2 100 0.71 860 8672111 83.72 95 5.12 3.17 1.40 9.62 36.3 100 0.75 870 8702112 83.73 95 5.24 3.39 1.47 9.93 36.7 100 0.75 863 870

GRL Engineers, Inc. Page 41Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2113 83.74 95 4.98 3.10 1.36 9.41 34.2 100 0.73 849 8522114 83.75 95 5.03 3.18 1.38 9.49 35.0 100 0.74 856 8632115 83.76 95 5.11 3.25 1.42 9.68 35.3 100 0.72 859 8652116 83.77 95 4.94 3.09 1.36 9.35 33.6 100 0.70 850 8562117 83.78 95 5.05 3.07 1.39 9.55 34.6 100 0.70 859 8662118 83.79 95 5.17 3.21 1.44 9.77 34.6 100 0.67 864 8702119 83.80 95 5.13 3.26 1.43 9.69 36.0 100 0.75 856 8562120 83.81 95 5.11 3.25 1.43 9.68 35.7 100 0.75 849 8492121 83.82 95 5.01 3.14 1.40 9.46 34.8 100 0.74 844 8502122 83.83 95 5.06 3.16 1.41 9.59 35.7 100 0.77 852 8562123 83.84 95 5.03 3.12 1.39 9.49 34.3 100 0.70 850 8542124 83.85 95 5.12 3.21 1.44 9.71 35.5 100 0.74 852 8542125 83.86 95 5.00 3.13 1.39 9.47 34.4 100 0.73 840 8462126 83.87 95 4.94 3.04 1.35 9.37 33.4 100 0.70 845 8512127 83.88 95 5.09 3.14 1.42 9.66 34.6 100 0.70 855 8602128 83.89 95 5.08 3.20 1.43 9.66 35.9 100 0.75 855 8582129 83.91 95 5.22 3.26 1.50 9.91 37.6 100 0.78 860 8602130 83.92 95 5.22 3.37 1.51 9.91 36.9 100 0.77 856 8582131 83.93 95 5.01 3.16 1.42 9.53 33.9 100 0.71 835 8412132 83.94 95 4.88 3.00 1.36 9.23 33.0 100 0.72 829 8362133 83.95 95 4.89 3.09 1.37 9.23 33.8 100 0.75 829 8342134 83.96 95 4.95 3.15 1.38 9.45 34.5 100 0.75 843 8452135 83.97 95 5.08 3.21 1.43 9.66 34.9 100 0.73 849 8542136 83.98 95 4.97 3.08 1.40 9.39 34.2 100 0.74 836 8432137 83.99 95 5.02 3.16 1.42 9.54 34.0 100 0.71 842 8472138 84.00 95 5.02 3.19 1.43 9.56 35.5 100 0.77 844 8502139 84.01 92 4.98 3.04 1.41 9.49 34.3 100 0.73 838 8432140 84.02 92 4.99 3.09 1.41 9.49 33.3 100 0.69 841 8492141 84.03 92 5.00 3.11 1.40 9.49 35.3 100 0.77 843 8492142 84.04 92 5.00 3.18 1.42 9.51 35.7 100 0.79 835 8352143 84.05 92 4.99 3.12 1.42 9.48 35.2 100 0.77 841 8452144 84.07 92 5.09 3.20 1.45 9.68 35.3 100 0.75 845 8452145 84.08 92 5.03 3.15 1.45 9.58 35.2 100 0.76 844 8442146 84.09 92 5.02 3.17 1.43 9.53 34.8 100 0.76 837 8372147 84.10 92 4.99 3.11 1.42 9.52 33.5 100 0.70 838 8422148 84.11 92 5.03 3.15 1.45 9.59 33.6 100 0.69 840 8452149 84.12 92 4.93 3.09 1.39 9.42 34.5 100 0.76 834 8382150 84.13 92 5.03 3.10 1.44 9.59 35.0 100 0.74 842 8482151 84.14 92 5.00 3.05 1.43 9.56 34.4 100 0.72 841 8462152 84.15 92 5.06 3.13 1.48 9.63 35.4 100 0.75 842 8422153 84.16 92 5.00 3.17 1.45 9.51 35.3 100 0.77 838 8382154 84.17 92 5.01 3.09 1.45 9.51 34.6 100 0.73 843 8432155 84.18 92 5.05 3.16 1.48 9.65 35.0 100 0.72 846 8492156 84.20 92 4.98 3.09 1.45 9.49 34.1 100 0.72 836 8382157 84.21 92 4.95 3.05 1.44 9.42 33.6 100 0.72 830 8342158 84.22 92 4.93 3.08 1.43 9.39 33.5 100 0.72 832 8322159 84.23 92 4.91 2.99 1.41 9.34 33.4 100 0.72 828 8302160 84.24 92 4.97 3.07 1.43 9.42 35.1 100 0.77 837 8372161 84.25 92 5.09 3.17 1.48 9.63 35.6 100 0.74 853 8552162 84.26 92 5.14 3.25 1.52 9.82 35.8 100 0.75 843 8482163 84.27 92 5.00 3.06 1.46 9.51 34.4 100 0.72 838 8412164 84.28 92 5.09 3.17 1.49 9.71 35.3 100 0.75 841 8412165 84.29 92 4.96 3.08 1.44 9.45 34.3 100 0.73 837 841

GRL Engineers, Inc. Page 42Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2166 84.30 92 4.99 3.11 1.47 9.49 34.1 100 0.72 835 8352167 84.32 92 4.90 3.04 1.41 9.32 34.5 100 0.77 830 8292168 84.33 92 5.08 3.15 1.49 9.64 35.8 100 0.77 842 8422169 84.34 92 5.03 3.15 1.47 9.56 35.3 100 0.76 838 8422170 84.35 92 5.04 3.14 1.48 9.56 34.8 100 0.75 837 8372171 84.36 92 4.93 3.00 1.44 9.36 33.8 100 0.73 831 8352172 84.37 92 4.98 3.05 1.45 9.49 34.9 100 0.76 841 8412173 84.38 92 5.09 3.15 1.49 9.67 34.9 100 0.72 842 8462174 84.39 92 4.98 3.13 1.45 9.54 35.2 100 0.76 842 8422175 84.40 92 5.06 3.15 1.48 9.67 34.9 100 0.74 840 8442176 84.41 92 4.95 3.07 1.44 9.49 33.6 100 0.72 829 8332177 84.42 92 4.87 2.93 1.39 9.32 32.8 100 0.71 828 8322178 84.43 92 5.11 3.18 1.48 9.79 35.2 100 0.73 844 8482179 84.45 92 4.97 3.09 1.45 9.50 34.6 100 0.75 835 8392180 84.46 92 5.02 3.13 1.46 9.59 35.0 100 0.76 835 8392181 84.47 92 5.06 3.16 1.49 9.73 34.9 100 0.76 833 8332182 84.48 92 4.94 3.00 1.44 9.40 33.1 100 0.70 831 8362183 84.49 92 4.89 2.97 1.42 9.39 33.6 100 0.73 827 8332184 84.50 92 4.99 3.08 1.45 9.56 33.5 100 0.69 840 8432185 84.51 92 4.97 3.09 1.45 9.58 34.2 100 0.74 832 8342186 84.52 92 4.89 3.03 1.42 9.47 33.1 100 0.72 828 8292187 84.53 92 4.95 3.06 1.43 9.54 33.9 100 0.73 837 8372188 84.54 92 4.99 3.07 1.46 9.54 34.3 100 0.74 835 8352189 84.55 92 4.87 2.93 1.42 9.36 32.7 100 0.70 827 8312190 84.57 92 4.92 3.06 1.44 9.44 34.0 100 0.74 828 8342191 84.58 92 4.93 3.08 1.44 9.49 33.8 100 0.74 828 8302192 84.59 92 4.93 3.00 1.44 9.47 34.4 100 0.76 838 8432193 84.60 92 4.98 3.06 1.46 9.59 34.6 100 0.75 838 8382194 84.61 92 5.05 3.14 1.49 9.71 34.9 100 0.74 841 8442195 84.62 92 5.13 3.17 1.55 9.85 35.8 100 0.76 841 8412196 84.63 92 4.96 3.08 1.47 9.58 34.2 100 0.74 834 8372197 84.64 92 4.99 3.07 1.47 9.59 34.8 100 0.76 840 8432198 84.65 92 4.87 2.96 1.44 9.39 33.1 100 0.72 825 8252199 84.66 92 4.86 3.05 1.42 9.45 33.9 100 0.76 829 8292200 84.67 92 4.97 3.08 1.46 9.58 33.7 100 0.72 832 8352201 84.68 92 5.05 3.17 1.50 9.75 35.2 100 0.75 841 8462202 84.70 92 5.09 3.14 1.53 9.77 35.7 100 0.76 847 8472203 84.71 92 4.93 2.95 1.48 9.51 33.3 100 0.70 830 8332204 84.72 92 4.99 3.11 1.49 9.66 34.3 100 0.73 837 8402205 84.73 92 5.03 3.12 1.51 9.68 34.3 100 0.71 843 8492206 84.74 92 5.00 3.15 1.51 9.63 34.7 100 0.76 828 8282207 84.75 92 4.93 2.97 1.47 9.46 33.4 100 0.71 834 8372208 84.76 92 4.95 3.03 1.47 9.58 34.4 100 0.74 840 8432209 84.77 92 5.06 3.10 1.51 9.77 35.7 100 0.78 840 8402210 84.78 92 4.96 3.10 1.48 9.53 35.0 100 0.78 830 8302211 84.79 92 4.94 3.08 1.46 9.56 34.6 100 0.77 829 8292212 84.80 92 4.90 3.00 1.46 9.49 33.8 100 0.74 831 8332213 84.82 92 4.89 3.05 1.45 9.48 34.3 100 0.77 835 8352214 84.83 92 5.01 3.07 1.50 9.70 34.8 100 0.75 841 8412215 84.84 92 4.84 2.94 1.44 9.41 33.7 100 0.76 823 8262216 84.85 92 4.92 3.04 1.45 9.49 34.2 100 0.76 832 8352217 84.86 92 4.99 3.07 1.50 9.59 34.7 100 0.76 842 8452218 84.87 92 4.92 3.08 1.47 9.52 34.2 100 0.76 833 833

GRL Engineers, Inc. Page 43Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2219 84.88 92 4.91 3.00 1.46 9.51 33.8 100 0.75 832 8322220 84.89 92 5.13 3.27 1.55 9.91 36.5 100 0.79 853 8532221 84.90 92 4.93 2.97 1.48 9.58 33.6 100 0.72 835 8372222 84.91 92 5.08 3.21 1.54 9.82 35.9 100 0.78 845 8452223 84.92 92 4.92 2.97 1.49 9.51 33.9 100 0.74 836 8382224 84.93 92 5.08 3.11 1.53 9.80 34.8 100 0.73 845 8472225 84.95 92 5.04 3.17 1.54 9.71 35.3 100 0.76 843 8432226 84.96 92 4.90 3.02 1.46 9.49 33.7 100 0.74 831 8352227 84.97 92 5.01 3.09 1.51 9.68 33.4 100 0.69 834 8442228 84.98 92 4.97 3.03 1.48 9.62 33.5 100 0.72 833 8342229 84.99 92 4.96 2.99 1.49 9.59 33.8 100 0.72 839 8402230 85.00 92 4.96 3.01 1.50 9.63 34.6 100 0.75 844 8442231 85.01 95 5.03 3.05 1.53 9.73 34.9 100 0.73 853 8542232 85.02 95 5.12 3.13 1.58 9.91 35.4 100 0.74 844 8462233 85.03 95 4.97 3.09 1.53 9.68 33.6 100 0.71 833 8382234 85.04 95 5.04 3.13 1.53 9.78 35.7 100 0.79 841 8452235 85.05 95 4.99 3.01 1.54 9.68 34.4 100 0.73 840 8412236 85.06 95 5.00 3.09 1.52 9.68 35.3 100 0.78 839 8392237 85.07 95 5.05 3.08 1.55 9.82 34.5 100 0.73 833 8342238 85.08 95 5.01 3.06 1.53 9.71 35.3 100 0.77 843 8452239 85.09 95 4.96 3.08 1.53 9.60 34.8 100 0.79 829 8292240 85.11 95 4.82 2.90 1.46 9.37 34.1 100 0.78 826 8272241 85.12 95 5.00 3.10 1.53 9.71 35.2 100 0.75 849 8492242 85.13 95 5.14 3.23 1.61 9.95 36.1 100 0.76 847 8492243 85.14 95 5.11 3.14 1.60 9.92 36.3 100 0.78 843 8462244 85.15 95 4.95 3.05 1.53 9.63 34.0 100 0.73 833 8322245 85.16 95 5.05 3.06 1.57 9.76 34.9 100 0.74 836 8372246 85.17 95 4.99 3.09 1.55 9.68 35.4 100 0.79 831 8312247 85.18 95 4.95 2.93 1.53 9.68 33.6 100 0.69 836 8402248 85.19 95 5.02 3.10 1.56 9.73 35.1 100 0.76 836 8372249 85.20 95 4.96 3.06 1.55 9.59 33.8 100 0.73 829 8302250 85.21 95 4.86 2.92 1.48 9.44 32.8 100 0.72 822 8222251 85.22 95 4.92 2.99 1.51 9.54 34.1 100 0.75 833 8332252 85.23 95 4.99 3.03 1.53 9.68 34.7 100 0.75 840 8402253 85.24 95 4.87 3.02 1.50 9.47 33.5 100 0.74 826 8262254 85.25 95 4.82 2.94 1.48 9.36 32.5 100 0.71 828 8302255 85.26 95 4.84 2.98 1.49 9.42 33.5 100 0.74 832 8322256 85.27 95 4.91 2.97 1.52 9.54 34.3 100 0.77 834 8342257 85.28 95 4.84 2.92 1.49 9.37 33.7 100 0.76 829 8312258 85.29 95 4.98 3.08 1.55 9.64 34.5 100 0.74 838 8382259 85.31 95 4.91 2.98 1.52 9.51 34.1 100 0.75 835 8362260 85.32 95 5.05 3.09 1.59 9.78 35.4 100 0.76 846 8492261 85.33 95 5.01 3.03 1.58 9.73 34.5 100 0.74 838 8392262 85.34 95 4.80 2.93 1.49 9.36 33.1 100 0.75 826 8262263 85.35 95 4.97 3.03 1.55 9.65 34.9 100 0.76 845 8452264 85.36 95 4.89 2.94 1.51 9.52 33.3 100 0.73 826 8252265 85.37 95 5.07 3.11 1.60 9.82 35.1 100 0.75 844 8462266 85.38 95 4.86 3.03 1.53 9.44 34.1 100 0.77 830 8322267 85.39 95 4.96 3.04 1.55 9.63 34.8 100 0.77 841 8412268 85.40 95 5.03 3.11 1.59 9.78 34.8 100 0.75 843 8452269 85.41 95 5.00 3.09 1.60 9.64 34.9 100 0.75 843 8432270 85.42 95 4.97 3.08 1.57 9.71 34.9 100 0.76 845 8452271 85.43 95 4.95 3.00 1.57 9.60 33.8 100 0.73 831 832

GRL Engineers, Inc. Page 44Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2272 85.44 95 4.87 2.96 1.53 9.52 33.1 100 0.72 829 8292273 85.45 95 4.95 3.05 1.55 9.64 34.7 100 0.77 837 8372274 85.46 95 5.04 3.16 1.60 9.81 34.7 100 0.75 838 8382275 85.47 95 4.92 2.94 1.55 9.63 33.8 100 0.73 836 8352276 85.48 95 4.98 3.08 1.58 9.73 34.4 100 0.75 833 8332277 85.49 95 4.92 3.01 1.56 9.58 34.3 100 0.76 837 8362278 85.51 95 5.00 3.07 1.60 9.71 35.1 100 0.77 835 8362279 85.52 95 4.80 2.98 1.52 9.32 34.1 100 0.80 814 8032280 85.53 95 4.86 2.91 1.52 9.48 33.5 100 0.75 824 8242281 85.54 95 4.95 3.00 1.56 9.61 33.3 100 0.71 835 8322282 85.55 95 4.93 3.01 1.57 9.63 33.6 100 0.73 827 8272283 85.56 95 4.88 2.97 1.55 9.47 32.8 100 0.72 822 8192284 85.57 95 4.78 2.88 1.48 9.35 32.8 100 0.74 823 8252285 85.58 95 5.01 3.09 1.60 9.72 34.8 100 0.76 848 8452286 85.59 95 4.93 3.04 1.59 9.54 33.9 100 0.75 825 8252287 85.60 95 4.92 2.97 1.58 9.49 34.5 100 0.78 827 8272288 85.61 95 4.89 3.01 1.57 9.54 33.8 100 0.74 827 8272289 85.62 95 4.85 2.91 1.53 9.43 33.4 100 0.74 825 8252290 85.63 95 4.98 3.06 1.60 9.66 34.5 100 0.76 834 8342291 85.64 95 4.95 3.05 1.59 9.68 34.7 100 0.77 827 8272292 85.65 95 4.85 2.92 1.53 9.54 33.9 100 0.77 819 8222293 85.66 95 4.79 2.88 1.53 9.37 33.1 100 0.76 814 8142294 85.67 95 4.88 2.98 1.56 9.54 32.9 100 0.71 828 8262295 85.68 95 5.00 3.13 1.61 9.72 34.9 100 0.77 830 8302296 85.69 95 4.91 3.01 1.58 9.64 33.7 100 0.75 823 8192297 85.71 95 4.92 2.97 1.57 9.65 34.3 100 0.76 834 8342298 85.72 95 5.01 3.10 1.63 9.80 35.1 100 0.78 826 8262299 85.73 95 4.95 3.03 1.60 9.68 34.4 100 0.77 820 8202300 85.74 95 5.01 3.10 1.64 9.76 34.1 100 0.73 832 8362301 85.75 95 4.84 2.92 1.56 9.47 33.8 100 0.75 829 8302302 85.76 95 5.04 3.10 1.65 9.84 35.2 100 0.77 828 8282303 85.77 95 4.92 3.03 1.60 9.60 34.2 100 0.76 821 8222304 85.78 95 4.94 2.94 1.61 9.68 33.6 100 0.72 826 8222305 85.79 95 4.88 2.93 1.60 9.55 32.7 100 0.72 816 8132306 85.80 95 4.82 2.89 1.54 9.41 32.8 100 0.73 817 8172307 85.81 95 4.83 2.94 1.56 9.44 33.2 100 0.76 814 8142308 85.82 95 4.85 2.94 1.55 9.47 34.1 100 0.78 818 8182309 85.83 95 4.90 3.00 1.59 9.55 34.3 100 0.78 821 8232310 85.84 95 5.02 3.12 1.65 9.79 35.7 100 0.80 825 8242311 85.85 95 4.84 2.91 1.58 9.44 33.1 100 0.75 812 8132312 85.86 95 4.86 2.93 1.57 9.52 33.1 100 0.71 830 8262313 85.87 95 4.95 3.05 1.62 9.69 34.8 100 0.77 824 8262314 85.88 95 4.95 3.00 1.63 9.65 34.4 100 0.76 825 8252315 85.89 95 4.82 2.87 1.59 9.40 32.6 100 0.73 809 8082316 85.91 95 4.99 2.97 1.64 9.72 34.1 100 0.73 829 8302317 85.92 95 4.95 3.02 1.65 9.66 34.5 100 0.78 818 8192318 85.93 95 4.86 2.96 1.60 9.43 33.7 100 0.76 816 8202319 85.94 95 4.89 3.03 1.63 9.56 34.5 100 0.79 819 8212320 85.95 95 4.87 2.92 1.62 9.51 32.9 100 0.74 809 8032321 85.96 95 4.77 2.91 1.57 9.33 32.2 100 0.72 811 8112322 85.97 95 4.83 2.90 1.58 9.41 33.0 100 0.74 819 8162323 85.98 95 4.93 2.97 1.63 9.61 33.9 100 0.74 823 8202324 85.99 95 4.84 2.91 1.62 9.49 33.6 100 0.77 810 813

GRL Engineers, Inc. Page 45Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2325 86.00 95 4.72 2.87 1.55 9.28 32.7 100 0.76 809 8152326 86.01 88 4.92 2.95 1.63 9.66 34.4 100 0.76 826 8262327 86.02 88 4.92 3.02 1.65 9.62 35.4 100 0.82 818 8122328 86.03 88 4.82 2.89 1.61 9.39 32.8 100 0.74 805 8032329 86.05 88 4.86 2.89 1.62 9.47 33.4 100 0.75 807 8092330 86.06 88 4.95 3.05 1.67 9.61 34.6 100 0.78 815 8152331 86.07 88 4.86 2.89 1.63 9.45 33.5 100 0.75 814 8122332 86.08 88 4.80 2.91 1.60 9.42 33.1 100 0.76 801 8022333 86.09 88 4.88 2.98 1.63 9.57 34.6 100 0.79 816 8112334 86.10 88 4.95 2.97 1.69 9.63 34.8 100 0.78 812 8182335 86.11 88 4.80 2.92 1.62 9.43 33.1 100 0.75 806 8082336 86.13 88 4.84 2.94 1.62 9.49 33.7 100 0.76 810 8142337 86.14 88 4.93 3.01 1.66 9.61 34.7 100 0.79 809 8122338 86.15 88 4.86 2.91 1.63 9.58 34.1 100 0.77 814 8182339 86.16 88 4.92 3.01 1.66 9.69 34.7 100 0.80 808 8102340 86.17 88 4.97 3.04 1.70 9.71 34.3 100 0.76 808 8082341 86.18 88 4.85 2.94 1.63 9.50 33.6 100 0.76 809 8092342 86.19 88 4.84 2.93 1.65 9.44 33.6 100 0.76 800 8032343 86.20 88 4.85 2.91 1.66 9.46 33.8 100 0.77 806 8082344 86.22 88 4.91 2.97 1.69 9.54 35.5 100 0.83 799 7982345 86.23 88 4.93 2.99 1.69 9.67 34.7 100 0.80 800 8012346 86.24 88 4.83 2.93 1.66 9.53 33.2 100 0.76 790 7912347 86.25 88 4.78 2.84 1.63 9.31 32.7 100 0.75 789 7912348 86.26 88 4.90 2.96 1.67 9.58 34.2 100 0.78 798 7992349 86.27 88 4.90 2.90 1.68 9.53 34.1 100 0.77 799 8002350 86.28 88 4.90 3.01 1.70 9.56 35.0 100 0.81 796 8012351 86.30 88 4.83 2.94 1.67 9.47 33.7 100 0.78 788 7922352 86.31 88 4.87 2.92 1.67 9.50 34.3 100 0.78 794 7992353 86.32 88 4.85 2.90 1.67 9.49 33.5 100 0.76 792 7932354 86.33 88 4.75 2.85 1.63 9.32 32.6 100 0.76 777 7792355 86.34 88 4.78 2.84 1.64 9.36 32.8 100 0.76 784 7842356 86.35 88 4.81 2.88 1.66 9.40 32.9 100 0.74 790 7892357 86.36 88 4.86 2.99 1.69 9.48 33.9 100 0.79 783 7832358 86.38 88 4.85 2.95 1.68 9.49 34.2 100 0.78 796 7982359 86.39 88 4.91 2.99 1.71 9.61 34.9 100 0.80 795 7972360 86.40 88 4.92 2.97 1.71 9.61 34.3 100 0.77 792 7952361 86.41 88 4.95 3.06 1.74 9.71 35.2 100 0.80 794 7972362 86.42 88 4.90 3.03 1.75 9.49 33.7 100 0.78 780 7822363 86.43 88 4.71 2.82 1.62 9.22 32.7 100 0.77 777 7792364 86.44 88 4.80 2.89 1.65 9.36 33.2 100 0.77 778 7832365 86.45 88 4.83 2.93 1.68 9.43 33.2 100 0.77 775 7782366 86.47 88 4.88 2.91 1.68 9.55 34.1 100 0.77 789 7902367 86.48 88 4.85 2.94 1.68 9.54 33.1 100 0.74 782 7812368 86.49 88 4.85 2.88 1.69 9.44 34.0 100 0.79 778 7822369 86.50 88 4.83 2.85 1.67 9.37 32.9 100 0.75 779 7792370 86.51 88 4.68 2.81 1.61 9.16 32.0 100 0.75 771 7742371 86.52 88 4.88 2.96 1.68 9.58 34.3 100 0.78 790 7932372 86.53 88 4.83 2.90 1.67 9.42 34.2 100 0.79 790 7882373 86.55 88 4.89 2.88 1.69 9.59 34.3 100 0.77 791 7882374 86.56 88 4.97 3.04 1.75 9.73 34.9 100 0.80 783 7842375 86.57 88 4.80 2.90 1.66 9.41 33.5 100 0.78 775 7762376 86.58 88 4.81 2.85 1.66 9.41 33.1 100 0.76 779 7782377 86.59 88 4.91 3.03 1.71 9.61 33.9 100 0.77 779 779

GRL Engineers, Inc. Page 46Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2378 86.60 88 4.70 2.86 1.61 9.13 32.9 100 0.79 770 7672379 86.61 88 4.73 2.84 1.60 9.22 32.5 100 0.76 773 7742380 86.63 88 4.82 2.94 1.66 9.40 33.3 100 0.77 778 7782381 86.64 88 4.70 2.78 1.59 9.24 31.9 100 0.73 777 7752382 86.65 88 4.90 2.95 1.68 9.52 33.7 100 0.75 789 7862383 86.66 88 4.87 2.93 1.67 9.53 33.6 100 0.76 784 7842384 86.67 88 4.92 2.93 1.69 9.57 33.4 100 0.74 782 7832385 86.68 88 4.85 2.87 1.67 9.47 32.7 100 0.72 780 7782386 86.69 88 4.76 2.84 1.62 9.37 32.7 100 0.74 781 7842387 86.70 88 4.87 2.88 1.67 9.53 33.5 100 0.76 781 7812388 86.72 88 4.81 2.85 1.64 9.44 33.2 100 0.75 783 7832389 86.73 88 4.87 2.93 1.66 9.51 34.2 100 0.79 782 7842390 86.74 88 4.79 2.83 1.64 9.39 32.6 100 0.74 773 7742391 86.75 88 4.75 2.89 1.60 9.33 33.3 100 0.78 779 7782392 86.76 88 4.85 2.90 1.67 9.41 33.2 100 0.76 773 7732393 86.77 88 4.68 2.80 1.56 9.21 31.9 100 0.75 768 7692394 86.78 88 4.87 2.94 1.64 9.54 33.6 100 0.76 784 7842395 86.80 88 4.81 2.89 1.62 9.38 34.0 100 0.80 786 7862396 86.81 88 4.81 2.96 1.61 9.44 33.8 100 0.79 783 7882397 86.82 88 4.82 2.95 1.64 9.42 32.5 100 0.73 780 7792398 86.83 88 4.69 2.82 1.55 9.16 32.3 100 0.75 782 7862399 86.84 88 4.84 2.92 1.62 9.41 33.6 100 0.77 785 7902400 86.85 88 4.74 2.87 1.58 9.31 33.3 100 0.78 783 7822401 86.86 88 4.77 2.89 1.59 9.40 32.6 100 0.74 787 7882402 86.88 88 4.76 2.85 1.57 9.28 32.7 100 0.75 788 7912403 86.89 88 4.80 2.95 1.60 9.39 34.2 100 0.80 787 7792404 86.90 88 4.90 3.03 1.64 9.58 34.4 100 0.78 793 7982405 86.91 88 4.82 2.91 1.60 9.45 33.2 100 0.76 785 7852406 86.92 88 4.93 3.09 1.65 9.68 34.8 100 0.79 795 8002407 86.93 88 4.79 2.94 1.57 9.41 33.4 100 0.77 787 7922408 86.94 88 4.82 2.95 1.58 9.49 33.2 100 0.74 794 7982409 86.95 88 4.86 2.99 1.61 9.47 33.8 100 0.75 797 8012410 86.97 88 4.87 2.97 1.61 9.51 33.6 100 0.76 792 7942411 86.98 88 4.69 2.81 1.52 9.17 31.8 100 0.73 779 7832412 86.99 88 4.69 2.84 1.49 9.23 32.2 100 0.74 788 7932413 87.00 88 4.74 2.89 1.52 9.23 33.4 100 0.77 795 8002414 87.01 88 4.83 2.91 1.56 9.44 33.2 100 0.73 802 8062415 87.02 88 4.87 2.95 1.60 9.51 33.3 100 0.74 796 7982416 87.03 88 4.82 2.86 1.54 9.44 32.2 100 0.69 797 7942417 87.05 88 4.72 2.84 1.51 9.19 32.2 100 0.73 787 7892418 87.06 88 4.80 2.88 1.52 9.41 33.0 100 0.74 800 8042419 87.07 88 4.96 3.02 1.60 9.66 34.7 100 0.76 808 8122420 87.08 88 4.80 2.91 1.55 9.36 32.7 100 0.72 802 8042421 87.09 88 4.87 2.92 1.56 9.46 33.3 100 0.72 803 8012422 87.10 88 4.87 2.94 1.56 9.53 34.1 100 0.77 800 8042423 87.11 88 4.90 2.97 1.58 9.57 33.3 100 0.71 805 8032424 87.13 88 4.93 3.01 1.58 9.61 33.9 100 0.73 802 7992425 87.14 88 4.82 2.91 1.53 9.49 33.0 100 0.73 790 7892426 87.15 88 4.85 2.99 1.55 9.48 33.6 100 0.75 793 7932427 87.16 88 4.78 2.90 1.53 9.27 32.6 100 0.73 790 7922428 87.17 88 4.71 2.82 1.51 9.16 31.9 100 0.73 780 7802429 87.18 88 4.79 2.91 1.50 9.34 32.8 100 0.74 790 7922430 87.19 88 4.72 2.84 1.48 9.29 32.4 100 0.74 785 787

GRL Engineers, Inc. Page 47Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2431 87.20 88 4.83 2.99 1.51 9.47 34.2 100 0.78 803 8052432 87.22 88 4.87 2.98 1.53 9.59 33.9 100 0.75 802 8022433 87.23 88 4.86 3.01 1.54 9.56 35.1 100 0.81 800 8022434 87.24 88 4.88 2.91 1.55 9.58 34.0 100 0.75 802 8012435 87.25 88 4.93 3.02 1.55 9.64 35.0 100 0.79 803 8032436 87.26 88 4.81 2.89 1.52 9.41 33.1 100 0.74 790 7902437 87.27 88 4.78 2.90 1.49 9.35 32.6 100 0.72 802 8002438 87.28 88 4.95 3.05 1.56 9.71 35.5 100 0.79 806 8092439 87.30 88 4.93 2.98 1.58 9.68 34.1 100 0.76 792 7912440 87.31 88 4.72 2.87 1.49 9.23 31.9 100 0.71 784 7852441 87.32 88 4.81 2.85 1.50 9.38 32.9 100 0.72 795 7942442 87.33 88 4.79 2.99 1.50 9.43 34.1 100 0.79 787 7902443 87.34 88 4.87 3.00 1.54 9.47 33.7 100 0.75 794 7982444 87.35 88 4.77 2.90 1.50 9.37 33.2 100 0.75 786 7892445 87.36 88 4.92 3.02 1.55 9.64 34.6 100 0.75 808 8092446 87.38 88 4.95 3.03 1.59 9.65 33.8 100 0.73 793 7912447 87.39 88 4.78 2.95 1.51 9.39 33.5 100 0.77 787 7902448 87.40 88 4.78 2.92 1.51 9.41 32.8 100 0.73 787 7902449 87.41 88 4.92 3.05 1.58 9.63 33.3 100 0.71 791 7922450 87.42 88 4.67 2.81 1.48 9.08 31.1 100 0.72 766 7692451 87.43 88 4.69 2.84 1.45 9.21 31.6 100 0.73 777 7792452 87.44 88 4.84 3.01 1.52 9.51 34.2 100 0.77 797 8032453 87.45 88 4.83 3.03 1.55 9.42 34.0 100 0.79 779 7752454 87.47 88 4.61 2.75 1.43 9.05 31.5 100 0.72 782 7832455 87.48 88 4.81 2.89 1.51 9.44 33.3 100 0.75 794 8012456 87.49 88 4.85 3.00 1.53 9.56 33.6 100 0.74 797 8022457 87.50 88 4.87 3.01 1.55 9.54 34.1 100 0.75 799 8062458 87.51 88 4.91 2.99 1.57 9.59 34.6 100 0.78 792 7972459 87.52 88 4.78 2.96 1.52 9.34 32.6 100 0.73 783 7892460 87.53 88 4.60 2.83 1.43 9.05 31.6 100 0.75 770 7762461 87.55 88 4.81 2.94 1.52 9.41 32.9 100 0.74 790 7942462 87.56 88 4.75 2.85 1.48 9.29 32.0 100 0.72 783 7852463 87.57 88 4.75 2.91 1.48 9.33 32.9 100 0.74 790 7962464 87.58 88 4.81 2.87 1.51 9.39 33.6 100 0.75 795 7992465 87.59 88 4.91 3.00 1.55 9.67 34.4 100 0.76 797 8002466 87.60 88 4.87 2.98 1.55 9.49 34.2 100 0.77 789 7942467 87.61 88 4.77 2.96 1.51 9.34 32.9 100 0.75 783 7842468 87.63 88 4.54 2.70 1.40 8.94 30.6 100 0.73 767 7752469 87.64 88 4.78 2.92 1.48 9.37 33.3 100 0.77 791 7962470 87.65 88 4.73 2.89 1.47 9.28 32.1 100 0.73 783 7882471 87.66 88 4.77 2.91 1.47 9.36 32.9 100 0.75 792 7942472 87.67 88 4.87 2.96 1.53 9.59 33.3 100 0.73 796 8002473 87.68 88 4.87 2.90 1.52 9.54 33.6 100 0.73 805 8112474 87.69 88 4.84 3.01 1.54 9.53 33.7 100 0.75 791 8002475 87.70 88 4.82 2.89 1.53 9.44 32.7 100 0.72 791 7962476 87.72 88 4.83 2.95 1.53 9.44 33.7 100 0.77 788 7922477 87.73 88 4.64 2.79 1.46 9.03 31.4 100 0.73 771 7752478 87.74 88 4.75 2.83 1.47 9.30 32.7 100 0.73 796 8012479 87.75 88 4.95 3.05 1.57 9.68 34.7 100 0.77 803 8042480 87.76 88 4.95 3.03 1.61 9.63 34.2 100 0.74 796 8022481 87.77 88 4.75 2.93 1.51 9.30 32.4 100 0.74 777 7832482 87.78 88 4.72 2.91 1.48 9.26 33.0 100 0.78 780 7882483 87.80 88 4.85 2.91 1.53 9.41 33.6 100 0.74 795 803

GRL Engineers, Inc. Page 48Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2484 87.81 88 4.84 3.01 1.55 9.44 33.6 100 0.75 789 7972485 87.82 88 4.79 2.91 1.52 9.38 32.1 100 0.70 788 7902486 87.83 88 4.80 2.99 1.52 9.41 33.7 100 0.77 785 7872487 87.84 88 4.91 3.02 1.57 9.53 34.1 100 0.76 789 7912488 87.85 88 4.75 2.88 1.49 9.29 32.4 100 0.74 780 7872489 87.86 88 4.72 2.85 1.48 9.25 32.6 100 0.75 783 7892490 87.88 88 4.80 2.97 1.53 9.35 32.8 100 0.74 781 7852491 87.89 88 4.73 2.95 1.51 9.25 32.7 100 0.76 775 7772492 87.90 88 4.75 2.97 1.49 9.33 33.0 100 0.76 779 7792493 87.91 88 4.87 3.04 1.55 9.49 33.1 100 0.73 789 7932494 87.92 88 4.63 2.78 1.44 9.11 31.9 100 0.76 768 7752495 87.93 88 4.87 2.91 1.54 9.50 33.4 100 0.73 793 7992496 87.94 88 4.79 2.91 1.54 9.36 32.6 100 0.72 784 7902497 87.95 88 4.88 3.04 1.58 9.48 34.3 100 0.77 786 7872498 87.97 88 4.79 2.92 1.54 9.36 33.2 100 0.75 783 7882499 87.98 88 4.86 2.97 1.56 9.51 33.9 100 0.76 787 7922500 87.99 88 4.88 2.98 1.60 9.49 33.6 100 0.75 781 7882501 88.00 88 4.73 2.84 1.51 9.25 32.8 100 0.76 774 7792502 88.01 89 4.89 3.08 1.59 9.53 34.4 100 0.77 789 7902503 88.02 89 4.79 2.92 1.57 9.29 33.0 100 0.75 781 7852504 88.03 89 4.75 2.87 1.54 9.31 32.8 100 0.74 784 7872505 88.04 89 4.98 3.06 1.64 9.68 33.9 100 0.73 789 7922506 88.06 89 4.78 2.89 1.57 9.29 33.0 100 0.75 786 7852507 88.07 89 4.84 2.98 1.59 9.47 33.4 100 0.74 786 7892508 88.08 89 4.94 3.09 1.64 9.61 33.7 100 0.73 778 7832509 88.09 89 4.76 2.86 1.58 9.26 32.3 100 0.74 765 7672510 88.10 89 4.75 2.84 1.53 9.32 32.8 100 0.74 789 7882511 88.11 89 5.04 3.15 1.70 9.80 34.5 100 0.75 782 7892512 88.12 89 4.72 2.79 1.56 9.19 31.7 100 0.73 765 7712513 88.13 89 4.78 2.94 1.58 9.35 32.9 100 0.76 768 7762514 88.15 89 4.50 2.68 1.44 8.84 30.8 100 0.74 768 7602515 88.16 89 4.91 2.96 1.64 9.62 34.2 100 0.75 791 7932516 88.17 89 4.88 3.00 1.66 9.50 33.6 100 0.77 767 7672517 88.18 89 4.56 2.76 1.50 9.00 31.4 100 0.76 757 7592518 88.19 89 4.73 2.89 1.57 9.34 31.8 100 0.71 776 7812519 88.20 89 4.92 3.03 1.66 9.56 33.9 100 0.76 777 7772520 88.21 89 4.76 2.91 1.60 9.39 32.4 100 0.74 765 7702521 88.22 89 4.81 2.97 1.63 9.46 33.0 100 0.75 776 7742522 88.24 89 4.82 3.00 1.67 9.37 32.4 100 0.73 761 7652523 88.25 89 4.57 2.74 1.52 8.98 30.7 100 0.73 749 7492524 88.26 89 4.77 2.88 1.60 9.34 33.0 100 0.77 772 7722525 88.27 89 4.75 2.86 1.62 9.28 32.9 100 0.77 766 7592526 88.28 89 4.68 2.90 1.60 9.15 32.5 100 0.77 771 7582527 88.29 89 4.73 2.89 1.63 9.23 32.5 100 0.74 781 7722528 88.30 89 4.84 3.04 1.70 9.42 33.9 100 0.79 782 7602529 88.31 89 4.74 2.90 1.65 9.22 32.7 100 0.77 775 7632530 88.33 89 4.81 2.89 1.70 9.31 32.5 100 0.75 754 7502531 88.34 89 4.65 2.87 1.60 9.15 32.2 100 0.77 766 7532532 88.35 89 4.78 2.95 1.67 9.43 32.8 100 0.76 769 7612533 88.36 89 4.69 2.85 1.64 9.22 31.0 100 0.71 755 7532534 88.37 89 4.78 2.88 1.66 9.35 33.2 100 0.78 772 7562535 88.38 89 4.85 2.97 1.70 9.55 34.0 100 0.80 766 7532536 88.39 89 4.79 2.93 1.69 9.40 32.3 100 0.73 765 753

GRL Engineers, Inc. Page 49Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2537 88.40 89 4.70 2.83 1.65 9.19 32.2 100 0.77 757 7442538 88.42 89 4.83 2.97 1.70 9.51 34.3 100 0.81 778 7562539 88.43 89 4.76 2.89 1.70 9.37 33.7 100 0.81 775 7502540 88.44 89 4.98 3.10 1.81 9.68 35.1 100 0.81 781 7552541 88.45 89 4.79 2.86 1.72 9.41 32.7 100 0.76 763 7472542 88.46 89 4.70 2.79 1.67 9.22 32.4 100 0.78 762 7452543 88.47 89 4.80 2.89 1.72 9.41 33.3 100 0.79 763 7432544 88.48 89 4.74 2.87 1.71 9.31 32.6 100 0.77 763 7462545 88.49 89 4.67 2.76 1.66 9.15 32.6 100 0.79 766 7442546 88.51 89 4.88 2.97 1.77 9.51 34.5 100 0.81 783 7492547 88.52 89 4.80 2.92 1.75 9.39 33.8 100 0.80 774 7472548 88.53 89 4.86 2.97 1.79 9.53 34.2 100 0.80 778 7472549 88.54 89 4.85 2.96 1.78 9.48 34.4 100 0.81 779 7482550 88.55 89 4.89 2.93 1.82 9.51 33.7 100 0.77 776 7432551 88.56 89 4.93 3.00 1.83 9.63 34.0 100 0.78 766 7392552 88.57 89 4.77 2.85 1.76 9.31 32.6 100 0.78 755 7292553 88.58 89 4.72 2.82 1.73 9.26 32.4 100 0.77 758 7312554 88.60 89 4.75 2.83 1.75 9.24 32.5 100 0.77 757 7322555 88.61 89 4.83 2.98 1.81 9.42 34.0 100 0.80 779 7422556 88.62 89 4.82 2.86 1.82 9.33 32.5 100 0.75 759 7322557 88.63 89 4.67 2.75 1.74 9.05 31.5 100 0.76 753 7252558 88.64 89 4.64 2.74 1.72 9.07 31.2 100 0.75 747 7242559 88.65 89 4.69 2.79 1.73 9.17 32.3 100 0.78 754 7312560 88.66 89 4.86 2.97 1.83 9.39 33.3 100 0.76 769 7382561 88.67 89 4.79 2.91 1.81 9.34 33.4 100 0.79 765 7392562 88.69 89 4.70 2.85 1.77 9.21 31.7 100 0.75 752 7252563 88.70 89 4.81 2.87 1.79 9.39 33.4 100 0.78 772 7402564 88.71 89 4.89 2.97 1.87 9.58 34.0 100 0.80 762 7292565 88.72 89 4.73 2.80 1.78 9.27 32.3 100 0.77 753 7232566 88.73 89 4.82 2.98 1.83 9.42 32.7 100 0.78 739 7162567 88.74 89 4.74 2.81 1.77 9.27 32.9 100 0.80 753 7262568 88.75 89 4.76 2.84 1.79 9.34 32.7 100 0.78 749 7222569 88.76 89 4.76 2.86 1.79 9.31 32.4 100 0.77 752 7252570 88.78 89 4.79 2.89 1.81 9.34 32.7 100 0.79 740 7152571 88.79 89 4.56 2.69 1.67 9.02 31.1 100 0.78 740 7212572 88.80 89 4.85 2.98 1.85 9.42 33.5 100 0.78 762 7332573 88.81 89 4.80 2.86 1.81 9.42 33.2 100 0.79 751 7222574 88.82 89 4.80 2.86 1.81 9.39 33.0 100 0.77 770 7362575 88.83 89 4.81 2.90 1.83 9.41 33.1 100 0.79 753 7262576 88.84 89 4.72 2.86 1.79 9.23 32.2 100 0.77 745 7212577 88.85 89 4.73 2.78 1.76 9.29 32.2 100 0.76 750 7272578 88.87 89 4.67 2.82 1.73 9.15 31.6 100 0.76 742 7202579 88.88 89 4.80 2.95 1.83 9.37 32.8 100 0.78 745 7232580 88.89 89 4.61 2.75 1.70 9.00 31.0 100 0.76 735 7172581 88.90 89 4.66 2.75 1.71 9.14 32.1 100 0.79 745 7262582 88.91 89 4.85 2.99 1.82 9.39 33.6 100 0.81 747 7242583 88.92 89 4.58 2.73 1.67 9.02 31.7 100 0.80 735 7162584 88.93 89 4.82 2.97 1.80 9.39 33.1 100 0.78 755 7342585 88.94 89 4.78 2.94 1.80 9.30 32.0 100 0.75 741 7222586 88.96 89 4.72 2.84 1.73 9.28 32.8 100 0.80 754 7382587 88.97 89 4.85 2.91 1.81 9.50 32.8 100 0.77 747 7322588 88.98 89 4.72 2.91 1.75 9.18 32.0 100 0.77 747 7282589 88.99 89 4.72 2.77 1.74 9.23 31.8 100 0.75 751 734

GRL Engineers, Inc. Page 50Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2590 89.00 89 4.77 2.93 1.74 9.34 33.7 100 0.83 756 7382591 89.01 83 4.79 2.88 1.76 9.37 33.2 100 0.79 764 7462592 89.02 83 4.78 2.86 1.77 9.33 33.3 100 0.80 762 7422593 89.04 83 4.82 2.91 1.77 9.44 33.5 100 0.80 761 7472594 89.05 83 4.84 2.91 1.77 9.45 33.1 100 0.77 755 7412595 89.06 83 4.77 2.93 1.72 9.36 32.8 100 0.78 755 7442596 89.07 83 4.87 3.00 1.80 9.49 32.9 100 0.76 753 7422597 89.08 83 4.66 2.81 1.68 9.09 32.0 100 0.79 749 7422598 89.10 83 4.74 2.85 1.71 9.25 32.7 100 0.79 751 7432599 89.11 83 4.69 2.81 1.68 9.10 31.7 100 0.75 757 7482600 89.12 83 4.80 2.95 1.73 9.37 32.9 100 0.77 759 7512601 89.13 83 4.89 3.01 1.75 9.51 34.3 100 0.79 785 7712602 89.14 83 4.95 3.00 1.80 9.56 34.8 100 0.79 787 7682603 89.16 83 4.94 3.01 1.79 9.59 34.5 100 0.80 772 7612604 89.17 83 4.77 2.92 1.68 9.32 33.6 100 0.80 775 7672605 89.18 83 4.92 3.07 1.77 9.51 34.4 100 0.80 770 7612606 89.19 83 4.67 2.81 1.64 9.05 31.6 100 0.75 751 7492607 89.20 83 4.86 3.00 1.71 9.47 33.6 100 0.78 772 7662608 89.22 83 4.86 3.05 1.72 9.45 34.2 100 0.79 781 7742609 89.23 83 4.92 3.02 1.76 9.46 34.9 100 0.81 789 7762610 89.24 83 4.94 2.94 1.75 9.56 33.6 100 0.74 788 7892611 89.25 83 4.74 2.86 1.65 9.27 32.2 100 0.75 766 7622612 89.27 83 4.66 2.85 1.59 9.15 31.3 100 0.73 776 7632613 89.28 83 4.85 2.98 1.68 9.37 33.9 100 0.79 786 7762614 89.29 83 4.81 2.96 1.66 9.30 33.0 100 0.75 789 7762615 89.30 83 4.93 2.99 1.71 9.54 34.5 100 0.78 797 7812616 89.31 83 4.79 2.93 1.65 9.26 32.8 100 0.74 790 7802617 89.33 83 4.92 3.09 1.70 9.56 35.3 100 0.81 795 7942618 89.34 83 4.79 2.94 1.64 9.33 32.7 100 0.75 791 7762619 89.35 83 4.88 2.99 1.65 9.51 33.9 100 0.76 809 7922620 89.36 83 4.91 3.05 1.66 9.54 35.0 100 0.80 809 7972621 89.37 83 4.89 2.97 1.66 9.44 33.5 100 0.75 806 7882622 89.39 83 4.85 2.99 1.63 9.37 33.8 100 0.76 802 7922623 89.40 83 4.91 3.03 1.65 9.52 34.8 100 0.79 806 7962624 89.41 83 4.99 3.10 1.68 9.67 35.4 100 0.79 822 7992625 89.42 83 4.93 3.03 1.66 9.53 35.0 100 0.78 810 8042626 89.43 83 5.03 3.13 1.69 9.75 35.9 100 0.80 823 8022627 89.45 83 4.99 3.10 1.68 9.69 34.9 100 0.76 819 7982628 89.46 83 4.90 3.00 1.64 9.50 34.0 100 0.76 807 7922629 89.47 83 4.92 3.07 1.62 9.60 34.7 100 0.77 818 8012630 89.48 83 4.96 3.11 1.63 9.70 35.1 100 0.77 824 8072631 89.49 83 4.89 3.04 1.60 9.60 33.9 100 0.74 820 7942632 89.51 83 4.89 3.01 1.60 9.54 34.7 100 0.78 806 7972633 89.52 83 4.97 3.09 1.62 9.66 34.7 100 0.76 819 7982634 89.53 83 4.90 3.00 1.58 9.58 34.2 100 0.75 816 8022635 89.54 83 4.95 3.12 1.60 9.70 34.5 100 0.75 826 8092636 89.55 83 5.00 3.17 1.63 9.79 35.1 100 0.78 819 7932637 89.57 83 4.92 3.06 1.60 9.56 33.9 100 0.75 813 7942638 89.58 83 4.84 3.02 1.54 9.52 33.5 100 0.76 806 7912639 89.59 83 4.96 3.15 1.59 9.68 34.8 100 0.75 826 8122640 89.60 83 4.98 3.17 1.58 9.77 34.3 100 0.75 820 7952641 89.61 83 4.86 3.01 1.55 9.54 32.6 100 0.71 809 7932642 89.63 83 4.77 3.02 1.49 9.38 32.8 100 0.74 800 792

GRL Engineers, Inc. Page 51Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2643 89.64 83 4.89 3.04 1.54 9.56 33.5 100 0.73 809 7892644 89.65 83 4.87 3.02 1.54 9.45 33.7 100 0.74 808 8002645 89.66 83 4.86 3.06 1.52 9.56 33.1 100 0.72 808 7892646 89.67 83 4.93 3.02 1.57 9.60 33.4 100 0.71 812 7902647 89.69 83 4.87 2.99 1.54 9.47 33.4 100 0.74 800 7882648 89.70 83 4.85 2.99 1.53 9.44 32.9 100 0.72 803 7872649 89.71 83 4.93 3.12 1.56 9.61 34.6 100 0.78 805 7912650 89.72 83 4.93 3.09 1.56 9.57 33.8 100 0.73 805 7872651 89.73 83 4.92 3.05 1.55 9.65 34.3 100 0.76 801 7872652 89.75 83 4.91 3.10 1.55 9.56 34.9 100 0.78 804 7982653 89.76 83 5.05 3.18 1.63 9.83 35.3 100 0.76 810 7912654 89.77 83 4.75 3.00 1.50 9.27 31.9 100 0.72 780 7652655 89.78 83 4.79 3.00 1.51 9.28 32.8 100 0.74 790 7822656 89.80 83 4.84 3.02 1.52 9.42 33.2 100 0.74 792 7842657 89.81 83 5.01 3.16 1.61 9.73 35.1 100 0.77 804 7872658 89.82 83 4.81 3.05 1.52 9.35 33.6 100 0.77 784 7812659 89.83 83 4.95 3.12 1.58 9.57 35.2 100 0.77 803 8032660 89.84 83 5.02 3.13 1.60 9.88 35.2 100 0.76 808 7902661 89.86 83 4.93 3.14 1.56 9.66 34.9 100 0.78 795 7892662 89.87 83 4.94 3.11 1.58 9.57 34.5 100 0.76 791 7822663 89.88 83 4.91 3.13 1.56 9.56 34.0 100 0.75 789 7792664 89.89 83 5.02 3.24 1.60 9.71 35.7 100 0.78 802 7952665 89.90 83 4.95 3.12 1.57 9.66 34.4 100 0.75 795 7852666 89.92 83 4.91 3.13 1.55 9.56 34.5 100 0.76 789 7842667 89.93 83 4.96 3.10 1.58 9.61 34.3 100 0.75 794 7852668 89.94 83 4.84 2.93 1.52 9.46 33.1 100 0.72 789 7822669 89.95 83 4.93 3.05 1.56 9.67 33.5 100 0.72 796 7792670 89.96 83 4.88 3.06 1.54 9.53 33.1 100 0.73 790 7772671 89.98 83 4.89 3.09 1.53 9.55 33.9 100 0.77 783 7732672 89.99 83 4.72 2.97 1.47 9.18 31.9 100 0.73 773 7732673 90.00 83 4.88 3.02 1.52 9.56 33.5 100 0.73 795 7842674 90.01 83 4.90 3.00 1.53 9.55 33.1 100 0.71 797 7832675 90.02 83 4.75 3.00 1.48 9.28 33.0 100 0.75 778 7802676 90.04 83 4.85 3.06 1.52 9.45 33.1 100 0.72 792 7832677 90.05 83 4.76 2.90 1.47 9.34 32.4 100 0.73 779 7782678 90.06 83 4.89 3.04 1.53 9.47 33.4 100 0.72 794 7852679 90.07 83 4.89 3.08 1.53 9.46 34.0 100 0.75 787 7822680 90.08 83 4.81 3.04 1.49 9.42 33.6 100 0.76 783 7792681 90.10 83 4.86 3.09 1.51 9.51 34.0 100 0.76 788 7782682 90.11 83 4.82 2.99 1.49 9.41 32.8 100 0.71 788 7842683 90.12 83 5.02 3.21 1.58 9.80 35.6 100 0.77 795 7852684 90.13 83 4.93 3.10 1.53 9.66 34.2 100 0.76 783 7702685 90.14 83 4.83 3.02 1.50 9.40 33.1 100 0.74 777 7712686 90.16 83 4.80 2.98 1.45 9.47 32.8 100 0.73 783 7772687 90.17 83 4.79 2.99 1.45 9.39 32.6 100 0.75 771 7582688 90.18 83 4.75 2.89 1.43 9.29 31.9 100 0.71 780 7742689 90.19 83 4.95 3.04 1.52 9.63 34.1 100 0.73 796 7862690 90.20 83 4.91 3.13 1.50 9.64 34.3 100 0.75 789 7822691 90.22 83 4.90 3.07 1.49 9.61 33.9 100 0.74 786 7822692 90.23 83 4.99 3.12 1.54 9.73 34.7 100 0.75 789 7802693 90.24 83 4.83 3.04 1.48 9.48 32.7 100 0.71 780 7722694 90.25 83 4.87 3.04 1.49 9.47 33.2 100 0.72 778 7732695 90.27 83 4.85 3.02 1.47 9.50 32.7 100 0.72 779 769

GRL Engineers, Inc. Page 52Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2696 90.28 83 4.77 2.90 1.42 9.39 31.7 100 0.69 779 7782697 90.29 83 4.81 2.99 1.45 9.41 33.4 100 0.76 774 7712698 90.30 83 4.83 3.01 1.45 9.49 32.8 100 0.72 779 7792699 90.31 83 4.92 3.09 1.48 9.66 33.8 100 0.74 781 7712700 90.33 83 4.86 3.06 1.47 9.52 33.4 100 0.74 777 7712701 90.34 83 4.98 3.19 1.53 9.68 35.2 100 0.76 787 7812702 90.35 83 4.89 3.09 1.49 9.53 34.4 100 0.76 780 7802703 90.36 83 4.95 3.08 1.52 9.65 33.7 100 0.72 778 7722704 90.37 83 4.74 2.88 1.42 9.26 31.6 100 0.70 764 7622705 90.39 83 4.76 2.96 1.40 9.31 32.8 100 0.76 762 7602706 90.40 83 4.85 3.07 1.45 9.52 32.7 100 0.70 778 7752707 90.41 83 4.89 3.12 1.46 9.50 34.5 100 0.78 773 7702708 90.42 83 4.86 3.05 1.45 9.51 32.9 100 0.71 770 7632709 90.43 83 4.81 2.98 1.43 9.41 32.9 100 0.73 768 7632710 90.45 83 4.82 3.01 1.44 9.41 32.7 100 0.71 771 7662711 90.46 83 4.86 3.01 1.46 9.51 33.1 100 0.72 772 7672712 90.47 83 4.76 2.97 1.41 9.34 33.0 100 0.76 760 7562713 90.48 83 4.60 2.81 1.32 9.02 30.9 100 0.72 743 7452714 90.49 83 4.76 2.95 1.39 9.34 32.7 100 0.73 769 7672715 90.51 83 4.99 3.21 1.49 9.77 35.4 100 0.79 775 7672716 90.52 83 4.79 3.06 1.43 9.35 32.7 100 0.74 758 7562717 90.53 83 4.76 2.93 1.40 9.27 32.6 100 0.73 761 7612718 90.54 83 4.82 3.03 1.40 9.50 33.9 100 0.76 771 7712719 90.55 83 4.90 3.13 1.47 9.61 34.5 100 0.75 776 7732720 90.57 83 4.91 3.12 1.48 9.61 33.7 100 0.73 769 7632721 90.58 83 4.86 3.05 1.45 9.52 33.3 100 0.73 767 7612722 90.59 83 4.77 2.93 1.40 9.32 33.5 100 0.76 773 7662723 90.60 83 5.01 3.10 1.51 9.77 35.3 100 0.75 781 7772724 90.61 83 4.91 3.10 1.48 9.63 34.5 100 0.76 767 7632725 90.63 83 4.88 3.02 1.46 9.53 33.7 100 0.73 769 7652726 90.64 83 4.96 3.07 1.50 9.71 34.0 100 0.72 779 7702727 90.65 83 4.89 3.07 1.48 9.58 33.8 100 0.73 771 7692728 90.66 83 4.86 2.99 1.48 9.50 33.0 100 0.72 763 7552729 90.67 83 4.91 3.05 1.48 9.61 33.9 100 0.74 765 7572730 90.69 83 4.79 3.02 1.44 9.37 32.8 100 0.74 755 7512731 90.70 83 4.74 2.88 1.41 9.24 31.8 100 0.70 762 7612732 90.71 83 4.78 3.01 1.42 9.33 33.3 100 0.76 757 7552733 90.72 83 4.97 3.15 1.50 9.73 36.7 100 0.84 772 7672734 90.73 83 5.02 3.20 1.55 9.79 35.5 100 0.77 772 7632735 90.75 83 4.77 3.03 1.44 9.31 32.9 100 0.75 755 7522736 90.76 83 4.94 3.14 1.50 9.68 34.4 100 0.75 766 7582737 90.77 83 4.83 3.07 1.46 9.41 34.1 100 0.78 761 7562738 90.78 83 4.80 3.02 1.45 9.38 33.3 100 0.74 768 7622739 90.80 83 4.78 3.07 1.44 9.37 33.2 100 0.75 753 7512740 90.81 83 4.86 3.07 1.47 9.54 33.6 100 0.74 765 7612741 90.82 83 4.99 3.17 1.54 9.71 36.0 100 0.79 776 7732742 90.83 83 4.95 3.11 1.52 9.69 34.9 100 0.77 769 7602743 90.84 83 4.97 3.11 1.55 9.69 34.9 100 0.76 767 7612744 90.86 83 4.87 3.13 1.50 9.56 34.3 100 0.78 753 7472745 90.87 83 4.80 2.99 1.45 9.43 33.1 100 0.74 755 7532746 90.88 83 4.87 3.01 1.50 9.51 33.6 100 0.74 769 7662747 90.89 83 4.89 2.98 1.49 9.58 34.2 100 0.74 778 7722748 90.90 83 4.94 3.09 1.53 9.70 34.1 100 0.74 768 754

GRL Engineers, Inc. Page 53Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2749 90.92 83 4.91 3.06 1.51 9.69 34.6 100 0.77 765 7582750 90.93 83 4.91 3.08 1.53 9.62 33.7 100 0.72 772 7612751 90.94 83 4.80 3.08 1.48 9.48 33.5 100 0.76 756 7512752 90.95 83 4.95 3.18 1.54 9.70 34.3 100 0.75 770 7572753 90.96 83 4.93 3.07 1.55 9.61 34.2 100 0.75 772 7662754 90.98 83 4.95 3.06 1.55 9.66 34.4 100 0.74 772 7672755 90.99 83 5.00 3.18 1.58 9.78 35.4 100 0.78 771 7632756 91.00 83 4.94 3.13 1.56 9.68 34.8 100 0.76 772 7672757 91.01 84 4.94 3.13 1.57 9.72 35.1 100 0.79 764 7572758 91.02 84 4.87 3.00 1.55 9.54 33.3 100 0.73 762 7542759 91.04 84 4.91 3.13 1.55 9.66 33.3 100 0.73 765 7522760 91.05 84 4.65 2.85 1.43 9.11 31.6 100 0.74 743 7442761 91.06 84 4.80 3.03 1.49 9.46 33.9 100 0.78 760 7572762 91.07 84 4.89 3.18 1.54 9.61 35.0 100 0.81 760 7532763 91.08 84 4.83 2.99 1.51 9.51 33.1 100 0.74 765 7562764 91.10 84 4.96 3.12 1.57 9.71 34.8 100 0.76 776 7642765 91.11 84 4.95 3.15 1.57 9.69 35.2 100 0.77 778 7742766 91.12 84 4.90 3.12 1.56 9.68 34.2 100 0.75 771 7642767 91.13 84 4.85 3.10 1.53 9.56 34.3 100 0.77 768 7672768 91.14 84 4.97 3.18 1.59 9.75 34.8 100 0.78 770 7542769 91.15 84 4.75 2.98 1.50 9.37 32.8 100 0.75 754 7572770 91.17 84 4.85 3.13 1.54 9.63 33.7 100 0.75 768 7562771 91.18 84 4.91 3.12 1.57 9.69 34.2 100 0.76 773 7632772 91.19 84 4.87 3.02 1.56 9.58 33.9 100 0.75 775 7662773 91.20 84 4.82 3.03 1.54 9.56 33.1 100 0.74 767 7612774 91.21 84 4.71 3.00 1.49 9.35 32.8 100 0.76 755 7522775 91.23 84 4.78 2.91 1.50 9.49 31.7 100 0.69 775 7652776 91.24 84 4.75 2.98 1.51 9.41 32.4 100 0.73 769 7612777 91.25 84 4.64 2.89 1.46 9.19 31.5 100 0.72 761 7622778 91.26 84 4.83 2.99 1.55 9.50 33.5 100 0.74 777 7682779 91.27 84 4.84 2.99 1.57 9.55 33.1 100 0.74 774 7622780 91.29 84 4.70 2.97 1.50 9.24 32.2 100 0.74 761 7522781 91.30 84 4.74 2.94 1.50 9.37 32.5 100 0.74 771 7622782 91.31 84 4.84 3.01 1.56 9.53 32.9 100 0.72 782 7702783 91.32 84 4.82 2.96 1.53 9.63 32.7 100 0.72 785 7702784 91.33 84 4.83 2.98 1.52 9.59 34.3 100 0.78 782 7762785 91.35 84 4.77 2.92 1.54 9.41 32.3 100 0.73 772 7612786 91.36 84 4.65 2.92 1.45 9.26 32.8 100 0.80 765 7522787 91.37 84 4.83 2.98 1.54 9.60 32.6 100 0.71 791 7752788 91.38 84 4.69 2.92 1.48 9.35 31.0 100 0.69 790 7732789 91.39 84 4.75 2.95 1.50 9.43 33.4 100 0.78 778 7632790 91.40 84 4.76 3.01 1.54 9.43 32.9 100 0.76 780 7562791 91.42 84 4.59 2.84 1.44 9.10 30.8 100 0.71 776 7622792 91.43 84 4.81 2.91 1.53 9.53 32.7 100 0.71 800 7872793 91.44 84 4.85 2.98 1.56 9.63 33.7 100 0.76 795 7722794 91.45 84 4.66 2.88 1.45 9.28 32.6 100 0.76 781 7692795 91.46 84 4.84 2.97 1.55 9.58 34.0 100 0.76 798 7832796 91.48 84 4.80 3.04 1.54 9.59 34.1 100 0.77 794 7822797 91.49 84 4.88 2.98 1.60 9.64 33.6 100 0.72 804 7842798 91.50 84 4.86 3.02 1.58 9.65 34.2 100 0.76 802 7842799 91.51 84 4.93 3.14 1.61 9.84 35.2 100 0.79 804 7782800 91.52 84 4.90 3.06 1.60 9.75 34.0 100 0.75 804 7792801 91.54 84 4.72 2.93 1.53 9.39 32.3 100 0.73 791 768

GRL Engineers, Inc. Page 54Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2802 91.55 84 4.81 3.02 1.56 9.62 33.2 100 0.74 807 7732803 91.56 84 4.83 3.00 1.57 9.57 33.6 100 0.75 803 7782804 91.57 84 4.72 2.90 1.51 9.41 32.3 100 0.73 801 7762805 91.58 84 4.85 3.06 1.58 9.64 33.5 100 0.74 806 7752806 91.60 84 4.71 2.92 1.52 9.39 32.1 100 0.72 799 7772807 91.61 84 4.78 2.95 1.54 9.56 32.7 100 0.73 811 7802808 91.62 84 4.87 3.03 1.59 9.70 33.6 100 0.74 815 7822809 91.63 84 4.74 3.00 1.54 9.44 33.2 100 0.77 801 7712810 91.64 84 4.78 2.98 1.55 9.49 33.6 100 0.76 807 7832811 91.65 84 4.81 2.95 1.58 9.59 34.3 100 0.79 806 7872812 91.67 84 4.76 2.94 1.57 9.51 33.2 100 0.77 801 7722813 91.68 84 4.63 2.79 1.50 9.31 31.8 100 0.75 800 7682814 91.69 84 4.67 2.86 1.51 9.33 31.8 100 0.74 805 7722815 91.70 84 4.61 2.76 1.48 9.19 31.5 100 0.73 803 7762816 91.71 84 4.80 2.94 1.56 9.57 33.4 100 0.75 822 7902817 91.73 84 4.84 3.03 1.60 9.68 34.1 100 0.77 822 7872818 91.74 84 4.80 3.03 1.58 9.60 34.0 100 0.78 816 7882819 91.75 84 4.67 2.81 1.53 9.35 32.2 100 0.75 809 7742820 91.76 84 4.88 3.03 1.62 9.73 34.1 100 0.76 828 7872821 91.77 84 4.76 2.98 1.58 9.51 33.4 100 0.77 816 7802822 91.79 84 4.77 3.00 1.56 9.61 33.6 100 0.78 823 7852823 91.80 84 4.81 2.90 1.58 9.62 32.8 100 0.72 831 7932824 91.81 84 4.85 2.93 1.62 9.76 33.5 100 0.73 833 7882825 91.82 84 4.71 2.83 1.54 9.47 33.0 100 0.77 819 7832826 91.83 84 4.78 2.97 1.58 9.60 33.3 100 0.76 825 7852827 91.85 84 4.82 3.02 1.61 9.71 33.8 100 0.76 832 7912828 91.86 84 4.68 2.84 1.53 9.43 32.5 100 0.75 824 7952829 91.87 84 4.80 3.01 1.59 9.68 33.7 100 0.77 829 7862830 91.88 84 4.77 2.88 1.58 9.58 33.4 100 0.76 827 7912831 91.89 84 4.81 2.88 1.60 9.70 32.9 100 0.72 842 7932832 91.90 84 4.78 2.94 1.59 9.64 32.9 100 0.75 829 7792833 91.92 84 4.67 2.87 1.55 9.39 32.1 100 0.74 818 7802834 91.93 84 4.75 2.98 1.57 9.55 33.5 100 0.78 830 7922835 91.94 84 4.75 2.96 1.58 9.59 33.2 100 0.77 828 7862836 91.95 84 4.70 2.90 1.54 9.59 32.4 100 0.74 832 7872837 91.96 84 4.82 3.03 1.62 9.70 33.6 100 0.76 836 7872838 91.98 84 4.74 2.97 1.58 9.58 33.5 100 0.77 833 7962839 91.99 84 4.80 2.94 1.63 9.64 32.6 100 0.72 839 7872840 92.00 84 4.74 2.87 1.58 9.59 32.7 100 0.73 836 7912841 92.01 127 4.85 3.01 1.64 9.80 34.0 100 0.77 842 7912842 92.02 127 4.85 3.01 1.63 9.80 34.8 100 0.79 844 8002843 92.02 127 4.85 2.99 1.64 9.82 34.3 100 0.77 844 7982844 92.03 127 4.74 2.88 1.59 9.61 32.4 100 0.73 836 7892845 92.04 127 4.63 2.80 1.52 9.42 31.7 100 0.74 825 7822846 92.05 127 4.59 2.76 1.49 9.30 31.2 100 0.72 826 7882847 92.06 127 4.94 3.15 1.66 10.00 35.7 100 0.80 857 8102848 92.06 127 4.76 2.93 1.59 9.67 32.7 100 0.73 849 8012849 92.07 127 4.65 2.80 1.51 9.54 32.3 100 0.75 833 7892850 92.08 127 4.73 2.86 1.57 9.63 32.1 100 0.73 839 7882851 92.09 127 4.76 2.87 1.59 9.59 32.2 100 0.72 841 7902852 92.09 127 4.69 2.87 1.55 9.53 33.0 100 0.76 850 8112853 92.10 127 4.88 2.94 1.64 9.90 34.0 100 0.74 864 8092854 92.11 127 4.83 3.02 1.62 9.84 34.3 100 0.78 853 805

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UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2855 92.12 127 4.71 2.85 1.58 9.58 32.6 100 0.74 846 8012856 92.13 127 4.62 2.85 1.51 9.46 32.3 100 0.76 835 7952857 92.13 127 4.82 2.98 1.60 9.81 33.4 100 0.73 863 8082858 92.14 127 4.81 2.91 1.61 9.81 33.7 100 0.75 859 8072859 92.15 127 4.80 2.93 1.60 9.74 33.5 100 0.75 859 8082860 92.16 127 4.78 2.92 1.60 9.73 33.4 100 0.74 864 8162861 92.17 127 4.75 2.89 1.59 9.66 33.9 100 0.78 853 8142862 92.17 127 4.72 2.86 1.56 9.60 33.4 100 0.77 849 8052863 92.18 127 4.82 2.95 1.62 9.80 34.2 100 0.77 863 8132864 92.19 127 4.72 2.86 1.55 9.67 33.2 100 0.76 855 8092865 92.20 127 4.82 2.94 1.61 9.81 33.8 100 0.76 863 8072866 92.20 127 4.69 2.91 1.53 9.61 33.2 100 0.76 855 8162867 92.21 127 4.77 2.95 1.58 9.68 33.4 100 0.75 859 8142868 92.22 127 4.78 2.89 1.58 9.72 33.7 100 0.76 865 8172869 92.23 127 4.76 2.88 1.57 9.71 33.0 100 0.74 861 8072870 92.24 127 4.75 2.95 1.58 9.63 33.9 100 0.78 859 8172871 92.24 127 4.68 2.85 1.53 9.64 32.4 100 0.73 860 8122872 92.25 127 4.71 2.86 1.54 9.59 32.8 100 0.75 854 8072873 92.26 127 4.61 2.79 1.50 9.42 31.1 100 0.71 854 8032874 92.27 127 4.63 2.82 1.50 9.47 31.6 100 0.71 859 8082875 92.28 127 4.58 2.82 1.46 9.46 31.7 100 0.74 848 8042876 92.28 127 4.69 2.87 1.52 9.62 32.7 100 0.74 865 8182877 92.29 127 4.77 2.95 1.58 9.68 34.4 100 0.79 867 8282878 92.30 127 4.72 2.92 1.52 9.77 32.9 100 0.73 872 8222879 92.31 127 4.85 2.97 1.61 9.95 33.1 100 0.70 888 8452880 92.31 127 4.61 2.80 1.49 9.45 31.4 100 0.72 849 8052881 92.32 127 4.66 2.83 1.51 9.59 31.9 100 0.72 862 8092882 92.33 127 4.70 2.86 1.54 9.58 32.6 100 0.74 862 8132883 92.34 127 4.65 2.89 1.50 9.53 33.2 100 0.79 849 8072884 92.35 127 4.66 2.88 1.49 9.54 32.9 100 0.76 863 8192885 92.35 127 4.66 2.85 1.49 9.59 32.3 100 0.73 865 8172886 92.36 127 4.61 2.82 1.48 9.49 31.5 100 0.73 854 8052887 92.37 127 4.53 2.79 1.43 9.28 31.1 100 0.74 840 8022888 92.38 127 4.74 2.90 1.53 9.71 32.5 100 0.71 880 8322889 92.39 127 4.72 2.95 1.53 9.70 33.7 100 0.77 871 8252890 92.39 127 4.62 2.81 1.48 9.45 31.4 100 0.71 857 8082891 92.40 127 4.66 2.88 1.48 9.56 32.7 100 0.75 868 8232892 92.41 127 4.66 2.89 1.51 9.56 32.1 100 0.72 867 8162893 92.42 127 4.60 2.89 1.47 9.42 32.5 100 0.75 863 8272894 92.43 127 4.79 3.01 1.57 9.80 34.1 100 0.78 875 8222895 92.43 127 4.52 2.83 1.44 9.24 31.4 100 0.75 848 8102896 92.44 127 4.75 2.96 1.55 9.71 33.3 100 0.76 873 8182897 92.45 127 4.61 2.86 1.49 9.44 31.9 100 0.73 865 8212898 92.46 127 4.65 2.88 1.50 9.53 32.4 100 0.75 860 8122899 92.46 127 4.59 2.87 1.43 9.53 32.0 100 0.73 868 8282900 92.47 127 4.75 2.95 1.55 9.68 33.6 100 0.75 882 8332901 92.48 127 4.65 2.88 1.52 9.51 32.4 100 0.74 861 8152902 92.49 127 4.60 2.85 1.48 9.41 31.7 100 0.73 861 8172903 92.50 127 4.63 2.85 1.49 9.49 31.6 100 0.72 865 8142904 92.50 127 4.51 2.82 1.42 9.23 30.7 100 0.72 850 8122905 92.51 127 4.55 2.84 1.44 9.33 31.5 100 0.75 854 8082906 92.52 127 4.70 2.93 1.51 9.59 33.1 100 0.76 873 8292907 92.53 127 4.68 2.91 1.49 9.58 32.5 100 0.74 872 821

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UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2908 92.54 127 4.69 2.92 1.52 9.63 32.8 100 0.75 876 8252909 92.54 127 4.67 2.95 1.52 9.58 32.5 100 0.75 867 8122910 92.55 127 4.59 2.81 1.47 9.37 30.6 100 0.69 866 8152911 92.56 127 4.53 2.83 1.41 9.34 30.6 100 0.70 866 8262912 92.57 127 4.65 2.86 1.50 9.51 31.6 100 0.72 867 8132913 92.57 127 4.58 2.88 1.46 9.37 32.3 100 0.77 863 8142914 92.58 127 4.50 2.88 1.42 9.26 31.8 100 0.77 852 8112915 92.59 127 4.74 2.94 1.55 9.69 33.0 100 0.74 886 8332916 92.60 127 4.76 2.98 1.56 9.75 34.1 100 0.78 883 8362917 92.61 127 4.71 2.91 1.54 9.67 32.8 100 0.75 875 8222918 92.61 127 4.74 2.90 1.57 9.71 32.1 100 0.69 888 8372919 92.62 127 4.63 2.86 1.50 9.53 31.7 100 0.72 869 8172920 92.63 127 4.63 2.90 1.50 9.52 32.6 100 0.76 869 8262921 92.64 127 4.61 2.89 1.48 9.46 32.4 100 0.76 866 8202922 92.65 127 4.58 2.81 1.46 9.41 30.8 100 0.71 863 8122923 92.65 127 4.55 2.81 1.46 9.31 30.5 100 0.70 864 8212924 92.66 127 4.65 2.91 1.49 9.58 32.8 100 0.76 877 8312925 92.67 127 4.67 2.91 1.50 9.56 32.9 100 0.76 878 8282926 92.68 127 4.60 2.87 1.49 9.44 32.1 100 0.75 865 8212927 92.69 127 4.70 2.91 1.51 9.65 32.8 100 0.75 881 8252928 92.69 127 4.69 2.92 1.51 9.66 33.1 100 0.75 881 8352929 92.70 127 4.71 2.96 1.54 9.66 33.5 100 0.77 884 8322930 92.71 127 4.66 2.92 1.51 9.57 33.0 100 0.78 873 8242931 92.72 127 4.71 2.95 1.53 9.68 33.5 100 0.79 877 8242932 92.72 127 4.58 2.86 1.46 9.43 31.5 100 0.72 873 8252933 92.73 127 4.70 2.91 1.53 9.63 32.5 100 0.74 879 8192934 92.74 127 4.59 2.87 1.46 9.46 31.7 100 0.74 867 8212935 92.75 127 4.66 2.91 1.51 9.58 32.5 100 0.75 880 8272936 92.76 127 4.57 2.87 1.45 9.43 31.2 100 0.70 878 8362937 92.76 127 4.76 2.99 1.56 9.78 34.2 100 0.79 892 8352938 92.77 127 4.62 2.91 1.48 9.53 32.3 100 0.75 877 8302939 92.78 127 4.61 2.87 1.46 9.53 31.7 100 0.72 875 8342940 92.79 127 4.56 2.87 1.43 9.42 31.3 100 0.73 870 8292941 92.80 127 4.62 2.90 1.48 9.53 31.8 100 0.72 882 8392942 92.80 127 4.64 2.89 1.50 9.54 31.5 100 0.70 887 8392943 92.81 127 4.64 2.91 1.50 9.62 32.1 100 0.73 881 8362944 92.82 127 4.54 2.87 1.46 9.34 31.2 100 0.73 864 8222945 92.83 127 4.61 2.90 1.47 9.53 31.7 100 0.73 879 8292946 92.83 127 4.63 2.92 1.50 9.50 32.1 100 0.74 877 8262947 92.84 127 4.56 2.91 1.46 9.38 32.0 100 0.76 869 8202948 92.85 127 4.57 2.87 1.45 9.46 31.3 100 0.72 873 8352949 92.86 127 4.56 2.86 1.43 9.47 31.2 100 0.72 871 8262950 92.87 127 4.61 2.88 1.48 9.47 31.1 100 0.69 885 8422951 92.87 127 4.62 2.94 1.50 9.56 32.7 100 0.76 881 8372952 92.88 127 4.66 2.93 1.54 9.58 32.2 100 0.74 881 8272953 92.89 127 4.54 2.84 1.44 9.43 30.1 100 0.68 878 8342954 92.90 127 4.55 2.91 1.47 9.40 31.6 100 0.74 868 8282955 92.91 127 4.56 2.88 1.50 9.38 30.8 100 0.69 877 8332956 92.91 127 4.52 2.87 1.46 9.33 30.8 100 0.72 868 8272957 92.92 127 4.59 2.86 1.48 9.46 30.9 100 0.70 876 8282958 92.93 127 4.54 2.91 1.47 9.40 31.8 100 0.76 868 8232959 92.94 127 4.60 2.91 1.48 9.57 31.8 100 0.73 878 8372960 92.94 127 4.57 2.89 1.47 9.51 31.3 100 0.71 880 841

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UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips2961 92.95 127 4.65 2.93 1.52 9.66 32.5 100 0.75 882 8292962 92.96 127 4.58 2.88 1.46 9.63 31.5 100 0.73 877 8362963 92.97 127 4.61 2.87 1.48 9.54 31.3 100 0.72 876 8312964 92.98 127 4.56 2.85 1.49 9.46 30.7 100 0.70 875 8262965 92.98 127 4.60 2.90 1.50 9.49 32.0 100 0.75 869 8192966 92.99 127 4.62 2.92 1.52 9.56 32.2 100 0.76 877 8222967 93.00 127 4.49 2.87 1.45 9.31 31.0 100 0.74 863 8162968 93.01 167 4.51 2.86 1.45 9.39 30.8 100 0.73 863 8182969 93.01 167 4.43 2.83 1.43 9.16 30.0 100 0.71 853 8132970 93.02 167 4.41 2.83 1.40 9.10 29.9 100 0.72 849 8172971 93.02 167 4.50 2.88 1.42 9.39 31.1 100 0.74 869 8292972 93.03 167 4.57 2.92 1.49 9.41 31.5 100 0.73 879 8362973 93.04 167 4.55 2.89 1.48 9.46 31.3 100 0.74 869 8222974 93.04 167 4.43 2.81 1.41 9.16 29.5 100 0.68 860 8232975 93.05 167 4.57 2.88 1.48 9.46 31.0 100 0.70 881 8382976 93.05 167 4.50 2.89 1.43 9.37 31.5 100 0.75 867 8272977 93.06 167 4.57 2.86 1.46 9.53 30.9 100 0.70 880 8352978 93.07 167 4.53 2.85 1.46 9.38 30.3 100 0.68 877 8382979 93.07 167 4.50 2.85 1.43 9.34 31.0 100 0.75 863 8152980 93.08 167 4.51 2.87 1.42 9.37 31.2 100 0.74 864 8102981 93.08 167 4.64 2.95 1.52 9.63 32.6 100 0.76 882 8222982 93.09 167 4.58 2.90 1.49 9.49 31.3 100 0.72 876 8282983 93.10 167 4.58 2.87 1.48 9.53 30.9 100 0.70 882 8362984 93.10 167 4.48 2.86 1.43 9.29 30.4 100 0.71 866 8252985 93.11 167 4.51 2.85 1.44 9.37 30.3 100 0.70 870 8322986 93.11 167 4.57 2.89 1.48 9.48 31.1 100 0.71 880 8322987 93.12 167 4.57 2.91 1.46 9.54 31.6 100 0.72 884 8402988 93.13 167 4.56 2.88 1.48 9.46 31.3 100 0.73 868 8162989 93.13 167 4.56 2.90 1.48 9.40 31.2 100 0.72 878 8252990 93.14 167 4.58 2.91 1.47 9.53 31.4 100 0.72 886 8412991 93.14 167 4.58 2.92 1.50 9.46 31.5 100 0.72 877 8322992 93.15 167 4.57 2.89 1.45 9.56 31.4 100 0.72 882 8242993 93.16 167 4.60 2.89 1.51 9.50 31.2 100 0.70 880 8252994 93.16 167 4.52 2.86 1.43 9.34 30.4 100 0.70 872 8232995 93.17 167 4.50 2.89 1.44 9.32 30.9 100 0.73 869 8182996 93.17 167 4.55 2.88 1.46 9.42 30.8 100 0.69 880 8482997 93.18 167 4.58 2.88 1.45 9.54 30.8 100 0.69 885 8342998 93.19 167 4.63 2.94 1.50 9.61 31.9 100 0.72 887 8412999 93.19 167 4.53 2.90 1.44 9.46 31.5 100 0.74 877 8253000 93.20 167 4.59 2.93 1.48 9.57 31.9 100 0.74 883 8463001 93.20 167 4.58 2.94 1.47 9.56 32.0 100 0.73 890 8283002 93.21 167 4.66 2.88 1.53 9.75 30.5 100 0.63 907 9003003 93.22 167 4.52 2.89 1.45 9.39 31.4 100 0.73 874 8143004 93.22 167 4.60 2.93 1.49 9.61 31.5 100 0.70 895 8443005 93.23 167 4.51 2.88 1.43 9.45 31.0 100 0.72 877 8243006 93.23 167 4.59 2.93 1.49 9.59 31.8 100 0.72 890 8373007 93.24 167 4.53 2.91 1.46 9.45 31.5 100 0.73 878 8293008 93.25 167 4.54 2.94 1.44 9.51 32.3 100 0.76 882 8233009 93.25 167 4.61 2.94 1.49 9.68 32.2 100 0.72 894 8353010 93.26 167 4.57 2.92 1.47 9.59 31.8 100 0.73 887 8343011 93.26 167 4.45 2.84 1.39 9.35 30.4 100 0.71 868 8203012 93.27 167 4.53 2.89 1.45 9.46 31.3 100 0.72 874 8303013 93.28 167 4.54 2.88 1.43 9.52 31.3 100 0.72 877 829

GRL Engineers, Inc. Page 58Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3014 93.28 167 4.52 2.86 1.45 9.46 30.4 100 0.69 875 8333015 93.29 167 4.45 2.82 1.39 9.32 29.8 100 0.69 868 8213016 93.29 167 4.54 2.93 1.45 9.47 31.6 100 0.73 883 8273017 93.30 167 4.50 2.87 1.41 9.44 30.9 100 0.72 875 8153018 93.31 167 4.52 2.88 1.43 9.49 30.8 100 0.70 887 8513019 93.31 167 4.61 2.91 1.50 9.61 31.2 100 0.68 896 8383020 93.32 167 4.51 2.87 1.43 9.47 30.9 100 0.72 874 8263021 93.32 167 4.47 2.83 1.39 9.39 30.1 100 0.70 873 8253022 93.33 167 4.45 2.91 1.39 9.32 31.5 100 0.75 875 8243023 93.34 167 4.56 2.93 1.47 9.53 31.8 100 0.73 886 8293024 93.34 167 4.47 2.89 1.40 9.42 31.1 100 0.74 872 8233025 93.35 167 4.48 2.87 1.41 9.46 30.8 100 0.71 878 8293026 93.35 167 4.50 2.88 1.42 9.49 30.7 100 0.70 884 8323027 93.36 167 4.56 2.92 1.46 9.60 31.7 100 0.73 885 8333028 93.37 167 4.52 2.90 1.43 9.56 31.2 100 0.71 882 8383029 93.37 167 4.53 2.89 1.44 9.46 31.1 100 0.70 884 8403030 93.38 167 4.52 2.88 1.45 9.41 30.7 100 0.70 881 8353031 93.38 167 4.48 2.87 1.42 9.44 30.7 100 0.70 877 8343032 93.39 167 4.56 2.87 1.45 9.60 30.8 100 0.68 888 8423033 93.40 167 4.48 2.88 1.41 9.36 30.9 100 0.72 872 8223034 93.40 167 4.53 2.92 1.44 9.43 31.3 100 0.70 885 8443035 93.41 167 4.49 2.89 1.40 9.42 31.3 100 0.73 873 8263036 93.41 167 4.44 2.84 1.38 9.29 30.1 100 0.70 871 8163037 93.42 167 4.51 2.90 1.43 9.47 31.1 100 0.72 880 8183038 93.43 167 4.55 2.94 1.43 9.58 31.7 100 0.72 890 8473039 93.43 167 4.46 2.86 1.41 9.26 30.3 100 0.71 870 8223040 93.44 167 4.50 2.90 1.41 9.46 31.0 100 0.71 883 8283041 93.44 167 4.56 2.92 1.45 9.50 31.1 100 0.70 890 8403042 93.45 167 4.56 2.95 1.42 9.59 32.0 100 0.73 895 8463043 93.46 167 4.57 2.90 1.46 9.56 30.6 100 0.67 897 8573044 93.46 167 4.55 2.94 1.41 9.67 32.1 100 0.74 891 8403045 93.47 167 4.54 2.92 1.44 9.51 31.2 100 0.72 891 8403046 93.47 167 4.54 2.92 1.42 9.49 31.4 100 0.72 888 8333047 93.48 167 4.45 2.84 1.37 9.31 30.0 100 0.68 875 8453048 93.49 167 4.56 2.94 1.44 9.51 31.8 100 0.73 891 8403049 93.49 167 4.58 2.94 1.46 9.56 31.7 100 0.71 896 8433050 93.50 167 4.53 2.89 1.44 9.42 30.5 100 0.68 892 8563051 93.50 167 4.57 2.98 1.40 9.63 32.7 100 0.75 900 8373052 93.51 167 4.62 2.98 1.49 9.63 32.7 100 0.75 899 8463053 93.51 167 4.48 2.88 1.39 9.42 30.5 100 0.69 885 8463054 93.52 167 4.52 2.94 1.43 9.44 31.3 100 0.72 898 8423055 93.53 167 4.48 2.90 1.39 9.32 30.9 100 0.73 886 8333056 93.53 167 4.54 2.99 1.41 9.59 31.3 100 0.71 927 8923057 93.54 167 4.45 2.90 1.39 9.18 30.2 100 0.71 890 8423058 93.54 167 4.42 2.84 1.34 9.16 30.1 100 0.70 872 8403059 93.55 167 4.53 2.89 1.39 9.52 30.3 100 0.67 900 8873060 93.56 167 4.52 2.91 1.40 9.48 31.3 100 0.73 886 8313061 93.56 167 4.51 2.91 1.39 9.41 30.9 100 0.71 892 8543062 93.57 167 4.50 2.91 1.39 9.40 31.1 100 0.71 889 8453063 93.57 167 4.48 2.89 1.37 9.32 31.1 100 0.72 880 8213064 93.58 167 4.47 2.86 1.36 9.32 30.4 100 0.70 878 8433065 93.59 167 4.42 2.83 1.32 9.23 30.2 100 0.71 867 8283066 93.59 167 4.59 2.98 1.42 9.62 32.0 100 0.72 909 863

GRL Engineers, Inc. Page 59Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3067 93.60 167 4.46 2.85 1.34 9.32 29.9 100 0.67 887 8603068 93.60 167 4.47 2.88 1.34 9.26 31.1 100 0.72 880 8363069 93.61 167 4.55 2.93 1.39 9.51 31.7 100 0.72 895 8513070 93.62 167 4.42 2.82 1.31 9.25 30.2 100 0.71 868 8363071 93.62 167 4.40 2.79 1.25 9.24 29.3 100 0.66 876 8733072 93.63 167 4.54 2.88 1.36 9.61 30.7 100 0.67 907 8923073 93.63 167 4.54 2.89 1.37 9.56 31.1 100 0.69 897 8493074 93.64 167 4.43 2.83 1.29 9.34 30.0 100 0.70 875 8423075 93.65 167 4.43 2.83 1.30 9.31 29.6 100 0.66 884 8763076 93.65 167 4.47 2.85 1.30 9.49 30.9 100 0.72 880 8403077 93.66 167 4.47 2.87 1.31 9.42 30.6 100 0.69 889 8533078 93.66 167 4.47 2.86 1.29 9.44 30.7 100 0.70 882 8473079 93.67 167 4.48 2.88 1.31 9.46 31.0 100 0.71 886 8543080 93.68 167 4.54 2.91 1.35 9.54 31.1 100 0.68 904 8863081 93.68 167 4.45 2.84 1.27 9.44 30.3 100 0.68 883 8683082 93.69 167 4.42 2.85 1.25 9.35 30.5 100 0.70 878 8543083 93.69 167 4.46 2.87 1.27 9.41 30.8 100 0.71 887 8583084 93.70 167 4.50 2.89 1.31 9.52 30.7 100 0.69 893 8813085 93.71 167 4.45 2.82 1.28 9.26 29.8 100 0.67 879 8763086 93.71 167 4.45 2.85 1.25 9.42 30.2 100 0.67 886 8883087 93.72 167 4.56 2.91 1.33 9.62 31.1 100 0.67 910 8923088 93.72 167 4.51 2.86 1.30 9.46 30.2 100 0.66 894 8833089 93.73 167 4.55 2.93 1.31 9.58 31.6 100 0.69 902 8993090 93.74 167 4.57 2.91 1.30 9.68 31.8 100 0.70 902 8883091 93.74 167 4.53 2.93 1.29 9.54 31.0 100 0.68 914 9033092 93.75 167 4.53 2.92 1.30 9.52 31.3 100 0.70 899 8873093 93.75 167 4.47 2.85 1.23 9.35 29.9 100 0.64 893 8893094 93.76 167 4.52 2.93 1.27 9.51 31.9 100 0.73 897 8663095 93.77 167 4.52 2.90 1.27 9.49 31.3 100 0.69 894 8793096 93.77 167 4.41 2.85 1.19 9.26 30.2 100 0.68 879 8623097 93.78 167 4.53 2.89 1.26 9.56 30.9 100 0.67 899 8923098 93.78 167 4.51 2.90 1.22 9.56 31.1 100 0.68 898 9003099 93.79 167 4.50 2.95 1.23 9.51 32.0 100 0.72 895 8713100 93.80 167 4.49 2.89 1.21 9.53 30.8 100 0.68 895 8963101 93.80 167 4.44 2.87 1.20 9.26 30.3 100 0.67 885 8783102 93.81 167 4.42 2.89 1.14 9.30 30.8 100 0.71 888 8533103 93.81 167 4.57 2.97 1.23 9.68 32.0 100 0.71 903 8893104 93.82 167 4.56 2.95 1.24 9.65 31.6 100 0.69 910 9123105 93.83 167 4.46 2.94 1.17 9.39 31.2 100 0.70 900 8783106 93.83 167 4.53 2.93 1.21 9.51 31.3 100 0.68 905 8993107 93.84 167 4.55 2.94 1.21 9.56 31.4 100 0.68 910 9123108 93.84 167 4.52 2.90 1.20 9.58 30.6 100 0.66 907 8993109 93.85 167 4.59 2.93 1.24 9.60 31.0 100 0.66 912 8993110 93.86 167 4.40 2.87 1.13 9.20 29.5 100 0.65 892 8943111 93.86 167 4.38 2.86 1.11 9.18 29.4 100 0.66 888 8723112 93.87 167 4.46 2.92 1.15 9.34 30.5 100 0.67 906 9063113 93.87 167 4.55 2.97 1.17 9.58 31.7 100 0.70 918 9023114 93.88 167 4.48 2.92 1.12 9.39 30.5 100 0.66 911 9073115 93.89 167 4.40 2.90 1.06 9.21 30.1 100 0.67 902 8923116 93.89 167 4.53 2.98 1.14 9.56 31.6 100 0.71 915 8823117 93.90 167 4.38 2.88 1.04 9.17 29.5 100 0.66 897 8883118 93.90 167 4.47 2.93 1.09 9.42 30.7 100 0.69 910 9013119 93.91 167 4.53 2.99 1.13 9.50 31.5 100 0.69 924 919

GRL Engineers, Inc. Page 60Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3120 93.92 167 4.51 3.02 1.12 9.41 30.7 100 0.65 955 9433121 93.92 167 4.52 2.98 1.11 9.51 30.8 100 0.66 936 9203122 93.93 167 4.56 3.01 1.14 9.51 32.1 100 0.71 924 8963123 93.93 167 4.51 2.94 1.08 9.47 30.5 100 0.65 925 9103124 93.94 167 4.51 3.04 1.09 9.49 30.2 100 0.64 971 9523125 93.95 167 4.50 2.95 1.04 9.47 30.9 100 0.68 918 9153126 93.95 167 4.53 2.96 1.08 9.50 31.0 100 0.68 921 9053127 93.96 167 4.58 3.00 1.08 9.64 31.6 100 0.68 931 9223128 93.96 167 4.45 2.92 0.99 9.38 30.5 100 0.68 909 9023129 93.97 167 4.61 3.00 1.07 9.64 31.8 100 0.67 936 9243130 93.98 167 4.60 3.00 1.08 9.62 32.3 100 0.71 923 8933131 93.98 167 4.59 2.98 1.05 9.64 31.5 100 0.67 929 9213132 93.99 167 4.59 3.00 1.05 9.60 32.1 100 0.69 927 9073133 93.99 167 4.45 2.88 0.97 9.31 29.7 100 0.64 910 9043134 94.00 167 4.60 2.99 1.27 9.52 27.7 100 0.59 890 9093135 94.01 73 1.70 2.29 0.75 0.00 15.5 100 0.42 804 8453136 94.03 73 2.44 3.58 0.89 6.55 31.0 100 0.62 1,141 1,1753137 94.04 73 2.76 3.88 0.89 6.14 33.7 100 0.61 1,210 1,2273138 94.05 73 3.02 3.86 0.82 6.63 37.3 100 0.68 1,244 1,2463139 94.07 73 3.85 4.72 0.84 9.88 55.0 100 0.80 1,439 1,4073140 94.08 73 4.02 4.50 0.80 8.40 50.1 100 0.74 1,360 1,3593141 94.10 73 4.20 4.54 0.79 8.63 52.0 100 0.74 1,347 1,3623142 94.11 73 4.06 4.34 0.73 7.76 46.4 100 0.69 1,265 1,2913143 94.12 73 4.12 4.37 0.74 7.86 47.4 100 0.69 1,262 1,2833144 94.14 73 4.04 4.27 0.74 7.60 46.0 100 0.70 1,231 1,2513145 94.15 73 4.06 4.26 0.74 7.57 47.0 100 0.72 1,223 1,2473146 94.16 73 4.09 4.22 0.76 7.49 46.9 100 0.70 1,231 1,2573147 94.18 73 4.33 4.37 0.78 8.14 53.3 100 0.76 1,259 1,2693148 94.19 73 4.29 4.28 0.76 7.95 52.0 100 0.77 1,231 1,2383149 94.21 73 4.38 4.32 0.75 8.13 54.9 100 0.82 1,230 1,2143150 94.22 73 4.38 4.28 0.75 8.15 54.3 100 0.80 1,219 1,2203151 94.23 73 4.39 4.24 0.76 8.11 53.9 100 0.79 1,215 1,2143152 94.25 73 4.41 4.24 0.75 8.09 55.1 100 0.83 1,202 1,1893153 94.26 73 4.37 4.16 0.76 7.90 54.4 100 0.81 1,202 1,2033154 94.27 73 4.71 4.33 0.78 8.75 60.9 100 0.87 1,225 1,2093155 94.29 73 4.47 4.17 0.74 8.20 55.0 100 0.81 1,189 1,1963156 94.30 73 4.60 4.24 0.80 8.45 59.9 100 0.87 1,213 1,2053157 94.32 73 4.70 4.25 0.80 8.63 61.4 100 0.88 1,212 1,2013158 94.33 73 4.60 4.20 0.79 8.40 59.2 100 0.88 1,188 1,1723159 94.34 73 4.53 4.14 0.78 8.18 57.3 100 0.86 1,179 1,1613160 94.36 73 4.48 4.10 0.77 8.07 55.6 100 0.86 1,161 1,1433161 94.37 73 4.46 4.08 0.77 7.98 54.8 100 0.81 1,176 1,1803162 94.38 73 4.73 4.24 0.82 8.56 60.9 100 0.90 1,196 1,1693163 94.40 73 4.50 4.08 0.79 8.08 56.2 100 0.85 1,174 1,1663164 94.41 73 4.55 4.11 0.80 8.15 56.6 100 0.85 1,176 1,1733165 94.42 73 4.54 4.14 0.77 8.14 57.1 100 0.90 1,164 1,1433166 94.44 73 4.50 4.11 0.79 8.05 56.0 100 0.86 1,171 1,1473167 94.45 73 4.54 4.08 0.81 8.07 54.7 100 0.81 1,177 1,1753168 94.47 73 4.54 4.14 0.80 8.09 57.0 100 0.88 1,171 1,1353169 94.48 73 4.56 4.13 0.82 8.13 56.3 100 0.85 1,178 1,1703170 94.49 73 4.62 4.15 0.81 8.24 57.5 100 0.85 1,195 1,1913171 94.51 73 4.62 4.17 0.83 8.26 58.0 100 0.87 1,189 1,1753172 94.52 73 4.52 4.09 0.82 8.06 55.4 100 0.85 1,172 1,166

GRL Engineers, Inc. Page 61Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3173 94.53 73 4.48 4.08 0.81 7.95 54.0 100 0.83 1,172 1,1693174 94.55 73 4.57 4.14 0.83 8.14 55.7 100 0.84 1,188 1,1813175 94.56 73 4.53 4.17 0.83 8.04 56.7 100 0.90 1,177 1,1403176 94.58 73 4.52 4.13 0.83 8.06 54.6 100 0.85 1,171 1,1593177 94.59 73 4.30 3.98 0.80 7.62 49.5 100 0.78 1,151 1,1623178 94.60 73 4.31 4.05 0.80 7.63 51.4 100 0.84 1,155 1,1353179 94.62 73 4.50 4.14 0.83 7.95 55.0 100 0.84 1,197 1,1953180 94.63 73 4.63 4.24 0.88 8.25 57.4 100 0.89 1,194 1,1683181 94.64 73 4.47 4.13 0.85 7.95 54.6 100 0.84 1,194 1,1923182 94.66 73 4.61 4.23 0.89 8.21 57.3 100 0.89 1,196 1,1723183 94.67 73 4.50 4.18 0.84 8.02 56.0 100 0.88 1,192 1,1603184 94.68 73 4.52 4.16 0.84 8.06 54.8 100 0.84 1,195 1,1883185 94.70 73 4.38 4.09 0.83 7.77 52.6 100 0.84 1,173 1,1593186 94.71 73 4.61 4.23 0.86 8.23 57.2 100 0.88 1,205 1,1863187 94.73 73 4.63 4.26 0.89 8.24 58.5 100 0.91 1,212 1,1843188 94.74 73 4.61 4.20 0.89 8.25 56.5 100 0.83 1,223 1,2233189 94.75 73 4.53 4.16 0.88 8.09 55.4 100 0.85 1,198 1,1953190 94.77 73 4.57 4.21 0.91 8.16 56.4 100 0.88 1,195 1,1753191 94.78 73 4.46 4.15 0.84 7.94 53.9 100 0.84 1,185 1,1753192 94.79 73 4.51 4.17 0.87 8.05 54.4 100 0.84 1,197 1,1863193 94.81 73 4.39 4.12 0.83 7.81 53.7 100 0.86 1,185 1,1563194 94.82 73 4.62 4.25 0.92 8.23 57.8 100 0.90 1,207 1,1873195 94.84 73 4.54 4.18 0.92 8.11 55.2 100 0.86 1,193 1,1803196 94.85 73 4.35 4.08 0.81 7.72 52.4 100 0.84 1,176 1,1653197 94.86 73 4.31 4.06 0.81 7.61 51.3 100 0.83 1,164 1,1573198 94.88 73 4.50 4.18 0.88 7.98 54.6 100 0.86 1,194 1,1803199 94.89 73 4.62 4.27 0.96 8.21 57.7 100 0.89 1,217 1,2033200 94.90 73 4.60 4.22 0.97 8.21 56.3 100 0.86 1,207 1,2003201 94.92 73 4.34 4.08 0.84 7.75 53.0 100 0.88 1,167 1,1503202 94.93 73 4.43 4.14 0.87 7.88 54.1 100 0.87 1,186 1,1723203 94.95 73 4.57 4.18 0.95 8.14 54.9 100 0.84 1,202 1,2053204 94.96 73 4.57 4.19 0.96 8.16 55.2 100 0.84 1,204 1,1993205 94.97 73 4.48 4.19 0.92 8.01 55.0 100 0.87 1,196 1,1833206 94.99 73 4.48 4.16 0.91 8.01 54.9 100 0.88 1,181 1,1663207 95.00 73 4.54 4.21 0.92 8.13 56.2 100 0.89 1,195 1,1813208 95.01 67 4.53 4.17 0.96 8.09 54.7 100 0.85 1,191 1,1873209 95.03 67 4.45 4.16 0.91 7.97 54.2 100 0.87 1,178 1,1593210 95.04 67 4.59 4.22 0.97 8.23 56.1 100 0.87 1,198 1,1883211 95.06 67 4.59 4.24 0.97 8.23 57.9 100 0.92 1,203 1,1783212 95.07 67 4.60 4.21 1.00 8.25 56.1 100 0.86 1,203 1,1943213 95.09 67 4.39 4.10 0.89 7.87 52.7 100 0.85 1,173 1,1663214 95.10 67 4.45 4.12 0.89 7.96 53.5 100 0.85 1,182 1,1753215 95.12 67 4.53 4.17 0.95 8.10 54.8 100 0.83 1,203 1,2053216 95.13 67 4.40 4.10 0.91 7.87 53.4 100 0.87 1,169 1,1543217 95.15 67 4.40 4.09 0.89 7.86 52.9 100 0.84 1,178 1,1723218 95.16 67 4.44 4.09 0.92 7.91 53.3 100 0.84 1,181 1,1773219 95.18 67 4.47 4.14 0.91 8.03 54.3 100 0.86 1,189 1,1883220 95.19 67 4.58 4.21 0.98 8.23 56.8 100 0.88 1,202 1,1953221 95.21 67 4.48 4.10 0.96 8.05 54.0 100 0.85 1,181 1,1783222 95.22 67 4.43 4.11 0.89 7.95 53.8 100 0.86 1,172 1,1673223 95.24 67 4.45 4.15 0.91 7.98 55.1 100 0.90 1,174 1,1523224 95.25 67 4.51 4.17 0.93 8.10 55.4 100 0.87 1,187 1,1723225 95.27 67 4.41 4.09 0.88 7.94 53.7 100 0.87 1,168 1,154

GRL Engineers, Inc. Page 62Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3226 95.28 67 4.43 4.11 0.91 7.96 53.4 100 0.86 1,163 1,1573227 95.30 67 4.41 4.09 0.87 7.92 53.4 100 0.85 1,172 1,1743228 95.31 67 4.54 4.18 0.93 8.18 56.1 100 0.88 1,187 1,1813229 95.33 67 4.54 4.18 0.93 8.23 55.8 100 0.86 1,192 1,1913230 95.34 67 4.49 4.14 0.92 8.10 55.1 100 0.87 1,179 1,1733231 95.36 67 4.50 4.15 0.94 8.16 54.6 100 0.86 1,173 1,1683232 95.37 67 4.43 4.14 0.85 8.01 54.9 100 0.88 1,173 1,1603233 95.39 67 4.43 4.10 0.89 8.02 53.1 100 0.84 1,166 1,1673234 95.40 67 4.42 4.11 0.87 7.93 53.3 100 0.85 1,168 1,1603235 95.42 67 4.22 3.97 0.78 7.62 49.1 100 0.81 1,129 1,1413236 95.43 67 4.40 4.12 0.82 7.92 53.2 100 0.86 1,165 1,1623237 95.45 67 4.42 4.11 0.83 7.98 53.8 100 0.86 1,160 1,1673238 95.46 67 4.54 4.17 0.90 8.19 55.4 100 0.87 1,179 1,1783239 95.48 67 4.47 4.14 0.86 8.10 54.7 100 0.86 1,167 1,1733240 95.49 67 4.42 4.09 0.83 8.02 53.4 100 0.84 1,159 1,1683241 95.51 67 4.45 4.14 0.81 8.07 55.6 100 0.89 1,162 1,1533242 95.52 67 4.49 4.14 0.84 8.18 55.2 100 0.86 1,169 1,1783243 95.54 67 4.38 4.09 0.79 7.96 53.5 100 0.87 1,149 1,1433244 95.55 67 4.43 4.12 0.80 8.06 54.0 100 0.85 1,164 1,1813245 95.57 67 4.54 4.16 0.83 8.32 56.0 100 0.86 1,178 1,1893246 95.58 67 4.53 4.15 0.83 8.32 55.0 100 0.82 1,180 1,1983247 95.60 67 4.44 4.11 0.79 8.13 54.2 100 0.85 1,158 1,1623248 95.61 67 4.51 4.14 0.81 8.27 54.8 100 0.84 1,166 1,1853249 95.63 67 4.34 4.04 0.73 7.95 51.6 100 0.81 1,148 1,1623250 95.64 67 4.53 4.20 0.79 8.32 56.3 100 0.87 1,170 1,1793251 95.66 67 4.28 4.02 0.72 7.85 50.8 100 0.83 1,130 1,1443252 95.67 67 4.48 4.18 0.77 8.23 55.3 100 0.87 1,161 1,1683253 95.69 67 4.48 4.08 0.74 8.06 53.0 100 0.82 1,153 1,1903254 95.70 67 4.67 4.13 0.81 8.46 54.8 100 0.78 1,189 1,2283255 95.72 67 4.61 4.14 0.78 8.32 55.1 100 0.83 1,176 1,2033256 95.73 67 4.49 4.06 0.75 8.09 52.8 100 0.80 1,153 1,1843257 95.75 67 4.47 4.06 0.74 8.02 53.4 100 0.85 1,149 1,1743258 95.76 67 4.46 4.05 0.74 8.00 51.9 100 0.81 1,140 1,1693259 95.78 67 4.40 4.01 0.70 7.91 50.9 100 0.80 1,138 1,1693260 95.79 67 4.51 4.06 0.75 8.13 52.4 100 0.77 1,175 1,2003261 95.81 67 4.58 4.10 0.73 8.24 54.1 100 0.82 1,168 1,1923262 95.82 67 4.53 4.06 0.72 8.18 52.6 100 0.78 1,164 1,1883263 95.84 67 4.48 4.10 0.72 8.09 54.3 100 0.85 1,152 1,1713264 95.85 67 4.66 4.15 0.76 8.47 57.3 100 0.86 1,175 1,1993265 95.87 67 4.55 4.09 0.74 8.24 55.5 100 0.85 1,161 1,1863266 95.88 67 4.48 4.03 0.70 8.09 53.2 100 0.83 1,140 1,1673267 95.90 67 4.43 4.05 0.69 8.01 53.7 100 0.86 1,144 1,1643268 95.91 67 4.59 4.07 0.70 8.31 54.3 100 0.80 1,161 1,1823269 95.93 67 4.48 4.04 0.69 8.14 53.0 100 0.80 1,146 1,1733270 95.94 67 4.48 4.04 0.70 8.15 54.3 100 0.84 1,147 1,1623271 95.96 67 4.48 4.03 0.69 8.10 53.7 100 0.82 1,145 1,1613272 95.97 67 4.53 4.02 0.66 8.23 53.4 100 0.81 1,145 1,1583273 95.99 67 4.44 3.91 0.69 8.04 48.1 100 0.74 1,091 1,1043274 96.00 67 3.03 2.90 0.42 5.72 23.9 100 0.52 829 8523275 96.02 50 2.16 2.12 0.32 4.64 12.7 100 0.36 648 6743276 96.04 50 2.80 2.96 0.47 0.00 25.6 100 0.56 908 9453277 96.06 50 4.84 4.43 0.69 8.96 63.5 100 0.83 1,272 1,2913278 96.08 50 4.65 4.17 0.70 8.46 59.4 100 0.85 1,196 1,222

GRL Engineers, Inc. Page 63Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3279 96.10 50 4.55 4.04 0.68 8.26 56.7 100 0.83 1,164 1,1953280 96.12 50 4.59 4.01 0.67 8.28 57.3 100 0.84 1,154 1,1853281 96.14 50 4.66 3.98 0.68 8.38 57.7 100 0.81 1,155 1,1883282 96.16 50 4.65 3.97 0.65 8.39 57.4 100 0.84 1,125 1,1493283 96.18 50 4.50 3.91 0.63 8.10 56.3 100 0.87 1,104 1,0943284 96.20 50 4.54 3.91 0.66 8.17 56.8 100 0.87 1,100 1,1083285 96.22 50 4.62 3.91 0.63 8.23 59.3 100 0.91 1,102 1,0893286 96.24 50 4.55 3.82 0.61 8.16 55.9 100 0.84 1,092 1,1033287 96.26 50 4.60 3.84 0.63 8.27 55.7 100 0.81 1,094 1,1203288 96.28 50 4.55 3.82 0.61 8.14 56.8 100 0.87 1,077 1,0813289 96.30 50 4.54 3.80 0.62 8.17 55.7 100 0.84 1,076 1,0993290 96.32 50 4.71 3.85 0.66 8.46 58.9 100 0.87 1,083 1,0973291 96.34 50 4.52 3.76 0.62 8.16 55.9 100 0.85 1,062 1,0723292 96.36 50 4.60 3.78 0.63 8.28 58.0 100 0.88 1,063 1,0663293 96.38 50 4.57 3.74 0.62 8.24 56.9 100 0.88 1,049 1,0603294 96.40 50 4.45 3.68 0.58 8.00 54.4 100 0.84 1,038 1,0433295 96.42 50 4.40 3.67 0.57 7.91 53.7 100 0.84 1,033 1,0363296 96.44 50 4.52 3.71 0.61 8.17 55.3 100 0.84 1,043 1,0523297 96.46 50 4.44 3.65 0.56 8.00 54.0 100 0.85 1,025 1,0263298 96.48 50 4.58 3.72 0.62 8.31 56.8 100 0.84 1,046 1,0633299 96.50 50 4.39 3.62 0.57 7.92 53.7 100 0.86 1,010 1,0213300 96.52 50 4.40 3.61 0.57 7.92 52.6 100 0.82 1,014 1,0173301 96.54 50 4.46 3.66 0.61 8.05 55.2 100 0.88 1,018 1,0143302 96.56 50 4.45 3.63 0.60 8.09 54.3 100 0.86 1,014 1,0133303 96.58 50 4.44 3.64 0.58 8.05 54.6 100 0.88 1,009 1,0063304 96.60 50 4.48 3.66 0.63 8.16 55.8 100 0.88 1,009 1,0083305 96.62 50 4.48 3.64 0.63 8.10 56.1 100 0.88 1,009 1,0183306 96.64 50 4.50 3.63 0.66 8.25 55.9 100 0.87 1,009 1,0263307 96.66 50 4.29 3.51 0.57 7.80 51.2 100 0.83 983 9953308 96.68 50 4.40 3.58 0.60 8.02 53.6 100 0.84 997 1,0053309 96.70 50 4.51 3.64 0.66 8.23 57.4 100 0.91 1,004 1,0073310 96.72 50 4.36 3.53 0.61 7.98 52.5 100 0.82 991 1,0013311 96.74 50 4.41 3.57 0.62 8.07 54.8 100 0.87 996 1,0143312 96.76 50 4.53 3.61 0.69 8.34 56.2 100 0.87 1,004 1,0093313 96.78 50 4.41 3.57 0.61 8.13 55.2 100 0.87 995 1,0043314 96.80 50 4.49 3.57 0.68 8.27 55.8 100 0.86 996 1,0073315 96.82 50 4.37 3.52 0.63 8.03 53.1 100 0.83 984 9923316 96.84 50 4.29 3.50 0.59 7.89 51.5 100 0.83 972 9793317 96.86 50 4.48 3.61 0.67 8.28 56.0 100 0.88 991 9993318 96.88 50 4.43 3.56 0.67 8.18 54.8 100 0.87 981 9783319 96.90 50 4.35 3.53 0.62 8.08 53.7 100 0.86 976 9893320 96.92 50 4.48 3.58 0.69 8.34 55.8 100 0.87 991 9993321 96.94 50 4.40 3.54 0.65 8.15 54.6 100 0.87 979 9803322 96.96 50 4.20 3.44 0.56 7.77 50.7 100 0.85 951 9513323 96.98 50 4.28 3.50 0.59 7.95 52.5 100 0.87 964 9643324 97.00 50 4.35 3.48 0.62 8.07 52.4 100 0.81 980 9983325 97.02 42 4.44 3.53 0.67 8.29 54.8 100 0.85 982 9963326 97.05 42 4.43 3.53 0.68 8.30 56.2 100 0.90 974 9773327 97.07 42 4.45 3.51 0.70 8.33 55.4 100 0.85 979 9913328 97.10 42 4.42 3.53 0.69 8.32 56.6 100 0.91 967 9643329 97.12 42 4.43 3.49 0.71 8.32 54.6 100 0.86 965 9783330 97.14 42 4.15 3.39 0.55 7.83 50.6 100 0.86 934 9243331 97.17 42 4.35 3.47 0.64 8.16 53.7 100 0.86 960 962

GRL Engineers, Inc. Page 64Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3332 97.19 42 4.40 3.51 0.66 8.26 56.7 100 0.92 964 9573333 97.21 42 4.53 3.53 0.78 8.56 57.7 100 0.91 969 9663334 97.24 42 4.33 3.44 0.66 8.16 54.2 100 0.88 952 9633335 97.26 42 4.37 3.43 0.68 8.30 53.3 100 0.84 959 9623336 97.29 42 4.28 3.40 0.62 8.07 53.1 100 0.86 953 9623337 97.31 42 4.41 3.47 0.69 8.36 55.8 100 0.90 958 9623338 97.33 42 4.32 3.42 0.67 8.20 54.0 100 0.89 944 9383339 97.36 42 4.34 3.44 0.65 8.27 54.9 100 0.91 947 9453340 97.38 42 4.48 3.48 0.74 8.52 57.3 100 0.90 958 9613341 97.40 42 4.37 3.44 0.69 8.34 56.0 100 0.92 942 9303342 97.43 42 4.34 3.39 0.68 8.28 54.6 100 0.88 940 9393343 97.45 42 4.35 3.41 0.69 8.28 54.8 100 0.90 934 9323344 97.48 42 4.27 3.35 0.66 8.10 53.0 100 0.86 929 9313345 97.50 42 4.40 3.43 0.71 8.38 56.2 100 0.92 934 9303346 97.52 42 4.35 3.40 0.70 8.27 56.0 100 0.94 924 9183347 97.55 42 4.20 3.32 0.63 7.98 52.1 100 0.89 908 8993348 97.57 42 4.33 3.38 0.68 8.23 55.2 100 0.93 920 9113349 97.60 42 4.24 3.33 0.65 8.09 53.4 100 0.89 912 9103350 97.62 42 4.34 3.35 0.70 8.28 54.5 100 0.90 917 9153351 97.64 42 4.39 3.37 0.73 8.37 55.8 100 0.90 921 9293352 97.67 42 4.32 3.33 0.71 8.26 54.5 100 0.89 913 9143353 97.69 42 4.34 3.34 0.71 8.34 55.8 100 0.94 907 9063354 97.71 42 4.40 3.34 0.76 8.46 55.9 100 0.91 913 9143355 97.74 42 4.38 3.33 0.72 8.41 56.4 100 0.92 911 9143356 97.76 42 4.31 3.28 0.73 8.31 54.5 100 0.90 897 8943357 97.79 42 4.33 3.30 0.73 8.35 55.2 100 0.92 895 8943358 97.81 42 4.22 3.22 0.68 8.06 52.2 100 0.87 886 8903359 97.83 42 4.28 3.25 0.69 8.19 53.7 100 0.89 893 9003360 97.86 42 4.19 3.23 0.65 8.04 53.0 100 0.92 876 8793361 97.88 42 4.37 3.30 0.77 8.44 56.1 100 0.94 892 8993362 97.90 42 4.22 3.23 0.69 8.17 53.2 100 0.91 871 8773363 97.93 42 4.27 3.24 0.71 8.23 53.7 100 0.90 882 8913364 97.95 42 4.34 3.26 0.73 8.29 55.7 100 0.93 884 8903365 97.98 42 4.43 3.28 0.83 8.59 57.1 100 0.94 885 8883366 98.00 42 4.20 3.21 0.68 8.08 53.4 100 0.94 856 8653367 98.03 39 4.25 3.23 0.71 8.19 53.4 100 0.91 866 8793368 98.05 39 4.24 3.20 0.69 8.12 53.3 100 0.92 859 8753369 98.08 39 4.20 3.18 0.68 8.09 51.7 100 0.87 863 8813370 98.10 39 4.22 3.18 0.69 8.12 52.4 100 0.89 858 8703371 98.13 39 4.29 3.21 0.72 8.30 53.7 100 0.89 869 8833372 98.15 39 4.22 3.17 0.71 8.18 52.2 100 0.88 859 8763373 98.18 39 4.27 3.20 0.73 8.24 53.7 100 0.91 860 8683374 98.21 39 4.24 3.17 0.70 8.13 52.9 100 0.90 851 8643375 98.23 39 4.32 3.22 0.75 8.33 55.3 100 0.94 858 8703376 98.26 39 4.17 3.16 0.66 8.01 52.7 100 0.94 839 8513377 98.28 39 4.33 3.17 0.74 8.38 53.9 100 0.89 863 8743378 98.31 39 4.31 3.20 0.73 8.29 55.8 100 0.97 847 8523379 98.33 39 4.28 3.16 0.71 8.18 54.6 100 0.95 846 8613380 98.36 39 4.29 3.14 0.76 8.30 53.8 100 0.91 842 8583381 98.38 39 4.19 3.10 0.65 8.03 52.0 100 0.90 835 8493382 98.41 39 4.25 3.12 0.71 8.20 53.0 100 0.91 835 8523383 98.44 39 4.00 3.05 0.57 7.67 49.0 100 0.91 803 8133384 98.46 39 4.20 3.13 0.69 8.17 52.4 100 0.91 830 845

GRL Engineers, Inc. Page 65Case Method & iCAP® Results PDIPLOT2 2017.2.58.5 - Printed 09-April-2019

UHPC Leware Yard - Experimental Concrete Pile APE D36-32OP: GRL-SK Date: 04-April-2019BL# Depth BLC CSX CSB TSX STK EMX BTA DMX RX5 RA2

ft bl/ft ksi ksi ksi ft k-ft (%) in kips kips3385 98.49 39 4.06 3.05 0.57 7.78 50.1 100 0.91 814 8163386 98.51 39 4.28 3.13 0.72 8.28 54.5 100 0.95 833 8433387 98.54 39 4.22 3.10 0.67 8.06 53.8 100 0.96 827 8293388 98.56 39 4.23 3.08 0.70 8.14 52.6 100 0.91 822 8343389 98.59 39 4.19 3.05 0.67 8.05 50.7 100 0.86 822 8383390 98.62 39 4.22 3.05 0.69 8.11 52.0 100 0.88 827 8393391 98.64 39 4.25 3.05 0.72 8.14 52.2 100 0.88 821 8393392 98.67 39 4.28 3.08 0.72 8.18 54.3 100 0.96 813 8153393 98.69 39 4.34 3.03 0.77 8.36 53.1 100 0.87 827 8423394 98.72 39 4.37 3.07 0.80 8.44 55.8 100 0.96 812 8193395 98.74 39 4.14 2.97 0.67 7.95 50.1 100 0.88 790 8103396 98.77 39 4.24 3.01 0.70 8.14 52.6 100 0.91 802 8183397 98.79 39 4.24 3.01 0.72 8.13 52.9 100 0.92 795 8093398 98.82 39 4.26 2.98 0.73 8.16 52.9 100 0.91 794 8093399 98.85 39 4.22 2.97 0.72 8.09 52.1 100 0.92 787 7993400 98.87 39 4.24 2.97 0.72 8.13 52.6 100 0.93 786 7933401 98.90 39 4.26 2.97 0.71 8.14 54.0 100 0.95 797 7973402 98.92 39 4.36 2.99 0.82 8.40 55.7 100 0.97 787 8013403 98.95 39 4.33 2.98 0.80 8.27 55.6 100 0.99 795 7943404 98.97 39 4.33 2.96 0.82 8.37 55.0 100 0.97 776 7763405 99.00 39 4.16 2.86 0.94 8.18 48.1 100 0.86 739 748

25 75 ms

-1000

0

1000

2000

kips

5 L/c

Force MsdForce Cpt

25 75 ms

-1000

0

1000

2000

kips

5 L/c

Force MsdVelocity Msd

0

5

10

15

20

25

30

35

kips

/ft

0

400

800

1200

1600

2000

kips

Length b. Sensors 96.0 ft Embedment 94.1 ft Top Area 324.0 in2

End Bearing Area 324.0 in2

Top Perimeter 6.00 ft Top E-Modulus 7044 ksi Top Spec. Weight 150.0 lb/ft3

Top Wave Spd. 14750 ft/s Overall W.S. 14743 ft/s

Match Quality 3.33 Top Compr. Stress 3.9 ksi Max Compr. Stress 4.9 ksi Max Tension Stress -0.88 ksi

Avg. Shaft Quake 0.10 in Toe Quake 0.30 in Avg. Shaft Smith Dpg. 0.03 s/ft Toe Smith Damping 0.04 s/ft

Shaft ResistanceDistribution

Pile Forceat Ru

EB

SF

0.0 400.0 800.0 1200.0 1600.0 2000.00.00

0.50

1.00

1.50

Load (kips)

Dis

plac

emen

t (in

)

Pile TopBottom

RU = 1435.0 kipsSF = 347.0 kipsEB = 1088.0 kipsDy = 1.11 inDx = 1.27 inSET/Bl = 0.16 in

UHPC Leware Yard; Pile: Experimental Concrete Pile; APE D36-32; Blow: 3139 (Test: 04-Apr-2019 14:53:) 09-Apr-2019

GRL Engineers, Inc. CAPWAP(R) 2014-3

CAPWAP(R) 2014-3 Licensed to GRL Engineers, Inc.

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 14:53APE D36-32; Blow: 3139 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Analysis: 09-Apr-2019

About the CAPWAP Results

The CAPWAP program performs a signal matching or reverse analysis based on measurements taken on a deep foundation under an impact load. The program is based on a one-dimensional mathematical model. Under certain conditions, the model only crudely approximates the often complex dynamic situations. The CAPWAP analysis relies on the input of accurately measured dynamic data plusadditional parameters describing pile and soil behavior. If the field measurements of force and velocity are incorrect or were taken under inappropriate conditions (e.g., at an inappropriate time or with too much or too little energy) or if the input pile model is incorrect, then the solution cannot represent the actual soil behavior. Generally the CAPWAP analysis is used to estimate the axial compressive pile capacity and the soil resistance distribution. The long-term capacity is best evaluated with restrike tests since they incorporate soil strength changes (set-up gains or relaxation losses) that occur after installation. The calculated load settlement graph does not consider creep or long term consolidation settlements. When uplift is a controlling factor in the design, use of the CAPWAP results to assess uplift capacity should be made only after very careful analysis of only good measurement quality, and further used only with longer pile lengths and with nominally higher safety factors. CAPWAP is also used to evaluate driving stresses along the length of the pile. However, it should be understood that the analysis is one dimensional and does not take into account bending effects or local contact stresses at the pile toe. Furthermore, if the user of this software was not able to produce a solution with satisfactory signal “match quality” (MQ), then the associated CAPWAP results may be unreliable. There is no absolute scale for solution acceptability but solutions with MQ above 5 are generally considered less reliable than those with lower MQ values and every effort should be made to improve the analysis, for example, by getting help from other independent experts. Considering the CAPWAP model limitations, the nature of the input parameters, the complexity of the analysis procedure, and the need for a responsible applicationof the results to actual construction projects, it is recommended that at least one static load test be performed on sites where little experience exists with dynamic behavior of the soil resistance or when the experience of the analyzing engineer with both program use and result application is limited. Finally, the CAPWAP capacities are ultimate values. They MUST be reduced by means of an appropriate factor of safety to yield a design or working load. The selectionof a factor of safety should consider the quality of the construction control, the variability of the site conditions, uncertainties in the loads, the importanceof structure and other factors. The CAPWAP results should be reviewed by the Engineerof Record with consideration of applicable geotechnical conditions including, but notlimited to, group effects, potential settlement from underlying compressible layers,soil resistances provided from any layers unsuitable for long term support, as well as effective stress changes due to soil surcharges, excavation or change in water table elevation. The CAPWAP analysis software is one of many means by which the capacity of a deepfoundation can be assessed. The engineer performing the analysis is responsible for proper software application and the analysis results. Pile Dynamics accepts no liability whatsoever of any kind for the analysis solution and/or the applicationof the analysis result.

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 14:53APE D36-32; Blow: 3139 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 2 Analysis: 09-Apr-2019

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 1435.0; along Shaft 347.0; at Toe 1088.0 kips

Soil Dist. Depth Ru Force Sum Unit Unit SmithSgmnt Below Below in Pile of Resist. Resist. DampingNo. Gages Grade Ru (Depth) (Area) Factor

ft ft kips kips kips kips/ft ksf s/ft

1435.01 9.9 8.0 0.0 1435.0 0.0 0.00 0.00 0.002 16.6 14.6 0.0 1435.0 0.0 0.00 0.00 0.003 23.2 21.2 0.0 1435.0 0.0 0.00 0.00 0.004 29.8 27.9 0.0 1435.0 0.0 0.00 0.00 0.005 36.4 34.5 0.0 1435.0 0.0 0.00 0.00 0.006 43.0 41.1 0.0 1435.0 0.0 0.00 0.00 0.007 49.7 47.7 0.0 1435.0 0.0 0.00 0.00 0.008 56.3 54.3 0.0 1435.0 0.0 0.00 0.00 0.009 62.9 61.0 0.0 1435.0 0.0 0.00 0.00 0.0010 69.5 67.6 1.0 1434.0 1.0 0.15 0.03 0.0311 76.1 74.2 1.9 1432.1 2.9 0.29 0.05 0.0312 82.8 80.8 2.1 1430.0 5.0 0.32 0.05 0.0313 89.4 87.4 159.0 1271.0 164.0 24.02 4.00 0.0314 96.0 94.1 183.0 1088.0 347.0 27.64 4.61 0.03

Avg. Shaft 24.8 3.69 0.61 0.03

Toe 1088.0 483.56 0.04

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.10 0.30Case Damping Factor 0.08 0.29Damping Type Viscous Sm+ViscUnloading Quake (% of loading quake) 30 60Reloading Level (% of Ru) 100 100Unloading Level (% of Ru) 52

CAPWAP match quality = 3.33 (Wave Up Match) ; RSA = 0Observed: Final Set = 0.16 in; Blow Count = 73 b/ftComputed: Final Set = 0.16 in; Blow Count = 73 b/ftTransducer F1 (L813) CAL: 144.4; RF: 0.98; F4 (R961) CAL: 93.1; RF: 0.98

A2 (K6202) CAL: 357; RF: 1.02; A3 (K5787) CAL: 330; RF: 1.02

max. Top Comp. Stress = 3.9 ksi (T= 39.5 ms, max= 1.259 x Top)max. Comp. Stress = 4.9 ksi (Z= 89.4 ft, T= 46.5 ms)max. Tens. Stress = -0.88 ksi (Z= 82.8 ft, T= 71.4 ms)max. Energy (EMX) = 54.9 kip-ft; max. Measured Top Displ. (DMX)= 0.80 in

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 14:53APE D36-32; Blow: 3139 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 3 Analysis: 09-Apr-2019

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 1248.9 -95.5 3.9 -0.29 54.9 7.8 0.802 6.6 1250.1 -116.3 3.9 -0.36 54.7 7.8 0.804 13.2 1252.4 -146.1 3.9 -0.45 54.1 7.7 0.776 19.9 1255.2 -161.6 3.9 -0.50 53.8 7.7 0.768 26.5 1258.2 -157.5 3.9 -0.49 53.5 7.7 0.7410 33.1 1261.7 -165.9 3.9 -0.51 53.2 7.7 0.7312 39.7 1265.9 -165.6 3.9 -0.51 52.8 7.6 0.7114 46.3 1270.7 -157.5 3.9 -0.49 52.3 7.6 0.6916 53.0 1276.8 -210.0 3.9 -0.65 51.4 7.6 0.6617 56.3 1280.7 -236.1 4.0 -0.73 50.9 7.5 0.6518 59.6 1286.2 -259.0 4.0 -0.80 50.4 7.5 0.6319 62.9 1289.6 -269.6 4.0 -0.83 49.8 7.5 0.6220 66.2 1278.0 -272.4 3.9 -0.84 49.2 8.3 0.6021 69.5 1248.0 -274.4 3.9 -0.85 48.5 8.8 0.5822 72.8 1248.9 -275.4 3.9 -0.85 47.6 9.1 0.5623 76.1 1335.8 -277.1 4.1 -0.86 46.8 9.2 0.5424 79.4 1392.9 -281.1 4.3 -0.87 45.7 9.0 0.5225 82.8 1417.7 -285.7 4.4 -0.88 44.6 8.8 0.5026 86.1 1484.7 -285.5 4.6 -0.88 43.4 8.6 0.4827 89.4 1571.9 -279.8 4.9 -0.86 42.2 8.5 0.4628 92.7 1464.6 -181.2 4.5 -0.56 34.9 8.2 0.4429 96.0 1508.6 -175.1 4.7 -0.54 28.7 7.7 0.42

Absolute 89.4 4.9 (T = 46.5 ms)82.8 -0.88 (T = 71.4 ms)

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 14:53APE D36-32; Blow: 3139 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 4 Analysis: 09-Apr-2019

CASE METHOD

J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9RP 1093.1 977.2 861.2 745.3 629.4 513.4 397.5 281.6 165.7 49.7RX 1623.0 1556.5 1524.7 1495.0 1465.4 1435.7 1406.1 1376.5 1354.3 1348.6RU 1093.1 977.2 861.2 745.3 629.4 513.4 397.5 281.6 165.7 49.7

RAU = 1333.2 (kips); RA2 = 1372.4 (kips)

Current CAPWAP Ru = 1435.0 (kips); Corresponding J(RP)= 0.00; J(RX) = 0.50

VMX TVP VT1*Z FT1 FMX DMX DFN SET EMX QUS KEBft/s ms kips kips kips in in in kip-ft kips kips/in

7.8 39.28 1105.2 1147.1 1246.7 0.80 0.16 0.16 55.0 1375.8 3627

PILE PROFILE AND PILE MODEL

Depth Area E-Modulus Spec. Weight Perim.ft in2 ksi lb/ft3 ft

0.0 324.0 7043.8 150.000 6.0096.0 324.0 7043.8 150.000 6.00

Toe Area 324.0 in2

Top Segment Length 3.31 ft, Top Impedance 155 kips/ft/s

Wave Speed: Pile Top 14750.0, Elastic 14750.0, Overall 14742.9 ft/sPile Damping 3.20 %, Time Incr 0.224 ms, 2L/c 13.0 msTotal volume: 216.000 ft3; Volume ratio considering added impedance: 1.000

25 75 ms

-1000

0

1000

2000

kips

5 L/c

Force MsdForce Cpt

25 75 ms

-1000

0

1000

2000

kips

5 L/c

Force MsdVelocity Msd

0

10

20

30

40

kips

/ft

0

200

400

600

800

1000

kips

Length b. Sensors 96.0 ft Embedment 96.0 ft Top Area 324.0 in2

End Bearing Area 324.0 in2

Top Perimeter 6.00 ft Top E-Modulus 7044 ksi Top Spec. Weight 150.0 lb/ft3

Top Wave Spd. 14750 ft/s Overall W.S. 14743 ft/s

Match Quality 3.47 Top Compr. Stress 4.2 ksi Max Compr. Stress 4.3 ksi Max Tension Stress -0.70 ksi

Avg. Shaft Quake 0.09 in Toe Quake 0.54 in Avg. Shaft Smith Dpg. 0.07 s/ft Toe Smith Damping 0.10 s/ft

Shaft ResistanceDistribution

Pile Forceat Ru

EB

SF

0.0 200.0 400.0 600.0 800.0 1000.00.00

0.50

1.00

1.50

2.00

Load (kips)

Dis

plac

emen

t (in

)

Pile TopBottom

RU = 830.0 kipsSF = 218.0 kipsEB = 612.0 kipsDy = 1.13 inDx = 1.43 inSET/Bl = 0.31 in

UHPC Leware Yard; Pile: Experimental Concrete Pile; APE D36-32; Blow: 3387 (Test: 04-Apr-2019 15:06:) 09-Apr-2019

GRL Engineers, Inc. CAPWAP(R) 2014-3

CAPWAP(R) 2014-3 Licensed to GRL Engineers, Inc.

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 15:06APE D36-32; Blow: 3387 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Analysis: 09-Apr-2019

About the CAPWAP Results

The CAPWAP program performs a signal matching or reverse analysis based on measurements taken on a deep foundation under an impact load. The program is based on a one-dimensional mathematical model. Under certain conditions, the model only crudely approximates the often complex dynamic situations. The CAPWAP analysis relies on the input of accurately measured dynamic data plusadditional parameters describing pile and soil behavior. If the field measurements of force and velocity are incorrect or were taken under inappropriate conditions (e.g., at an inappropriate time or with too much or too little energy) or if the input pile model is incorrect, then the solution cannot represent the actual soil behavior. Generally the CAPWAP analysis is used to estimate the axial compressive pile capacity and the soil resistance distribution. The long-term capacity is best evaluated with restrike tests since they incorporate soil strength changes (set-up gains or relaxation losses) that occur after installation. The calculated load settlement graph does not consider creep or long term consolidation settlements. When uplift is a controlling factor in the design, use of the CAPWAP results to assess uplift capacity should be made only after very careful analysis of only good measurement quality, and further used only with longer pile lengths and with nominally higher safety factors. CAPWAP is also used to evaluate driving stresses along the length of the pile. However, it should be understood that the analysis is one dimensional and does not take into account bending effects or local contact stresses at the pile toe. Furthermore, if the user of this software was not able to produce a solution with satisfactory signal “match quality” (MQ), then the associated CAPWAP results may be unreliable. There is no absolute scale for solution acceptability but solutions with MQ above 5 are generally considered less reliable than those with lower MQ values and every effort should be made to improve the analysis, for example, by getting help from other independent experts. Considering the CAPWAP model limitations, the nature of the input parameters, the complexity of the analysis procedure, and the need for a responsible applicationof the results to actual construction projects, it is recommended that at least one static load test be performed on sites where little experience exists with dynamic behavior of the soil resistance or when the experience of the analyzing engineer with both program use and result application is limited. Finally, the CAPWAP capacities are ultimate values. They MUST be reduced by means of an appropriate factor of safety to yield a design or working load. The selectionof a factor of safety should consider the quality of the construction control, the variability of the site conditions, uncertainties in the loads, the importanceof structure and other factors. The CAPWAP results should be reviewed by the Engineerof Record with consideration of applicable geotechnical conditions including, but notlimited to, group effects, potential settlement from underlying compressible layers,soil resistances provided from any layers unsuitable for long term support, as well as effective stress changes due to soil surcharges, excavation or change in water table elevation. The CAPWAP analysis software is one of many means by which the capacity of a deepfoundation can be assessed. The engineer performing the analysis is responsible for proper software application and the analysis results. Pile Dynamics accepts no liability whatsoever of any kind for the analysis solution and/or the applicationof the analysis result.

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 15:06APE D36-32; Blow: 3387 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 2 Analysis: 09-Apr-2019

CAPWAP SUMMARY RESULTS

Total CAPWAP Capacity: 830.0; along Shaft 218.0; at Toe 612.0 kips

Soil Dist. Depth Ru Force Sum Unit Unit SmithSgmnt Below Below in Pile of Resist. Resist. DampingNo. Gages Grade Ru (Depth) (Area) Factor

ft ft kips kips kips kips/ft ksf s/ft

830.01 9.9 9.9 0.0 830.0 0.0 0.00 0.00 0.002 16.6 16.6 0.0 830.0 0.0 0.00 0.00 0.003 23.2 23.2 0.0 830.0 0.0 0.00 0.00 0.004 29.8 29.8 0.0 830.0 0.0 0.00 0.00 0.005 36.4 36.4 0.0 830.0 0.0 0.00 0.00 0.006 43.0 43.0 0.0 830.0 0.0 0.00 0.00 0.007 49.7 49.7 0.0 830.0 0.0 0.00 0.00 0.008 56.3 56.3 0.0 830.0 0.0 0.00 0.00 0.009 62.9 62.9 0.0 830.0 0.0 0.00 0.00 0.0010 69.5 69.5 0.0 830.0 0.0 0.00 0.00 0.0011 76.1 76.1 0.0 830.0 0.0 0.00 0.00 0.0012 82.8 82.8 0.1 829.9 0.1 0.02 0.00 0.0713 89.4 89.4 23.7 806.2 23.8 3.58 0.60 0.0714 96.0 96.0 194.2 612.0 218.0 29.33 4.89 0.07

Avg. Shaft 15.6 2.27 0.38 0.07

Toe 612.0 272.00 0.10

Soil Model Parameters/Extensions Shaft Toe

Quake (in) 0.09 0.54Case Damping Factor 0.10 0.40Damping Type Viscous SmithUnloading Quake (% of loading quake) 30 60Reloading Level (% of Ru) 100 100

CAPWAP match quality = 3.47 (Wave Up Match) ; RSA = 0Observed: Final Set = 0.31 in; Blow Count = 39 b/ftComputed: Final Set = 0.31 in; Blow Count = 39 b/ftTransducer F1 (L813) CAL: 144.4; RF: 0.98; F4 (R961) CAL: 93.1; RF: 0.98

A2 (K0246) CAL: 332; RF: 1.02; A3 (K5787) CAL: 330; RF: 1.02

max. Top Comp. Stress = 4.2 ksi (T= 38.8 ms, max= 1.016 x Top)max. Comp. Stress = 4.3 ksi (Z= 66.2 ft, T= 43.1 ms)max. Tens. Stress = -0.70 ksi (Z= 13.2 ft, T= 49.5 ms)max. Energy (EMX) = 53.4 kip-ft; max. Measured Top Displ. (DMX)= 0.94 in

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 15:06APE D36-32; Blow: 3387 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 3 Analysis: 09-Apr-2019

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 1366.3 -80.4 4.2 -0.25 53.4 8.6 0.932 6.6 1366.9 -165.8 4.2 -0.51 53.3 8.6 0.934 13.2 1368.3 -227.7 4.2 -0.70 52.8 8.6 0.916 19.9 1369.7 -178.4 4.2 -0.55 52.2 8.6 0.888 26.5 1371.2 -188.8 4.2 -0.58 51.5 8.5 0.8610 33.1 1373.4 -189.5 4.2 -0.58 50.6 8.5 0.8312 39.7 1375.6 -108.5 4.2 -0.33 49.5 8.5 0.8014 46.3 1378.1 -68.6 4.3 -0.21 48.8 8.5 0.7816 53.0 1380.9 -54.0 4.3 -0.17 48.4 8.4 0.7617 56.3 1383.1 -36.3 4.3 -0.11 48.2 8.4 0.7518 59.6 1385.2 -41.1 4.3 -0.13 48.0 8.4 0.7519 62.9 1387.5 -47.8 4.3 -0.15 47.7 8.4 0.7320 66.2 1388.1 -57.8 4.3 -0.18 47.4 8.4 0.7221 69.5 1376.9 -68.9 4.2 -0.21 47.1 8.7 0.7122 72.8 1364.2 -77.1 4.2 -0.24 46.8 9.7 0.7023 76.1 1355.1 -81.9 4.2 -0.25 46.4 10.6 0.6924 79.4 1320.0 -89.1 4.1 -0.28 46.0 11.4 0.6725 82.8 1249.6 -105.5 3.9 -0.33 45.5 11.6 0.6626 86.1 1125.0 -121.7 3.5 -0.38 45.1 11.5 0.6527 89.4 1074.2 -132.8 3.3 -0.41 44.6 11.4 0.6328 92.7 1119.0 -117.0 3.5 -0.36 42.4 11.4 0.6229 96.0 1220.4 -146.4 3.8 -0.45 29.0 11.1 0.61

Absolute 66.2 4.3 (T = 43.1 ms)13.2 -0.70 (T = 49.5 ms)

UHPC Leware Yard; Pile: Experimental Concrete Pile Test: 04-Apr-2019 15:06APE D36-32; Blow: 3387 CAPWAP(R) 2014-3GRL Engineers, Inc. OP: GRL-SK

Page 4 Analysis: 09-Apr-2019

CASE METHOD

J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9RP 892.7 717.6 542.4 367.2 192.0 16.8 0.0 0.0 0.0 0.0RX 1080.7 983.0 941.1 899.2 857.3 826.6 824.0 823.1 822.2 821.3RU 892.7 717.6 542.4 367.2 192.0 16.8 0.0 0.0 0.0 0.0

RAU = 816.0 (kips); RA2 = 829.3 (kips)

Current CAPWAP Ru = 830.0 (kips); Corresponding J(RP)= 0.04; J(RX) = 0.49

VMX TVP VT1*Z FT1 FMX DMX DFN SET EMX QUS KEBft/s ms kips kips kips in in in kip-ft kips kips/in

8.7 37.44 1308.8 1335.9 1367.4 0.94 0.31 0.31 53.4 1023.9 1133

PILE PROFILE AND PILE MODEL

Depth Area E-Modulus Spec. Weight Perim.ft in2 ksi lb/ft3 ft

0.0 324.0 7043.8 150.000 6.0096.0 324.0 7043.8 150.000 6.00

Toe Area 324.0 in2

Top Segment Length 3.31 ft, Top Impedance 155 kips/ft/s

Wave Speed: Pile Top 14750.0, Elastic 14750.0, Overall 14742.9 ft/sPile Damping 3.00 %, Time Incr 0.228 ms, 2L/c 13.0 msTotal volume: 216.000 ft3; Volume ratio considering added impedance: 1.000

GRL Engineers, Inc.Pile Driving Analyzer ® (PDA)UHPC Leware Yard Experimental Concrete Pile

F@96.00 ft (1500 kips)V@96.00 ft (9.7 ft/s)

A2,3F1,4

WD@96.00 ft (1500 kips)WU@96.00 ft (1500 kips)

A2,3F1,4

Project InformationPROJECT: UHPC Leware YardPILE NAME: Experimental Concrete PileDESC: APE D36-32PDA OWNER: GRL Engineers, Inc.SERIAL NUMBER: 4672 LEOPERATOR: GRL-SKFILE: UHPC Pile All Data.pda04Apr2019 10:13:38 AMBlow number 11

Pile PropertiesLE 96.00 ftAR 324.00 in^2EM 7044 ksiSP 0.150 k/ft3WS 14750.0 ft/sWC 14742.9 ft/sEA/C 154.7 ksec/ft2L/C 13.02 msJC 0.50LP 26.20 ft

Quantity ResultsCSX 2.33 ksiCSB 0.63 ksiTSX 1.50 ksiSTK 9.27 ftEMX 26.1 k-ftBTA 100.0 %DMX 2.60 inRX5 103 kipsRA2 57 kips

SensorsF1 : [L813] 144.4 PDICAL (0.98) FF4A2 (PR): [K6202] 357 mv/6.4v/5000g (1.02) VF4A3 (PR): [K5787] 330 mv/6.4v/5000g (1.02) VF4F4 : [R961] 93.1 PDICAL (0.98) FF4CLIP: OK

Version 2018.30

GRL Engineers, Inc.Pile Driving Analyzer ® (PDA)UHPC Leware Yard Experimental Concrete Pile

F@96.00 ft (2000 kips)V@96.00 ft (12.9 ft/s)

A2,3F1,4

WD@96.00 ft (2000 kips)WU@96.00 ft (2000 kips)

A2,3F1,4

Project InformationPROJECT: UHPC Leware YardPILE NAME: Experimental Concrete PileDESC: APE D36-32PDA OWNER: GRL Engineers, Inc.SERIAL NUMBER: 4672 LEOPERATOR: GRL-SKFILE: UHPC Pile All Data.pda04Apr2019 11:31:41 AMBlow number 1885

Pile PropertiesLE 96.00 ftAR 324.00 in^2EM 7044 ksiSP 0.150 k/ft3WS 14750.0 ft/sWC 14742.9 ft/sEA/C 154.7 ksec/ft2L/C 13.02 msJC 0.50LP 81.54 ft

Quantity ResultsCSX 5.39 ksiCSB 3.39 ksiTSX 2.25 ksiSTK 9.80 ftEMX 38.7 k-ftBTA 100.0 %DMX 0.85 inRX5 833 kipsRA2 822 kips

SensorsF1 : [L813] 144.4 PDICAL (1) FF4A2 (PR): [K6202] 357 mv/6.4v/5000g (1) VF4A3 (PR): [K5787] 330 mv/6.4v/5000g (1) VF4F4 : [R961] 93.1 PDICAL (1) FF4CLIP: OK

Version 2018.30

GRL Engineers, Inc.Pile Driving Analyzer ® (PDA)UHPC Leware Yard Experimental Concrete Pile

F1@96.00 ft (2000 kips)F4@96.00 ft (2000 kips)

A2,3F1,4

V2@96.00 ft (12.9 ft/s)V3@96.00 ft (12.9 ft/s)

A2,3F1,4

Project InformationPROJECT: UHPC Leware YardPILE NAME: Experimental Concrete PileDESC: APE D36-32PDA OWNER: GRL Engineers, Inc.SERIAL NUMBER: 4672 LEOPERATOR: GRL-SKFILE: UHPC Pile All Data.pda04Apr2019 11:31:41 AMBlow number 1885

Pile PropertiesLE 96.00 ftAR 324.00 in^2EM 7044 ksiSP 0.150 k/ft3WS 14750.0 ft/sWC 14742.9 ft/sEA/C 154.7 ksec/ft2L/C 13.02 msJC 0.50LP 81.54 ft

Quantity ResultsCSX 5.39 ksiCSB 3.39 ksiTSX 2.25 ksiSTK 9.80 ftEMX 38.7 k-ftBTA 100.0 %DMX 0.85 inRX5 833 kipsRA2 822 kips

SensorsF1 : [L813] 144.4 PDICAL (1) FF4A2 (PR): [K6202] 357 mv/6.4v/5000g (1) VF4A3 (PR): [K5787] 330 mv/6.4v/5000g (1) VF4F4 : [R961] 93.1 PDICAL (1) FF4CLIP: OK

Version 2018.30

GRL Engineers, Inc.Pile Driving Analyzer ® (PDA)UHPC Leware Yard Experimental Concrete Pile

F@96.00 ft (2000 kips)V@96.00 ft (12.9 ft/s)

A2,3F1,4

WD@96.00 ft (2000 kips)WU@96.00 ft (2000 kips)

A2,3F1,4

Project InformationPROJECT: UHPC Leware YardPILE NAME: Experimental Concrete PileDESC: APE D36-32PDA OWNER: GRL Engineers, Inc.SERIAL NUMBER: 4672 LEOPERATOR: GRL-SKFILE: UHPC Pile All Data.pda04Apr2019 03:06:59 PMBlow number 3402

Pile PropertiesLE 96.00 ftAR 324.00 in^2EM 7044 ksiSP 0.150 k/ft3WS 14750.0 ft/sWC 14742.9 ft/sEA/C 154.7 ksec/ft2L/C 13.02 msJC 0.50LP 98.92 ft

Quantity ResultsCSX 4.36 ksiCSB 2.99 ksiTSX 0.82 ksiSTK 8.40 ftEMX 55.7 k-ftBTA 100.0 %DMX 0.97 inRX5 787 kipsRA2 801 kips

SensorsF1 : [L813] 144.4 PDICAL (0.98) FF4A2 (PR): [K0246] 332 mv/6.4v/5000g (1.02) VF1A3 (PR): [K5787] 330 mv/6.4v/5000g (1.02) VF4F4 : [R961] 93.1 PDICAL (0.98) FF4CLIP: OK

Version 2018.30

:

Bottom of Excav Rod Read:

Name & TIN:

TIN:

ACTUAL (ft)

Qualified Inspector - I certify the Pile Driving Log content, and as applicable, the above CTQP Trainee's participation during this pile installation:

Matt Franks (F652-559-84-382-0)

S/N:

PR

EF

OR

ME

D

HO

LE

#REF!

11:45 AM

DRIVING CRITERIA:

PILE CUSHION Thickness & Material:SCOUR Elev (ft) (100 yr):

REF Elev:

Start Time

Sep-17

Temp oF

Plumb or Batter ? (click & select) ↓

PLUMB8 1.00

700-010-60

Date: 4/4/19

PILE DRIVING LOG

PILE CUTOFF Elev:

WORK ORDER No:

Construction

PILE No:

STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION

HAMMER Make/Model:

#REF!Structure No:

1

Page No: 1 of

Bent/Pier No:

Station No:

N/A

PROJECT No:

PILE Size/Type: 100.00Length (ft):18" SQ PCP

Date Stop Time

HAMMER CUSHION Thickness & Material:

APE D36 & D62

Pile Activity

+3.00

DRIVE Pile 4/4/19

DR

IVIN

G O

F

SP

LIC

E

EX

TR

AC

TIO

N

1

PREFORMED Elev:

PILE HEAD Rod Read:

PRE-DRILLED Elev:

Input 'Natural Ground EL' ONLY when natural ground surface is below embankment/fill material. Otherwise, leave this cell BLANK

PILE HEAD Elev:

DATE CAST:

Name:

GROUND Elev:

Natural Ground Elev:

TOTAL LENGTH WITH

EXTENSION

TBM/BM Rod Read: H.I. Elev:

GROUND Rod Read:

Bottom of Excav Elev:

Top of SOIL PLUG Elev (for Open Ended Pipe Piles & H-piles):

EXTENSION/BUILD UP

RE

DR

IVE

NO

PA

Y S

ET

C

HE

CK

PILE LENGTH (ft)

AUTHORIZED (ft)

ORIGINAL FURNISHED

SP

LIC

E /

E

AC

H

MFR'S PILE No:

PILE DATA:

PILE TIP Elev:

100.00

Pile PENETRATION

(FDOT spec 455-5.8) (ft)

DY

NA

MIC

L

OA

D T

ES

T

TBM/BM Elev:

PAY ITEM No:

Dura-Stress Inc.MANUFACTURED By:

Sunny

Weather

Rated Energy: (ft-lbs)

Operating Rate: (BPM)

76

MIN TIP Elev:

Notes

10:00 AM

Note: User MUST input all REF EL used (starting with initial REF 1, and then input REF 2 - 5, if used) on the 'REF inputs & Notes' tab sheet.

PA

Y S

ET

C

HE

CK

CTQP Trainee (supervised by the Qualified Inspector) experiencing the full pile installation & log inspection:

PIL

E T

YP

E

CO

DE

Signature:

PILE DRIVING LOG

9586.00-

-

7.97

0.00

122.00

105.00

98.00 -

67

-

Bent/Pier No.: Pile No.:

113.00

-

-

94.00F3F4

Blows

96.00

97.00

8.44

107.00

108.00

-

1 62 95Depth Depth

-

50

8.11

96.00

ST99.00

106.00

-

101.00

95.00

0.00 1 8.93

8.18

7695.00

-

94.0061.00

Notes

7.82

63.00 97.00

Blows

99.00

110.00

112.00

100.00

F4

111.00

-

-

-

105.00

20 102.00 -8.32

- 69.00 16 8.36 ST

- 70.00

104.00

68.00

8.22

73.00 13 8.14-

-

8.36 -103.00

- 64.00 22

35 8.75

65.00 -

1

8.51

8.43

67.00 - 68.00 17 8.43

18

8.74

NotesInput

62.00 - 63.001.00 - 30.00

61.00

Start LP↓

Blows

1.00

Notes

- 62.00 42

REF

REF

Depth

8.11

98.00

106.00

104.00

107.00

101.00

103.00

42

39

100.00

102.00

114.00

112.00

-

- 110.00

- 109.00

-

116.00

-

118.00

-

117.00

115.00

111.00

115.00

-

8.33 108.00

-

109.008.83 ST

8.23 113.00

40.00 - 41.00 14 6.05

38.00 -

5

39.00 4 5.52

39.00 - 40.00 8 5.246

21↓

37.00 - 38.00 5 5.47

36.00 - 37.00 4

35.00

↓

66.00

71.00 20

64.00 -

-

65.00

69.00

41.00 - 42.00 11 6.42

31.00 - 32.00 4

34.00 - 35.00 4

33.00 - 34.00 5↓

32.00 - 33.00 4

↓

↓

42.00 - 43.00 11 6.34

43.00 - 44.00 11 6.24

45.00 - 46.00 9 6.95

44.00 - 45.00 11 6.63

59.00

49.00 - 50.00 63 8.46

- 47.00 12 7.2

60 8.18

47.00 - 48.00 24 7.58

48.00 -

-

54.00 78 8.9

49.00

51.00

46.00

50.00 - 51.00 67 8.38

58.00

54.00 - 55.00 71 8.85

57.00 - 58.00 47 8.91

55.00 - 56.00 61 8.75

56.00 - 57.00 51

- 59.00

41 8.63

70.00

8.91

53.00

- 52.00 72 8.55

52.00 - 53.00 81

86.00

8.63

-

60.00

71.00

115 9.14

74.00

60.00 - 61.00 46 8.84 - 94.00 167

44 8.83

72.00

F3

76.00 - 77.00 55

197

CC

72.00 16

8.88

127

93.00

89.00

116.00

114.00

117.00

117

-

9.32

74.00

75.00 - 76.00 16 8.25

73.00 - 15 8.1

- 75.00 20

86

88.00

-

85.00

124.00

78

89 9.28

9.31

81.00

92.00

92.00

82.00 89 9.23

83.00

-

-

79.00 - 80.00

78.00 - 79.00

F4

-

127.00

77.00 1 78.00

80.00 - 81.00

84.00

83.00

- 90.00

- 89.00

87.00 - 88.00

9.24

125.00

118.00 - 119.00

122.00

120.00

121.00

9.55

121.00-

-9.53

9.41

126.00

-

-

CH126.00

91.00 -

93.00

88

- 9.38

9.36

8391.0090.00

84

84.00 -

82.00

83

85.00 92

-

87.00

9.595

9.44

119.00

123.00-

ST

REF

F2↓

- 36.00

66.00 - 67.00 17↓

- 5

9.23

9.41 -

125.00

- 124.00

-

120.00

31.00

DC (Pg. 1): Min Tip

2Construction

Sep-17ofPage No: ####

Structure No.: 100Depth Table Extended (ft):

30.00

1 ft to c/o 700-010-60c/o STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION

-

123.00

Stroke Stroke Stroke

88

Note 19:

Note 9:

Note 10:

Note 11:

Note 7:

Note 15:

Note 8:

Note 16:

Note 17:

Note 18:

Note 14:

Note 13:

Note 20:

Note 21:

Standard Notes  &  Note No.'s  1‐28

Std. 

Notes:

Note 22:

Note 23:

Note 24:

Note 25:

Note 26:

Note 27:

Note 28:

Note 12:

Note 1:

Note 2:

Note 3:

Note 4:

2

Note 5:

↓ = Pile Ran, F1, F2, F3, F4 = (Fuel Settings 1‐4), ST = stop, CC = cushion change, HR = high rebound,  

TP = Test Pile, DC = Driving Criteria, PR = Practical Refusal, SC = set check, DLT = Dyn. Load Test 

CH = CHANGE HAMMER TO APE D62

4

Note 6:

5

700‐010‐60Construction

Sep‐17

Structure No: Page No:  #REF! of #REF!

STATE OF FLORIDA DEPARTMENT OF TRANSPORTATION

PILE No.:

PILE DRIVING LOG

PROJECT No: Bent/Pier No:

REF    

No.      

Input    

REF EL  ↓

1

3

LP c/o‐1 LP c/o

Input REF description  (template, stringline, 

etc.) for each REF used:   ↓

*Calculated LP values for each REF used

99.00 100.001 +0.00LP min tip

Pile Bearing: ( click on cell C70 below, and select basis for pile bearing acceptance that applies )

Structure No:

1Bent/Pier No: PILE No.:

PLUMB pile, as depicted in this Pile Sketch

700-010-60Construction

Sep-17

Pile Penetration:

Click here to select applicable bearing capacity related input:  If none of the conditions below applies, type condition under which the 

pile was accepted.

Preform or Predrill EL is not yet input on the log, or does not apply.

Min Tip EL is either not yet input on the log, or is not included in the plans.

Page No: #REF! of #REF!

PROJECT No:

PILE DRIVING LOG

#REF!#REF! #REF!0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

Elevation(ft)