MPS CIVIL PRODUCTS MacLean Power Systems

481 Munn Road, Suite 300 Fort Mill, SC 29715

MPS CIVIL PRODUCTS GROUP

DIXIE HELICAL FOUNDATIONS

MacLean Vortex Pile Initial Field Load Testing

8/9/2013 Jeff C. Warchall, P.E.

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Purpose of Study The purpose of this study was to determine the load carrying characteristics of the MacLean Vortex Piles (MVP) in both tension and compression and to compare this performance to the estimated theoretical capacity of the piles calculated from both soil boring data and installation torque correlations. Additionally, field observations of the MVP installation performance were obtained in order to develop a standard installation methodology and provide insight toward future design refinements. Scope of Work The theoretical compression and tension capacities of the MVPs were calculated using soil boring data from a previous subsurface exploration (performed by GeoPacific Consultants, Ltd., titled, “Final Geotechnical Report, Proposed Residential/Commercial Development Steveston Highway at Highway 99, Richmond, BC” and dated June 9, 2011) and industry standard helical pile and grouted pile capacity equations. Two (2) MVPs and four (4) 1.50” Round Corner Square (D6) piles were installed. The torque applied to the piles by the drive head was measured during the pile installations and these data were used to refine the theoretical capacities calculated from the soil data. A tension load test was performed on one (1) of the MVPs and a compression load test was performed on the other MVP utilizing the D6 piles as reaction anchors. The load test data was then compared to the theoretical capacity calculations and the performance of the MVPs were evaluated. Equipment and Materials The MVP piles were composed of one (1) lead section and three (3) extension sections. Each section was 7-feet long and consisted of 3.50” outside diameter Schedule 40 pipe. The lead section had three helical plates welded onto it. The helical plates were 8 inches, 10 inches, and 12 inches in diameter and were affixed to the pile such that the smallest helix was located near the tip of the pile and each subsequent section was located a distance of 3 times the diameter of the smaller plate further up the pile shaft. The piles sections were coupled using a propriety MPS cast steel MVP coupling (see photographs in Appendix A). The grout used was Microsil Anchor Grout manufactured by Basalite Concrete Products. The manufacturer’s cut sheet is located in Appendix B. The pile was installed using a Pro Dig T20k drive head mounted on a Hitachi EX135 excavator.

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Site Description The test site is located at the northeast corner of Steveston Highway and No. 5 Road in Richmond, British Columbia, Canada. At the time of this study the test site was an unutilized portion of a larger construction site. Some limited site grading had occurred prior to this study and the site surface is best characterized as a gravel paved construction staging area. The latitude and longitude of the test site was approximately 49 08’ 04” N and 123 05’ 26” W, respectively. Subsurface Description Based on the above referenced geotechnical report, the subsurface soils at the MVP test location is approximately described from soil boring log TH06-16. Based upon this boring log it appears that the subsurface soils consist of a layer of compacted sandy fill soils to an approximate depth of 4 feet. The fill soils are underlain by a thin layer of topsoil or peat (likely the native ground surface) approximately 6 inches thick. The topsoil layer is underlain by stiff silty clay to a depth of 12 ½ feet, followed by firm to stiff sandy silt to a depth of 13 ½ feet, followed by a sand layer of increasing density with depth extending to the termination depth of the borehole at approximately 20 feet below existing grade. Free groundwater was reported at a depth of 2 ½ feet below the existing ground surface. Standard Penetration Test (SPT) samples do not appear to have been obtained in this borehole; however, a cone penetration test (CPT) appears to have been performed to a depth of 94 feet adjacent to the borehole location. Based upon the results of the CPT, the sand layer observed in the bottom of the borehole extends well beyond the 28-foot termination depth of the MVP installations. Installation On February 18, 2013 two holes, approximately 3 feet in diameter and 1 foot deep were dug at the locations indicated on the attached Pile Location Plan (Appendix C). A 55 gallon plastic drum was cut in half, perpendicular to its long axis, and 2, approximately 16 inch diameter holes were cut in the flat portion of each half. The drums were placed in the holes, flat side down, and the exterior of the drums were backfilled with the native soil. Following the installation of each drum, an MVP lead section was installed through the hole cut in the center of the drum to a depth of approximately 5-feet below existing grade. At this point the first 7-foot MVP extension was attached, the grout pump was activated to pump grout into the inverted drum, and the MVP was advanced. Pile installation continued in this manner using 7-foot long extension sections and grout was continuously added to the inverted drum to maintain a grout head of approximately 1 foot above the existing ground surface until the termination depth of 28-feet was reached. The installation torque was continuously monitored and recorded during the MVP installation (Appendix E). Note that often production piles are installed to some pre-specified torque value and additional extensions are added until that

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torque value is reached. At this time the Kt factor for grouted helical piles is not well quantified, therefore the termination criterion for this study was a depth of 28 feet, regardless of the torque achieved at this depth. During the MVP installation 4 grout samples were taken and prisms were cast for compression testing. After the MVP installation, four D6 anchors were installed around the location of MVP1-2 to serve as reaction piles for the compression load test. The reaction anchors were installed to a torque of approximately 5,000 ft-lbs, which required them to be extended to an approximate depth of 30 feet below existing grade. Theoretical Capacity Calculations Soil strength parameters were derived from the CPT by first converting the tip resistance and sleeve friction values measured to an equivalent SPT profile using the correlations suggested in “CPT Guide 5th Edition,” *Robertson (2012)+: The subsurface profile was divided into four (4) discrete strata and the N-value to friction angle and shear strength correlations presented in the MacLean Dixie HFS Helical Foundation Systems Engineering Reference Manual (2011) were used to determine the soil strength parameters:

The resultant soil profile to be used for the pile capacity calculations is presented in Table 1:

Layer End Depth (ft.)

Unit Weight

(pcf) N60

Cohesion (psf)

Friction Angle

(degrees)

4 125.6 22 0 33.82

13 97.9 2 250 0

20 116.3 15 0 31.65

28 120.4 22 0 33.82

Table 1 The soil profile from Table 1 was used with the proprietary design software, MacLean Real-Time Design (MRD), to calculate the theoretical capacity of the helical pile, discounting the entirety of the skin friction component in order to estimate the portion of the pile capacity that would be contributed by the helical plates alone. The results of the MRD calculations are presented in Appendix D and are summarized in Table 2.

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The theoretical skin friction of the MVP piles was calculated using the following equation from the MacLean Dixie HFS Helical Foundation Systems Engineering Reference Manual (2011):

Where: q = over burden pressure (psf) K = coefficient of lateral earth pressure (1-sin( )) = interface friction angle between pile and soil (for soil to concrete ) D = pile diameter (feet) dL = length increment (1-foot increments were used) This value was then added to the value calculated with MRD to determine the total estimate capacity of the piles presented in Table 2. Additionally, the Torque Correlation Method (AC358, 2011, pg. 8) was used to estimate the theoretical ultimate capacity of the piles as installed based on the pile installation logs (Appendix E). These calculations served as a basis of comparison of the results of this study to the capacity of a similar sized, but ungrouted pile. The results of this calculation are presented in Table 2 and in Appendix F:

Helical Plate Bearing Capacity Contribution: Compression / Tension

(kips)

Skin Friction Contribution (kips)

Total Estimated Theoretical MVP

Capacity: Compression / Tension (kips)

Estimated Capacity of Similar,

Ungrouted Pile using the Torque

Correlation Method

51.3 / 46.5 16.4 67.7 / 62.9 45.5

Table 2 Load Testing The grout prisms cast on the day of installation were tested on the evening of February 21, 2013. The lowest compressive strength of the grout prisms was measured at approximately 6800 psi [46.8 MPa], which was deemed more than sufficient to proceed with load testing. Load testing began on the following morning, beginning with the compression Test of MVP1-2. A load test frame was assembled on the D6 reaction anchors and a 100-ton hydraulic ram was used to apply pressure on MVP1-2. An alignment load of 6 kips was applied to the pile and three strain gauges were attached to the test frame and set to 0. The loaded was increased to 12 kips and then added to the pile in 12 kip increments and held for a duration of 2 ½ minutes to a target design load of 60 kips. The 60 kip load was maintained for a duration of 10 minutes and the creep of the pile was measured. Following the creep test, the pile was unloaded in 15 kip increments to the alignment load, then increased in 30 kip increments to the design load

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and then added in 12 kip increments until failure, defined as 1 inch of total movement, occurred. Following pile failure, a second rebound test was performed, reducing the load by decrements of 25% of the maximum load achieved by the ram. A similar procedure was utilized for the tension test using cribbing instead of D6 anchors for the reaction resistance. Additionally, based on the results of the compression load test, the target working load was reduced to 50 kips and the load increments were scaled linearly. During the tension load test the reaction frame was disturbed during the first 40 kip load application. As a result, the 40 kip load was held for an additional 2.5 minutes and, after the first unload step, the frame was reset and the 50 kip creep test was repeated. The load test results are presented in Appendix G. Results and Evaluation Based on the results of the load tests, it appears that the ultimate compression capacity of MVP1-2 was approximately 89.8 kips and the ultimate tension capacity of MVP2 was approximately 60 kips. This constitutes a demonstrable increase in pile capacity as compared to the theoretical capacity of an ungrouted pile of the same helix configuration installed to the same depth as determined by either the individual bearing plate method or torque correlation method. Additionally, the increased capacity measured by the load testing does generally agree with the estimated skin friction contribution calculated prior to the load testing for the compression test; however, a significant variance was observed for the tension test. This suggests that the skin friction calculation method used for the MVP may be reasonably accurate for compression capacity calculations, but may need to be reevaluated for tension tests. The statistical significance of the increased MVP capacity cannot be determined due to the limited scope of this study; however, this preliminary data suggests that the MVP method may increase the capacity of a given helical pile configuration in the range of 38% to 97%. Limitations and Recommendations for Future Study As this study was relatively limited in scope, containing only 1 test piles and a single site, it would be beneficial to conduct additional, similar studies of piles in different soil conditions so that more complete conclusions regarding the performance of MVP piles in various soils can be made. Additional studies designed to address the performance of the MVP in resisting lateral loads should be performed. Finally, in all future studies it is important to include at lead 1 ungrouted, “standard” pile of the same helix configuration to serve as a control pile to which the results of the MVP performance testing can be compared.

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Appendix A

Photographs

MVP lead section beind advanced

Lead installed

Reservoir filled with grout and pile advanced through it

Close up of MVP coupler

First MVP extension attached

Load test set up

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Appendix B

Microsoil Grout Specifications

MICROSIL® ANCHOR GROUT

ANCHORING GROUT

DESCRIPTION:

MICROSIL® ANCHOR GROUT is an unsanded, Portland cement-based, expanding grout containing silica fume (microsilica), fly ash, and other carefully selected additives. MICROSIL® ANCHOR GROUT gains strength quickly and resists water washout, making it ideal for anchoring tendons, cables and bolts into soil or rock media. MICROSIL® ANCHOR GROUT meets the requirements of ASTM C 1107 classification “C” for dimensional stability.

USES:

MICROSIL® ANCHOR GROUT can be used for most grouted anchor requirements, including:

1. 2. 3. 4. 5.

Rock bolts or soil anchors in tunnel support systems. Earth tie-backs for excavation or slope stabilization. Cable bolting. Soil or rock tendons used for anchoring piles or foundation structures. Infill of pipe piles.

ADVANTAGES:

1. 2. 3. 4. 5. 6. 7.

HIGH EARLY STRENGTH: MICROSIL® ANCHOR GROUT has superior early strength gain compared to Type HE grouts, allowing early tensioning of anchors. It has comparable strength gain to high alumina grouts, but does not experience strength regression. RESISTANCE TO WATER WASHOUT: MICROSIL® ANCHOR GROUT has excellent cohesive properties. It resists washout or dilution by water and thus can be used in wet ground conditions and still retain its excellent physical properties. REDUCES GROUT TAKES: MICROSIL® ANCHOR GROUT has thixotropic properties when mixed to a w/cm of 0.27 or less. It pumps easily yet it tends to gel after placement or pumping. This gelling action prevents the loss of grout in porous or fractured geology. COLD WEATHER PERFORMANCE: When cold weather grouting standards are followed, MICROSIL® ANCHOR GROUT can achieve excellent physical properties in temperatures down to 5 0 C (41 0 F). FREEZE/THAW DURABILITY: MICROSIL® ANCHOR GROUT exhibits excellent freeze/thaw resistance as demonstrated by ASTM C 666 testing. SUPERIOR BOND: MICROSIL® ANCHOR GROUT at one day achieves 90% greater tensile bond to rebar than a Type GU cement grout. NON-CORROSIVE: MICROSIL® ANCHOR GROUT meets the requirements of CSA A23.1-00 Section 25.5.3.7 of “Cement Grout for Bonded Tendons” which sets limits on the concentration of corrosive inducing chemicals in a Portland cement grout.

PROCEDURES:

1.

MICROSIL® ANCHOR GROUT PAGE 2

Mix MICROSIL® ANCHOR GROUT to the consistency required for placement. MICROSIL® ANCHOR GROUT’s thixotropic properties at a pumpable consistency make the grout appear thick and cohesive when in fact it is quite pumpable.

CONSISTENCY W/CM

RECOMMENDED MAX. WATER/30 kg (66 lb)

Pumpable 0.27 Flowable 0.31

8.2 litres (2.1 US gal) 9.3 litres (2.5 US gal)

Over-watering will result in reduced compressive strengths and inferior physical properties.

2. Introduce potable water into the high shear mixer, and then add MICROSIL® ANCHOR GROUT while operating at medium speed. Consistency may vary due to type of mixer used, RPM of mixer and condition of mixer paddle.

3. Mix at high speed for a minimum of five minutes. Mortar style mixers are not recommended for this purpose.

4. Decrease mixer speed to low and continue mixing while placing or pumping the grout. The grout’s pot life is approximately one hour.

ON SITE TESTING: 1.

2. 3. 4. 5. 6.

Follow the procedures outlined in CSA A23.2-B, Viscocity, Bleeding, Expansion and Compressive Strength of Flowable Grout. In the USA, follow ASTM C 1107 modified. Take the sample from the mixer discharge. Sample shall be taken between the 10% and 90% points of discharge. Minimum sample size must be 5 litres (5.28 USQ). Cubes must be restrained with a “C” clamp and stored for the first 24 hrs. indoors at a temperature between 15° C (59 0 F) and 25° C (77 0 F). At 24 hrs. remove cubes from mold and store in water between 15° C (59 0 F) and 25° C (77 0 F) continuously until transported to the lab for testing. Standard moist cure the cubes in the lab until the cubes are tested.

MICROSIL® ANCHOR GROUT PAGE 3

TECHNICAL DATA:

The data outlined below is representative of typical values achievable under controlled laboratory conditions. Results obtained in the field may vary from those stated.

Test Method Pumpable Flowable

Flow Working Time

150 %

1 hour

25 to 35 sec.

1 hour

Plastic Expansion

ASTM C 1107

n/a

1 to 3%

Hardened Expansion

ASTM C 1107

n/a

+0.094 %

Bleeding

CSA A 23.2-1B (ASTM C 940)

Nil

Nil

Segregation

CSA A 23.2-1B (ASTM C 940)

Nil

Nil

Density - kg/m3 (lb/ft3)

ASTM C 185 (modified)

2121 (132)

2056 (128)

Yield - m3/bag (ft3/bag)

.018 (.64) .020 (.69)

Compressive Strength MPa (psi)

CSA A 23.2-1B (ASTM C 1107)

Pumpable 20° C 8° C

Flowable 20° C

1-Day 32 (4640) 12 (1740) 27 (3915) 3-Day 62 (8925) 40 (5830) 38 (5510) 7-Day 75 (10875) 63 (9120) 50 (7250) 28-Day 79 (11455) 72 (10400) 65 (9425)

MICROSIL® ANCHOR GROUT PAGE 4

Flow of Microsil Anchor Grout

0102030405060

0.31

0.33

0.35 0.4 0.4

5

w/cm ratio

time

of e

fflux

(flow

con

e, s

ec.)

MAGType GUType HE

Type GU Cement below a w/cm of 0.45 is not fluid enough to pass through a flow cone. Type GU Cement below a w/cm of 0.4 is not fluid enough to pass through a flow cone. Only M.A.G. is fluid and pumpable below a w/cm of 0.4.

1 Day Compressive Strength of Flowable* Unsanded Grouts

0

10

20

30

40

MAG Type GU Type HE

MPa

* Time of efflux between 16 and 21 seconds.

Compressive strength vs water cementing materials ratio

0

20

40

60

80

0.3 0.35 0.4 0.4

5

w/cm of MAG

Com

pres

sive

str

engt

h (M

Pa)

1 Day(MPa)7 Day(MPa)28 Day(MPa)

Note: These are laboratory test results. Field test results will vary due to site conditions.

MICROSIL® ANCHOR GROUT PAGE 5 LIMITATION: Adhering to recommended water additions is very important. Exceeding the

maximum recommended water content per sack will result in inferior physical properties. Liability for damages or defective goods shall be limited to the refund of the purchase price or product replacement.

PACKAGING:

MICROSIL® ANCHOR GROUT is packaged in 30 kg (66 lb.) triple-lined paper bags. All Basalite Dry Mix can be custom packaged to meet specific project requirements.

SAFETY PRECAUTIONS:

MICROSIL® ANCHOR GROUT contains Portland cement, silica fume, fly ash, and other carefully selected additives. Normal safety wear such as rubber gloves, dust mask and safety glasses, used to handle conventional cement-based products, should be worn. Material Safety Data Sheets are available on request.

01/07

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Appendix C

Pile Location Plan

Richmond, BC, Canada

Pile Location

Plan

Project Name:

Project Number:

Project Location:

MVP Initial Field Load Test

N/A

NEC Steveston Hwy. &

No. 5 Road

Previously Demolished Structures

N

MVP1-1 (refusal @ 10')

MVP1-2 MVP2

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Appendix D

MRD Calculations

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Appendix E

Installation Logs

ProDig Torque Log File ProDig Torque Log File

MVP Test (fantasy) MVP1-2.txt MVP Test (Fantasy) MVP2.txt

2/18/2013 14:14 SNo 83953 2/18/2013 12:32 SNo 83953

Time Torque FtLbs Angle Rotations rpm Depth Bat V Time Torque FtLbs Angle Rotations rpm Depth Bat V

2:14:10 PM 750 0.6 323 6 0 5.40V 12:32:21 PM 50 4.4 1 0 0 5.44V

2:14:11 PM 700 2.4 324 7 0 5.40V 12:32:22 PM 50 4.4 1 0 0 5.44V

2:14:12 PM 600 3.2 324 7 0.0f 5.40V 12:32:24 PM 50 4.5 1 0 0 5.44V

2:14:13 PM 600 2.9 324 7 1.0f 5.40V 12:32:25 PM 50 3.9 1 0 0 5.44V

2:14:14 PM 550 1.5 324 8 1.0f 5.40V 12:32:26 PM 50 4.2 1 0 0 5.44V

2:14:15 PM 700 7.5 325 9 1.0f 5.40V 12:32:27 PM 50 3.6 1 0 0 5.44V

2:14:16 PM 800 4.2 325 12 1.0f 5.40V 12:32:28 PM 50 3.5 1 0 0 5.44V

2:14:17 PM 1100 2.6 325 15 1.0f 5.40V 12:32:29 PM 50 4 1 0 0 5.44V

2:14:18 PM 900 3.6 326 18 1.0f 5.40V 12:32:30 PM 50 4.3 1 0 0 5.44V

2:14:19 PM 1050 4.1 326 20 1.0f 5.40V 12:32:31 PM 50 3.7 1 0 0 5.44V

2:14:20 PM 750 6 327 22 1.0f 5.40V 12:32:32 PM 50 4.2 1 0 0 5.44V

2:14:21 PM 800 4.9 327 22 1.0f 5.40V 12:32:33 PM 50 3.6 1 0 0 5.44V

2:14:22 PM 700 2.8 327 22 1.0f 5.40V 12:32:34 PM 50 4.3 1 0 0 5.44V

2:14:23 PM 350 3.5 327 21 1.0f 5.40V 12:32:35 PM 50 3.9 1 0 0 5.44V

2:14:24 PM 550 3.4 328 21 1.0f 5.40V 12:32:36 PM 50 3.6 1 0 0 5.44V

2:14:25 PM 350 2.8 328 21 1.0f 5.40V 12:32:37 PM 50 4.4 1 0 0 5.44V

2:14:26 PM 300 3.7 328 19 2.0f 5.40V 12:32:38 PM 50 3.9 1 0 0 5.44V

2:14:27 PM 400 3.6 328 18 3.0f 5.40V 12:32:39 PM 50 3.8 1 0 0 5.44V

2:14:28 PM 300 4.2 329 17 3.0f 5.40V 12:32:40 PM 50 4.2 1 0 0 5.44V

2:14:29 PM 300 2.2 329 15 3.0f 5.40V 12:32:41 PM 50 3.7 1 0 0 5.44V

2:14:30 PM 300 3.5 329 13 3.0f 5.40V 12:32:42 PM 50 4 1 0 0 5.44V

2:14:31 PM 300 1.2 330 12 3.0f 5.40V 12:32:43 PM 50 4.2 1 0 0 5.44V

2:14:32 PM 300 3.1 330 13 4.0f 5.40V 12:32:44 PM 50 3.8 1 0 0 5.44V

2:14:33 PM 450 3.3 330 14 4.0f 5.40V 12:32:45 PM 50 3.8 1 0 0 5.44V

2:14:34 PM 300 4 331 17 4.0f 5.40V 12:32:46 PM 50 4.1 1 0 0 5.44V

2:14:35 PM 350 4.2 331 19 4.0f 5.40V 12:32:47 PM 50 3.8 1 0 0 5.44V

2:14:36 PM 300 3.3 331 22 4.0f 5.40V 12:32:48 PM 50 4.1 1 0 0 5.44V

2:14:37 PM 450 2.3 332 22 4.0f 5.40V 12:32:49 PM 50 4.2 1 0 0 5.44V

2:14:38 PM 500 4.5 332 23 4.0f 5.40V 12:32:50 PM 50 3.7 1 0 0 5.44V

2:14:39 PM 700 5.8 332 22 4.0f 5.40V 12:32:51 PM 50 4 1 0 0 5.44V

2:14:40 PM 1050 2.4 333 21 4.0f 5.40V 12:32:52 PM 50 4 1 0 0 5.44V

2:14:41 PM 800 2.4 333 19 4.0f 5.40V 12:32:53 PM 50 3.9 1 0 0 5.44V

2:14:42 PM 800 3.6 333 18 4.0f 5.40V 12:32:54 PM 50 4 1 0 0 5.44V

2:14:43 PM 1150 3.8 334 18 4.0f 5.40V 12:32:55 PM 50 3.9 1 0 0 5.44V

2:14:44 PM 750 1 334 18 4.0f 5.40V 12:32:56 PM 0 3.4 1 0 0 5.44V

2:14:45 PM 950 2.7 335 18 4.0f 5.40V 12:32:57 PM 50 4.4 1 0 0 5.44V

2:14:46 PM 600 3.4 335 20 4.0f 5.40V 12:32:59 PM 50 3.8 1 0 0 5.44V

2:32:18 PM 6300 4.7 454 10 26.0f 5.40V 12:50:31 PM 200 4 83 0 18.0f 5.44V

2:32:19 PM 6400 3.7 454 10 26.0f 5.40V 12:50:32 PM 200 4.1 83 0 18.0f 5.44V

2:32:20 PM 6450 2.8 454 9 26.0f 5.40V 12:50:33 PM 200 4 83 0 18.0f 5.44V

2:32:21 PM 6450 1.9 454 9 26.0f 5.40V 12:50:34 PM 200 4 83 0 18.0f 5.44V

2:32:22 PM 6450 2.5 454 10 26.0f 5.40V 12:50:35 PM 200 4.2 83 0 18.0f 5.44V

2:32:23 PM 6550 4.2 454 10 26.0f 5.40V 12:50:36 PM 200 4.1 83 0 18.0f 5.44V

2:32:24 PM 6350 3.3 455 11 26.0f 5.40V 12:50:37 PM 1900 3.9 83 0 18.0f 5.44V

2:32:25 PM 6350 4.9 455 11 26.0f 5.40V 12:50:38 PM 1900 4.6 83 0 18.0f 5.44V

2:32:26 PM 6600 3.1 455 11 27.0f 5.40V 12:50:39 PM 3250 4.9 83 0 18.0f 5.44V

2:32:28 PM 6600 2.1 455 10 27.0f 5.40V 12:50:41 PM 3450 1.9 83 0 18.0f 5.44V

2:32:29 PM 6650 2.4 455 9 27.0f 5.40V 12:50:42 PM 3400 4.7 83 0 18.0f 5.44V

2:32:30 PM 6700 3.5 455 9 27.0f 5.40V 12:50:43 PM 3250 4.2 83 0 18.0f 5.44V

2:32:31 PM 6700 3.8 456 8 27.0f 5.40V 12:50:44 PM 3150 2.8 84 0 18.0f 5.44V

2:32:32 PM 6550 3.2 456 8 27.0f 5.40V 12:50:45 PM 3200 2.2 84 0 18.0f 5.44V

2:32:33 PM 6350 2.6 456 8 27.0f 5.40V 12:50:46 PM 3250 2.9 84 5 18.0f 5.44V

2:32:34 PM 6200 2 456 9 27.0f 5.40V 12:50:47 PM 3250 4 84 8 18.0f 5.44V

2:32:35 PM 6300 2.3 456 9 27.0f 5.40V 12:50:48 PM 3250 2.9 85 10 18.0f 5.44V

2:32:36 PM 6450 3.4 456 9 27.0f 5.40V 12:50:49 PM 3350 2.2 85 12 18.0f 5.44V

2:32:37 PM 6550 4 457 9 27.0f 5.40V 12:50:50 PM 3350 2.8 85 13 18.0f 5.44V

2:32:38 PM 6650 3.3 457 9 27.0f 5.40V 12:50:51 PM 3300 3.5 85 13 18.0f 5.44V

2:32:39 PM 6400 2.2 457 9 27.0f 5.40V 12:50:52 PM 3250 3.6 85 13 19.0f 5.44V

2:32:40 PM 6500 2.1 457 9 27.0f 5.40V 12:50:53 PM 3400 2.9 86 13 19.0f 5.44V

2:32:41 PM 6750 3.2 457 10 27.0f 5.40V 12:50:54 PM 3550 2.7 86 13 19.0f 5.44V

2:32:42 PM 6850 4 458 10 27.0f 5.40V 12:50:55 PM 3700 3.1 86 13 19.0f 5.44V

2:32:43 PM 7000 3.7 458 10 27.0f 5.40V 12:50:56 PM 3700 2.6 86 13 19.0f 5.44V

2:32:44 PM 7200 2.9 458 10 27.0f 5.40V 12:50:57 PM 3500 3.9 86 13 19.0f 5.44V

2:32:45 PM 7100 2 458 10 27.0f 5.40V 12:50:58 PM 3700 2.3 87 13 19.0f 5.44V

2:32:46 PM 7000 2.3 458 10 27.0f 5.40V 12:50:59 PM 3850 2.4 87 12 19.0f 5.44V

2:32:48 PM 6900 3.3 458 10 27.0f 5.40V 12:51:00 PM 3900 3 87 11 19.0f 5.44V

2:32:49 PM 6950 4 459 10 27.0f 5.40V 12:51:01 PM 3950 3.4 87 10 19.0f 5.44V

2:32:49 PM 6900 3.3 459 10 28.0f 5.40V 12:51:02 PM 4100 3 88 9 19.0f 5.44V

2:32:50 PM 6500 3.4 459 10 28.0f 5.40V 12:51:03 PM 4250 2.6 88 10 19.0f 5.44V

2:32:51 PM 6500 2.5 459 9 28.0f 5.40V 12:51:04 PM 4400 2.7 88 11 19.0f 5.44V

2:32:52 PM 6550 2 459 9 28.0f 5.40V 12:51:05 PM 4550 3.3 88 12 19.0f 5.44V

2:32:54 PM 6400 2.8 459 8 28.0f 5.40V 12:51:06 PM 4550 3.1 88 13 19.0f 5.44V

2:32:55 PM 6400 3.9 459 8 28.0f 5.40V 12:51:07 PM 4700 2.6 89 13 19.0f 5.44V

2:32:56 PM 6300 4 460 8 28.0f 5.40V 12:51:08 PM 4750 2.5 89 13 19.0f 5.44V

2:32:57 PM 6200 3 460 9 28.0f 5.40V 12:51:09 PM 4500 5.6 89 13 19.0f 5.44V

2:32:58 PM 6250 2 460 9 28.0f 5.40V 12:51:10 PM 4400 4.8 89 13 20.0f 5.44V

2:32:59 PM 6350 2.1 460 9 28.0f 5.40V 12:51:11 PM 4400 3.8 89 12 20.0f 5.44V

2:33:00 PM 6300 3.6 460 9 28.0f 5.40V 12:51:12 PM 4500 2.7 90 12 20.0f 5.44V

2:33:01 PM 6350 4.2 461 10 28.0f 5.40V 12:51:13 PM 4650 2.5 90 12 20.0f 5.44V

2:33:02 PM 6550 3.5 461 10 28.0f 5.40V 12:51:14 PM 4650 3 90 12 20.0f 5.44V

2:33:03 PM 6600 2.3 461 11 28.0f 5.40V 12:51:15 PM 4650 3.5 90 12 20.0f 5.44V

2:33:04 PM 6750 1.7 461 12 28.0f 5.40V 12:51:16 PM 4700 2.5 91 12 20.0f 5.44V

2:33:05 PM 6800 2.8 461 12 28.0f 5.40V 12:51:17 PM 4600 4.3 91 12 20.0f 5.44V

2:33:06 PM 6850 4.1 461 11 28.0f 5.40V 12:51:18 PM 4600 2.5 91 12 20.0f 5.44V

2:33:07 PM 6900 4.1 462 11 28.0f 5.40V 12:51:19 PM 3900 3.4 91 12 20.0f 5.44V

2:33:08 PM 6900 3.3 462 10 28.0f 5.40V 12:51:20 PM 1500 3.3 91 11 20.0f 5.44V

2:33:09 PM 6650 2 462 10 28.0f 5.40V 12:51:21 PM -1300 4.9 91 11 20.0f 5.44V

2:33:10 PM 4250 1.6 462 10 28.0f 5.40V 12:51:22 PM -50 2.2 91 10 20.0f 5.44V

2:33:11 PM 1450 2.4 462 10 28.0f 5.40V 12:51:23 PM 250 3 91 10 20.0f 5.44V

2:33:12 PM 1350 2.3 462 10 28.0f 5.40V 12:51:24 PM 0 2 92 9 20.0f 5.44V

2:33:13 PM 1350 2.3 462 10 28.0f 5.40V 12:51:25 PM 0 3.6 92 8 20.0f 5.44V

2:33:14 PM 1350 2.4 462 10 28.0f 5.40V 12:51:26 PM 0 1 92 8 20.0f 5.44V

12:51:28 PM 0 7.3 93 9 20.0f 5.44V

12:51:29 PM 0 8.3 93 10 20.0f 5.44V

12:51:30 PM 0 5.5 93 11 20.0f 5.44V

12:51:31 PM 0 7.9 93 14 20.0f 5.44V

12:51:32 PM 0 4.5 94 15 20.0f 5.44V

12:51:33 PM 0 5.2 95 17 20.0f 5.44V

12:51:34 PM 0 6.7 95 21 20.0f 5.44V

12:51:35 PM 0 4.5 96 25 20.0f 5.44V

12:51:36 PM 0 7 96 29 20.0f 5.44V

12:51:37 PM 0 4.8 97 32 20.0f 5.44V

12:51:38 PM 0 5.4 97 33 20.0f 5.44V

12:51:39 PM 0 6.1 97 32 20.0f 5.44V

12:51:40 PM 0 5 97 28 20.0f 5.44V

12:51:41 PM 0 5.2 97 22 20.0f 5.44V

12:51:42 PM 0 5.3 97 18 20.0f 5.44V

12:51:43 PM 0 4.9 97 13 20.0f 5.44V

12:51:44 PM 0 5.4 97 10 20.0f 5.44V

12:51:45 PM 0 5.1 97 8 20.0f 5.44V

12:51:46 PM 0 5.1 97 7 20.0f 5.44V

12:51:47 PM 0 5.3 97 6 20.0f 5.44V

12:51:48 PM 0 5 97 5 20.0f 5.44V

12:51:49 PM 0 5.3 97 5 20.0f 5.44V

12:51:51 PM 0 5 97 4 20.0f 5.44V

12:51:52 PM 0 5 97 4 20.0f 5.44V

12:51:53 PM 0 5.2 97 4 20.0f 5.44V

12:51:54 PM -50 5.2 97 0 20.0f 5.44V

12:51:55 PM -50 5 97 0 20.0f 5.44V

12:51:56 PM 0 5.3 97 0 20.0f 5.44V

12:51:57 PM 0 5 97 0 20.0f 5.44V

1:01:44 PM 5800 1.2 149 11 26.0f 5.40V

1:01:45 PM 5950 3.1 149 11 26.0f 5.40V

1:01:46 PM 5900 3.2 149 12 26.0f 5.40V

1:01:47 PM 5950 2.8 150 12 26.0f 5.40V

1:01:48 PM 5850 2.9 150 11 26.0f 5.40V

1:01:49 PM 5750 3.1 150 11 26.0f 5.40V

1:01:50 PM 5600 3 150 11 26.0f 5.40V

1:01:51 PM 5550 3 150 10 26.0f 5.40V

1:01:52 PM 5550 2.5 151 10 26.0f 5.40V

1:01:53 PM 5500 2.8 151 10 26.0f 5.40V

1:01:54 PM 5650 1.5 151 11 26.0f 5.40V

1:01:56 PM 5550 4.8 151 11 26.0f 5.40V

1:01:57 PM 5500 2.8 151 12 26.0f 5.40V

1:01:58 PM 5650 2.5 152 12 26.0f 5.40V

1:01:59 PM 5750 3 152 12 26.0f 5.40V

1:02:00 PM 5950 3 152 11 26.0f 5.40V

1:02:01 PM 5950 3.3 152 11 26.0f 5.40V

1:02:02 PM 5850 3.1 152 11 26.0f 5.40V

1:02:03 PM 5950 2.5 153 11 27.0f 5.40V

1:02:04 PM 6100 2.9 153 11 27.0f 5.40V

1:02:05 PM 6150 3.1 153 10 27.0f 5.40V

1:02:06 PM 6050 3.4 153 9 27.0f 5.40V

1:02:07 PM 6000 2.8 154 9 27.0f 5.40V

1:02:08 PM 6200 2.6 154 10 27.0f 5.40V

1:02:09 PM 6300 2.8 154 11 27.0f 5.40V

1:02:10 PM 6300 3.1 154 11 27.0f 5.40V

1:02:11 PM 6350 3.4 154 12 27.0f 5.40V

1:02:12 PM 6400 3.1 155 12 27.0f 5.40V

1:02:14 PM 6600 2.8 155 11 28.0f 5.40V

1:02:15 PM 6600 3.2 155 11 28.0f 5.40V

1:02:17 PM 6650 3.5 155 11 28.0f 5.40V

1:02:18 PM 6400 4.6 155 11 28.0f 5.40V

1:02:19 PM 6650 2.9 156 11 28.0f 5.40V

1:02:20 PM 6850 2.3 156 11 28.0f 5.40V

1:02:21 PM 6900 3.1 156 10 28.0f 5.40V

1:02:22 PM 6950 3.3 156 10 28.0f 5.40V

1:02:23 PM 7000 3.2 156 10 28.0f 5.40V

1:02:24 PM 7100 3.2 156 10 28.0f 5.40V

1:02:25 PM 7350 2.3 157 9 28.0f 5.40V

1:02:26 PM 7250 2.9 157 9 28.0f 5.40V

1:02:27 PM 7300 2.8 157 9 28.0f 5.40V

1:02:28 PM 7300 3.5 157 10 28.0f 5.40V

1:02:29 PM 7450 3.2 158 11 28.0f 5.40V

1:02:30 PM 7650 2.9 158 12 28.0f 5.40V

1:02:31 PM 7550 2.8 158 12 28.0f 5.40V

1:02:32 PM 7600 2.7 158 11 28.0f 5.40V

1:02:33 PM 7400 3.2 158 11 28.0f 5.40V

1:02:35 PM 7400 3.5 158 10 28.0f 5.40V

1:02:36 PM 7600 1.3 159 10 28.0f 5.40V

1:02:37 PM 7350 3.4 159 9 28.0f 5.40V

1:02:38 PM 6450 3.8 159 9 28.0f 5.40V

1:02:39 PM 2200 3.5 159 9 28.0f 5.40V

1:02:40 PM 850 3.4 159 9 28.0f 5.40V

1:02:41 PM -250 6.1 159 9 28.0f 5.40V

1:02:42 PM -2450 5.2 159 9 28.0f 5.40V

1:02:43 PM -1500 4 159 8 28.0f 5.40V

1:02:44 PM -1500 4.1 159 7 28.0f 5.40V

1:02:46 PM -1500 3.5 159 6 28.0f 5.40V

1:02:47 PM -1350 4.4 159 4 28.0f 5.40V

1:02:48 PM -1350 4.4 159 4 28.0f 5.40V

- 11 -

Appendix F

Skin Friction Calculations

Ultimate Capacity (lbs):

16393.3

Groundwater Depth: 30 feet

Depth (ft) Soil Type N

unit

weight

(pcf)

effective

unit

weight

(psf)

overburden

pressure

(psf)

cohesion

(psf)

adhesion

(psf)

friction

angle [phi]

(degrees)

friction

angle [fa]

(degrees)

Coefficient of

Lateral Earth

Pressure

Pile

Diameter

(in)

Pile Surface

Area (sqft)Skin Friction Contribution (lbs)

1 SAND 22 125.6 125.6 125.6 0 0 33.82 33.82 0.44341435 8 2.0943951 78.14453636

2 SAND 22 125.6 125.6 251.2 0 0 33.82 33.82 0.44341435 8 2.0943951 156.2890727

3 SAND 22 125.6 125.6 376.8 0 0 33.82 33.82 0.44341435 8 2.0943951 234.4336091

4 SAND 22 125.6 125.6 502.4 0 0 33.82 33.82 0.44341435 8 2.0943951 312.5781455

5 CLAY 2 97.9 97.9 600.3 250 250 0 0 1 8 2.0943951 523.5987756

6 CLAY 2 97.9 97.9 698.2 250 250 0 0 1 8 2.0943951 523.5987756

7 CLAY 2 97.9 97.9 796.1 250 250 0 0 1 8 2.0943951 523.5987756

8 CLAY 2 97.9 97.9 894 250 250 0 0 1 8 2.0943951 523.5987756

9 CLAY 2 97.9 97.9 991.9 250 250 0 0 1 8 2.0943951 523.5987756

10 CLAY 2 97.9 97.9 1089.8 250 250 0 0 1 8 2.0943951 523.5987756

11 CLAY 2 97.9 97.9 1187.7 250 250 0 0 1 8 2.0943951 523.5987756

12 CLAY 2 97.9 97.9 1285.6 250 250 0 0 1 8 2.0943951 523.5987756

13 CLAY 2 97.9 97.9 1383.5 250 250 0 0 1 8 2.0943951 523.5987756

14 SAND 15 116.3 116.3 1499.8 0 0 31.65 31.65 0.475271022 8 2.0943951 920.2405201

15 SAND 15 116.3 116.3 1616.1 0 0 31.65 31.65 0.475271022 8 2.0943951 991.5993496

16 SAND 15 116.3 116.3 1732.4 0 0 31.65 31.65 0.475271022 8 2.0943951 1062.958179

17 SAND 15 116.3 116.3 1848.7 0 0 31.65 31.65 0.475271022 8 2.0943951 1134.317009

18 SAND 15 116.3 116.3 1965 0 0 31.65 31.65 0.475271022 8 2.0943951 1205.675838

19 SAND 15 116.3 116.3 2081.3 0 0 31.65 31.65 0.475271022 8 2.0943951 1277.034668

20 SAND 15 116.3 116.3 2197.6 0 0 31.65 31.65 0.475271022 8 2.0943951 1348.393497

21 SAND 22 120.4 120.4 2318 0 0 33.82 33.82 0.44341435 8 2.0943951 1442.189771

22 SAND 22 120.4 120.4 2438.4 0 0 33.82 33.82 0.44341435 8 2.0943951 1517.099024

23 SAND 22 120.4 120.4 2558.8 0 0 33.82 33.82 0.44341435 8 2.0943951 0

24 SAND 22 120.4 120.4 2679.2 0 0 33.82 33.82 0.44341435 8 2.0943951 0

25 SAND 22 120.4 120.4 2799.6 0 0 33.82 33.82 0.44341435 8 2.0943951 0

26 SAND 22 120.4 120.4 2920 0 0 33.82 33.82 0.44341435 8 2.0943951 0

27 SAND 22 120.4 120.4 3040.4 0 0 33.82 33.82 0.44341435 8 2.0943951 0

28 SAND 22 120.4 120.4 3160.8 0 0 33.82 33.82 0.44341435 8 2.0943951 0

Skin Friction Equations (MacLean Dixie HFS Helical Foundation Systems Engineering Reference Manual, pgs. 8-7 & 8-8):

- 12 -

Appendix G

Load Test Results

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0 10 20 30 40 50 60

De

fle

ctio

n (

inch

es)

Load (kips)

T1 Load Test: Tension

0.00

0.20

0.40

0.60

0.80

1.00

1.20

0 10 20 30 40 50 60 70 80 90

De

fle

ctio

n (

inch

es)

Load (kips)

T-2 Load Test: Compression