PROJECT TITLE AND LOCATION Structural Repairs to TC Dock, Naval Weapons Station, Charleston,SC

TRANSMITTAL OF SHOP DRAWINGS, EQUIPMENT DATA, MATERIAL SAMPLES, OR MANUFACTURER'S CERTIFICATES OF COMPLIANCE FOR APPROVAL (READ INSTRUCTION ON THE REVERSE SIDE PRIOR TO INITIATING THIS FORM) 1. REQUEST FOR APPROVAL OF THE FOLLOWING ITEMS (THIS SECTION TO BE INITIATED BY THE CONTRACTOR) FROM DATE CONTRACT NO. July 20, 2011 N69450-08-D-1781 (0005) SLONE ASSOCIATES TO TRANSMITTAL NO. NEW SUBMITTAL Theodore Packowski ENS, CEC, USN, ROICC Charleston 43 VIA PREVIOUS TRANSMITTAL NO. (If any) via e-mail and hard copies to follow via Fed-Ex RESUBMITTAL SPECIFICATION SECTION NO. (COVER ONLY ONE SECTION WITH EACH TRANSMITTAL) PROJECT TITLE AND LOCATION 31 62 13.20 Structural Repairs to TC Dock, Naval Weapons Station, Charleston,SC ADDITIONAL ENCLOSURES TO ADDITIONAL COPIES TO MFG. OR CONTR. Y & D ROICC CAT. OR CURVE, NO. Y & D DRAWING USE ITEM DESCRIPTION OF ITEM SUBMITTED DRAWING OR OF SPECIFICATION SHEET, ONLY NO. (Type, size, model number, etc.) BROCHURE NO. COPIES PAR. NO. PLATE, OR ACTION (See instruction No.7) FILE NO. CODE a. b. c. d. e. f. g. SD-06 - High Strain Dynamic Pile Testing Report - Pile 1 @ Bent 120.5 Between A&B and Bent 153.5 Between B&C Dated 07/19/11 S&ME 2 3.4.1 DISTRIBUTION REQUESTED (Attach additional sheet, if necessary) NAME AND SIGNATURE OF CONTRACTOR Chris Boyce ll. ROICC ACTION (THIS SECTION WILL BE USED BY THE APPROVING AUTHORITY ONLY) ACTION CODES: THE FOLLOWING ACTION CODES ARE GIVE TO ITEMS SUBMITTED: (A code letter will be inserted for each item in column g, section I, above) A - APPROVED AS SUBMITTED. C - APPROVED, EXCEPT AS NOTED ON DRAWINGS. E - DISAPPROVED. REFER TO ATTACHED SHEET. RESUBMISSION REQUIRED SEE ATTACHED SHEET B - APPROVED, EXCEPT AS NOTED ON DRAWINGS. RESUBMISSION NOT REQUIRED. D - WILL BE RETURNED BY SEPARATE CORRESPONDENCE NOTE: Approval of items does not relieve the contractor from complying with all the requirements of the contract plans and specifications. ENCLOSURES RETURNED (List by Item No.) NAME, TITLE AND SIGNATURE OF APPROVING AUTHORITY DATE 6ND-SOUTHDIV-4-11012-5 (Rev. 5/70) SHEET 1 OF 1

HIGH-STRAIN DYNAMIC PILE TESTING REPORT Pile @ Bent 120.5 Between A & B Pile @ Bent 153.5 Between B & C Structural Repairs at TC Dock Naval Weapons Station North Charleston, South Carolina S&ME Project No. 1131-11-032 Prepared for: 7582 Stafford Road, #139 North Charleston, South Carolina Attn: Mr. Carlton Diggs Prepared by: 620 Wando Park Boulevard Mt. Pleasant, South Carolina July 19, 2011

Dynamic Pile Testing Report Pile @ Bent 120.5 Between A & B S&ME Project No. 1131-11-032 Pile @ Bent 153.5 Between B & C Structural Repairs to TC Dock NWS Charleston; North Charleston, South Carolina July 19, 2011 additional testing was also performed during final installation driving 11 to 21 days after initial pile driving in order to measure the increased pile bearing resistance. HIGH-STRAIN DYNAMIC PILE TESTING METHODOLOGY High-strain dynamic pile testing was performed using a model PAX Pile Driving Analyzer TM commonly referred to as a PDA. The PDA was used to record and interpret data from two strain transducers and two piezoelectric accelerometers (i.e., the gages ) that were bolted on opposite sides of the pile approximately 3 to 4 ft below the pile top. The gages monitor acceleration and strain for each hammer blow. The analyzer converts the data to velocities and forces and computes Case Method pile bearing resistances, maximum transferred hammer energies, maximum pile driving forces, and pile integrity using the pile length and area, stress wave speed, and an assumed soil damping factor, J. The results are displayed in the field for each blow. The program CAPWAP is a more rigorous computer analysis used to refine the Case Method calculations obtained in the field during data collection. This iterative signal matching program combines a theoretical pile-soil model and the PDA measurements. The pile-soil model is assumed, and the soil properties, resistances, and pile properties are adjusted until the calculated pile top data matches the measured field data. CAPWAP results include a theoretical load distribution between the skin friction along the length of the pile and end bearing quantities, damping factors, and soil quakes in addition to the ultimate pile bearing resistance and pile stresses. PILE TESTING AND OBSERVATIONS General We performed dynamic pile testing on one 100-ft long, 24-in. square PSC pile at location Bent 153.5 between B & C and one 100-ft long, 24-in. square PSC pile with a 10-ft HP12x53 pile point at location Bent 120.5 Between A & B. The observed driving resistances were based on the PSC pile penetration below the driving template. Based on a top of deck elevation of approximately +12 ft-mllw, the template elevation was approximately +14 ft-mllw. All PSC pile penetrations and tip elevations herein are based upon this +14 ft-mllw template elevation. Pile driving resistances were observed and recorded by Slone personnel and are shown on the attached Pile Driving Logs. A summary of the testing is presented in Table 1 and explained in more detail in the following paragraphs. Pile Driving System The tested piles were installed with a Pileco D46-32 open-end diesel hammer which has a ram weight of 10.14 kips, a maximum stroke of 10.5 ft, and a manufacturer s maximum rated energy of 107.3 ft-kips. During impact installation of the pile at 153.5, the hammer was set on Fuel No. 2 2

Dynamic Pile Testing Report Pile @ Bent 120.5 Between A & B S&ME Project No. 1131-11-032 Pile @ Bent 153.5 Between B & C Structural Repairs to TC Dock NWS Charleston; North Charleston, South Carolina July 19, 2011 (i.e., 4 is highest). During installation of the pile at 120.5, the hammer was initially set to fuel setting 1 and was increased to Fuel Nos. 2 and 3 during the initial installation. During the final installation, the hammer was operated at Fuel No. 4 for both piles. Table 1 Summary of Dynamic Pile Testing Details Pile Name Test Type Test Date Engineer Bent 153.5 Between B & C Bent 120.5 Between A & B Initial Installation of 100-ft long 24-in. PSC from pile tip elevation of -58¼ to -81¼ ft with new 14-in. plywood pile cushion at fuel setting 2 Final Installation from tip elevation of -81¼ to -84¾ ft with used 14-in. plywood pile cushion at fuel setting 4 Installation of 100-ft long 24-in. PSC with 10-ft HP12x53 stinger from pile tip elevation of -55¼ to -74½ ft with new 14-in. plywood pile cushion at fuel settings 1, 2, and 3 Final Installation from tip elevation of -74½ to -75¾ ft with used 14-in. plywood pile cushion at fuel setting 4 June 20, 2011 July 11, 2011 June 30, 2011 July 11, 2011 Kyle L. Murrell, P.E. June 20, 2011 The 100 ft long, 24-in. PSC pile at Bent 153.5 was placed in the template and penetrated to a tip elevation of about -58¼ ft-mllw under its own weight. The pile was installed to a tip elevation of -81¼ ft-mllw. June 30, 2011 The 100 ft long, 24-in. PSC pile with a 10-ft HP12x53 stinger at Bent 120.5 was placed in the template and penetrated to a concrete tip elevation of about -55¼ ft-mllw under its own weight. The pile was installed to a concrete tip elevation of -74½ ft-mllw (steel tip -84½ ft- MLLW). July 11, 2011 Approximately 21 days after the initial installation of the Pile at 153.5 and 11 days after the initial installation of the Pile 120.5, we returned to the site and performed additional high-strain dynamic testing during final installation. The pile at 153.5 was driven about 3½ ft during final installation and the pile at 120.5 was driven 1¼ ft during final installation. DYNAMIC TESTING RESULTS The Case Method Results plots and tables in the Appendix provide the measured individual maximum (CSI) and average (CSX) pile top compressive stresses, calculated tensile (TSX) 3

Dynamic Pile Testing Report Pile @ Bent 120.5 Between A & B S&ME Project No. 1131-11-032 Pile @ Bent 153.5 Between B & C Structural Repairs to TC Dock NWS Charleston; North Charleston, South Carolina July 19, 2011 stresses, hammer stoke heights (STK), transferred hammer energies (EMX), and Case Method capacity assuming a damping factor (J) of 0.9 (RX9) for initial installation or 0.6 (RX6) for final installation. The Case Method capacities presented on the attached graphs and tables should only be used to evaluate trends as they are based on a constant assumed damping factors which may not be appropriate at all depths. Based on the CAPWAP analyses from the beginning of final installation (i.e., restrike ), which are included in the Appendix, a Case Method damping factor of 0.6 is generally appropriate for determining the ultimate pile bearing resistance. The pertinent test data is summarized in Table 2. PILE DATE & TEST SCENARIO Table 2 Summary of Dynamic Pile Testing Results APPROX. PSC TIP ELEVATION 1 (ft-mllw) EMX 2 / TRANSFER RATIO (ft-kips) / (%) CSX 3 (ksi) TSX 3 (ksi) STK 2 (ft) Driving Resistance MOBILIZED ULTIMATE PILE BEARING RESISTANCE (kips) 1 Bent 153.5 Between B & C Bent 120.5 Between A & B 6/20/2011 Initial Installation (FS2) 7/11/2011 Final Installation (FS4) 6/30/2011 Initial Installation (FS2) 7/11/2011 Final Installation (FS4) -81¼ -74½ 27 / 25% 2.0 1.7 6½ 130 bpf 271 * 18 / 17% 2.3 1.2 8½ 14 bpi 610 25 / 23% 2.2 1.3 7 407 bpf 259 * 26 / 24% 2.3 0.9 8 15 bpi 723 Elevations and depths are based on the template (+14 ft-mllw) or the concrete deck (+12 ft-mllw). 2 Average values at referenced tip elevation. 3 Maximum values during driving scenario. EMX = average calculated transferred hammer energy at referenced tip elevation. TRANSFER RATIO = EMX (above) divided by the maximum rated hammer energy. CSX = maximum measured average pile top compressive stress during dynamic testing. TSX = maximum calculated pile tension stress during dynamic testing. STK = average calculated stroke height at referenced tip elevation. * CAPWAP not performed. Based on RX9 Case Method bearing capacity estimate. CAPWAP computed capacity. See following paragraphs for more details. CAPWAP Analysis CAPWAP analyses were performed on selected blows near the beginning of final installation ( restrike ) for both piles. At a PSC tip elevation of about -81¼ ft-mllw for the pile at Bent 4

Dynamic Pile Testing Report Pile @ Bent 120.5 Between A & B S&ME Project No. 1131-11-032 Pile @ Bent 153.5 Between B & C Structural Repairs to TC Dock NWS Charleston; North Charleston, South Carolina July 19, 2011 153.5, an ultimate compressive pile bearing resistance of 610 kips (305 tons) was computed. At a PSC tip elevation of about -74½ ft-mllw (steel tip of -84½ ft-mllw) for the pile at Bent 120.5, an ultimate compressive pile bearing resistance of 723 kips (361 tons) was computed. The CAPWAP analyses provide estimates of load distribution 1 from both end and side shear resistance, illustrate typical force and velocity records, and simulate the pile load responses. As expected, the majority of the pile bearing resistance was developed in skin resistance. Hammer Energy, Driving Stresses, and Integrity The measured transferred hammer energy (EMX) ranged from about 15 to 32 ft-kips during installation while the hammer was operated at Fuel Settings No. 1 through 4. This corresponds to transfer efficiencies 2 of about 14% to 30%. The measured compressive stresses in the pile during installation remained below the recommended maximum limits 3 and calculated tensile stresses reached the limit and surpassed it briefly during the initial installation for both piles and during the final installation of the pile at Bent 153.5. Based on visual observations of the pile and our evaluation of the dynamic test data, no significant pile integrity issues were noted. CONCLUSIONS AND RECOMMENDATIONS Our review of the boring and sounding logs, as well as the driving logs indicate the piles achieved the marl penetrations shown in Table 3. Table 3 Summary of Marl Penetration Pile Estimated PSC Marl Penetration @ End of Initial Installation Estimated PSC Marl Penetration @ End of Final Installation Bent 153.5 between B & C 8 ft 12 ft Bent 120.5 between A & B 11 ft* 12 ft* * Steel tip obtained 10 additional feet of marl penetration 1 Although the total soil resistance (i.e., the combination of end and side resistance) calculated from the CAPWAP program is typically within +/-10% of a traditional static load test, the load distribution is not as reliable as the total soil resistance. Calculating a true load distribution near the toe of the pile is even more difficult when trying to distinguish true end bearing from side resistance over the last few feet of the pile. 2 Transfer efficiency is defined as the maximum measured energy in the pile divided by the manufacturer s maximum rated energy. 3 Driving stress limits as per AASHTO recommendations: Compressive [0.85*(f c)]-prestress and Tensile [3* f c] + Prestress. We understand that f c is 5,000 psi and the effective pre-stress is 925 psi. Therefore, the recommended driving limits for compression and tension are 3.3 ksi and 1.1 ksi, respectively. 5

Dynamic Pile Testing Report Pile @ Bent 120.5 Between A & B S&ME Project No. 1131-11-032 Pile @ Bent 153.5 Between B & C Structural Repairs to TC Dock NWS Charleston; North Charleston, South Carolina July 19, 2011 Based on the dynamic testing results presented in Table 2 and the marl penetrations presented in Table 3, 24-in. square PSC piles achieving a Cooper Marl penetration on the order of 8 ft will achieve a long-term ultimate pile bearing resistance of at least 450 kips. As discussed in our June 15 th Cooper Marl Penetration Depth for Compression Piles letter, other design considerations (lateral performance, scour, etc.) may dictate the minimum marl embedment of compression piles. In addition to the tension pile at Bent 120.5 surpassing the required 450-kip bearing resistance, the CAPWAP analysis indicates that the skin friction portion of the total resistance was greater than 400 kips. Therefore, the pile will support the 100 kip tension load with a safety factor in excess of 2.25 at a PSC marl penetration of 11 ft. Based on the dynamic testing results of the tension pile at Bent 120.5, and the previously tested tension pile at Bent 143.5, the required tension resistance can be achieved at a PSC marl penetration of less than 15 ft. If other design parameters (i.e., lateral performance, scour, etc.) allow, a PSC marl penetration on the order of 8 ft (18 ft total including the 10 ft exposed stinger) will support a 100 kips tension load with a safety factor of at least 2.25. In order to control the tensile stresses and reduce the potential for damage to new piles, we recommend the hammer be operated at a fuel setting of 1 at the beginning of installation and that a new 14-in. thick plywood cushion be installed prior to installation of each pile. Once the driving resistance is at least 100 bpf, the fuel setting can be increased to No. 2. If the required minimum marl embedment is not achieved prior to 800 blows, the pile cushion should be replaced in order to control tensile stresses once the pile encounters the marl. If practical refusal (i.e. 20 blows per inch) is encountered prior to achieving the minimum marl penetration, driving may need to be suspended for several days to allow excess pore pressures to dissipate. LIMITATIONS OF REPORT This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report are based upon applicable standards of our practice in this geographic area at the time this report was prepared. No other warranty, express or implied, is made. 6

APPENDIX Pile Driving Logs (provided by Sloane personnel) Graphical and Tabulated Case Method Results CAPWAP Results

Pile Driving Logs (Provided by Sloane)

Graphical and Tabulated Case Method Results

PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 153.5 (B-C) Installation from -57.75 to -81.25 ft 100-ft Long, 12-in. Square PSC Test date: 20-Jun-2011-57.8 0.0 RX6 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.6) Max Transferred Energy Max Measured Compr. Stress 112.5 225.0 337.5 450.0 0 27 54 81 108 0.00 0.75 1.50 2.25 3.00 1-62.8 E l e v a t i o n -67.8-72.8-77.8-82.8 0 40 80 120 160 0 3 6 9 12 0.0 0.3 0.6 0.9 1.2 BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14-in. pile cushion; Hammer operated on Fuel Setting No. 2 (1 - lowest, 4 - highest)

S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 153.5 (B-C) Installation from -57.75 to -81.25 ft 100-ft Long, 12-in. Square PSC OP: KLM Test date: 20-Jun-2011 AR: 576.00 in^2 SP: 0.150 k/ft3 LE: 96.00 ft EM: 6,077 ksi WS: 13,700.0 f/s JC: 0.90 RX6: Max Case Method Capacity (JC=0.6) RX9: Max Case Method Capacity (JC=0.9) EMX: Max Transferred Energy STK: O.E. Diesel Hammer Stroke CSB: Compression Stress at Bottom TSX: Tension Stress Maximum DFN: Final Displacement FVP: Force/Velocity proportionality CSX: Max Measured Compr. Stress BL# Elev. BLC TYPE RX6 RX9 EMX STK CSX CSB TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] 2-58.75 2 AV2 0 0 18.8 7.0 1.1 0.1 0.6 6.00 0.97 STD 0 0 1.2 0.0 0.1 0.0 0.1 0.00 0.00 MAX 0 0 20.0 7.0 1.1 0.1 0.7 6.00 0.97 @BL 1 1 1 2 2 2 2 1 2 3-59.75 1 AV1 0 0 21.8 ** 1.2 0.0 1.3 12.01 0.94 MAX 0 0 21.8 ** 1.2 0.0 1.3 12.01 0.94 @BL 3 3 3 ** 3 3 3 3 3 5-60.75 2 AV2 0 0 22.2 6.4 1.3 0.2 0.8 6.00 0.95 STD 0 0 1.3 0.4 0.0 0.0 0.0 0.00 0.02 MAX 0 0 23.5 6.8 1.3 0.2 0.8 6.00 0.97 @BL 4 4 4 4 5 4 5 4 4 6-61.75 1 AV1 0 0 25.1 6.1 1.4 0.1 1.5 12.00 0.96 MAX 0 0 25.1 6.1 1.4 0.1 1.5 12.00 0.96 @BL 6 6 6 6 6 6 6 6 6 8-62.75 2 AV2 0 0 23.3 6.2 1.5 0.2 1.0 6.00 0.94 STD 0 0 0.2 0.1 0.0 0.0 0.0 0.00 0.01 MAX 0 0 23.5 6.3 1.5 0.2 1.0 6.00 0.95 @BL 7 7 7 7 8 7 8 7 7 9-63.75 1 AV1 0 0 26.2 6.5 1.5 0.1 1.6 12.00 0.94 MAX 0 0 26.2 6.5 1.5 0.1 1.6 12.00 0.94 @BL 9 9 9 9 9 9 9 9 9 10-64.75 1 AV1 0 0 25.3 6.3 1.6 0.1 1.6 12.01 0.94 MAX 0 0 25.3 6.3 1.6 0.1 1.6 12.01 0.94 @BL 10 10 10 10 10 10 10 10 10 11-65.75 1 AV1 0 0 25.6 6.1 1.6 0.1 1.6 12.00 0.95 MAX 0 0 25.6 6.1 1.6 0.1 1.6 12.00 0.95 @BL 11 11 11 11 11 11 11 11 11 13-66.75 2 AV2 0 0 23.1 6.1 1.6 0.2 1.1 6.00 0.95 STD 0 0 0.1 0.1 0.0 0.0 0.0 0.00 0.00 MAX 0 0 23.3 6.1 1.6 0.2 1.1 6.00 0.95 @BL 12 12 12 13 13 13 13 12 12 14-67.75 1 AV1 0 0 25.3 6.2 1.6 0.1 1.7 12.01 0.94 MAX 0 0 25.3 6.2 1.6 0.1 1.7 12.01 0.94 @BL 14 14 14 14 14 14 14 14 14 16-68.75 2 AV2 0 0 23.8 6.1 1.7 0.2 1.2 6.00 0.94 STD 0 0 0.1 0.2 0.0 0.0 0.0 0.00 0.00 MAX 0 0 23.9 6.3 1.7 0.2 1.2 6.00 0.95 @BL 15 15 15 15 15 15 15 15 16 17-69.75 1 AV1 0 0 30.6 6.3 1.7 0.1 1.7 12.00 0.95 MAX 0 0 30.7 6.3 1.7 0.1 1.7 12.00 0.95 @BL 17 17 17 17 17 17 17 17 17 19-70.75 2 AV2 0 0 26.0 6.4 1.7 0.3 1.3 6.00 0.95 STD 0 0 0.9 0.0 0.0 0.0 0.0 0.00 0.00 MAX 0 0 26.9 6.4 1.8 0.3 1.3 6.00 0.95 @BL 18 18 19 18 19 19 19 18 19 21-71.75 2 AV2 0 0 26.3 6.3 1.7 0.3 1.3 6.00 0.95 STD 0 0 1.0 0.1 0.0 0.0 0.0 0.00 0.00 MAX 0 0 27.3 6.5 1.8 0.3 1.3 6.00 0.95 @BL 20 20 21 20 20 21 20 20 21 23-72.75 2 AV2 0 0 32.7 6.4 1.8 0.3 1.3 6.00 0.95 STD 0 0 0.4 0.0 0.0 0.0 0.0 0.00 0.00 MAX 0 0 33.1 6.5 1.8 0.3 1.4 6.00 0.95 @BL 22 22 23 22 23 23 22 22 23

S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 153.5 (B-C) Installation from -57.75 to -81.25 ft 100-ft Long, 12-in. Square PSC OP: KLM Test date: 20-Jun-2011 BL# Elev. BLC TYPE RX6 RX9 EMX STK CSX CSB TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] 37-73.75 14 AV14 188 187 24.5 7.1 1.8 0.5 1.0 0.86 0.96 STD 30 31 2.7 1.6 0.1 0.0 0.1 0.00 0.00 MAX 223 223 27.6 12.5 1.9 0.6 1.2 0.86 0.97 @BL 33 33 24 37 30 29 30 24 33 49-74.75 12 AV12 213 213 23.8 6.3 1.8 0.5 1.1 1.00 0.95 STD 5 5 0.5 0.1 0.0 0.0 0.0 0.00 0.00 MAX 223 223 24.6 6.4 1.8 0.5 1.2 1.00 0.96 @BL 45 45 47 45 47 45 47 38 42 65-75.75 16 AV16 230 230 24.5 6.4 1.8 0.5 1.2 0.75 0.95 STD 7 7 0.7 1.8 0.0 0.0 0.0 0.00 0.00 MAX 239 239 26.0 11.5 1.9 0.6 1.2 0.75 0.96 @BL 61 61 53 51 53 61 53 50 61 89-76.75 24 AV24 243 243 25.1 6.3 1.9 0.6 1.2 0.50 0.95 STD 5 5 0.6 1.0 0.0 0.0 0.0 0.00 0.01 MAX 261 261 26.7 6.8 1.9 0.6 1.3 0.50 0.97 @BL 89 89 89 89 89 89 89 66 75 113-77.75 24 AV24 257 256 25.9 6.1 1.9 0.6 1.3 0.50 0.95 STD 20 20 1.5 2.3 0.0 0.0 0.0 0.00 0.01 MAX 270 270 32.7 13.2 1.9 0.6 1.4 0.50 0.97 @BL 105 105 113 108 111 91 113 90 112 153-78.75 40 AV40 262 261 26.5 6.7 1.9 0.5 1.3 0.30 0.95 STD 7 7 0.6 1.0 0.0 0.0 0.0 0.00 0.01 MAX 281 279 28.3 12.8 2.0 0.6 1.3 0.30 0.97 @BL 146 146 146 122 146 146 146 116 124 189-79.75 36 AV36 273 272 26.9 6.7 1.9 0.6 1.3 0.33 0.95 STD 6 6 0.7 0.1 0.0 0.0 0.0 0.00 0.01 MAX 283 283 28.2 6.9 2.0 0.6 1.3 0.33 0.97 @BL 183 183 172 184 183 183 158 154 177 226-80.75 37 AV37 291 286 27.1 6.8 1.9 0.6 1.3 0.32 0.96 STD 17 14 0.6 0.1 0.0 0.0 0.0 0.00 0.01 MAX 335 315 28.3 7.0 2.0 0.7 1.3 0.32 0.97 @BL 201 201 221 201 201 201 213 190 195 291-81.25 130 AV65 271 271 26.6 6.6 1.9 0.6 1.3 0.09 0.96 STD 10 10 1.2 0.1 0.0 0.0 0.0 0.00 0.01 MAX 287 287 28.3 6.9 2.0 0.6 1.3 0.09 0.97 @BL 252 252 252 279 252 279 252 227 255 Average 239 238 26.0 6.5 1.8 0.5 1.2 0.97 0.95 Std. Dev. 75 75 1.7 1.0 0.1 0.1 0.1 2.17 0.01 Maximum 335 315 33.1 13.2 2.0 0.7 1.7 12.01 0.97 @ Blow# 201 201 23 108 201 201 17 3 112 Total number of blows analyzed: 291 BL# Elev. Comments 1-58.25 New 14-in. pile cushion; Hammer operated on Fuel Setting No. 2 (1 - lowest, 4 - highest) Time Summary Drive 15 minutes 22 seconds 11:20:28 AM - 11:35:50 AM (6/20/2011) BN 1-291

PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 153.5 (B-C) Restrike at -81.25 ft 100-ft Long, 12-in. Square PSC Test date: 11-Jul-2011-81.0 0 RX6 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.6) Max Transferred Energy Max Measured Compr. Stress 150 300 450 600 0 27 54 81 108 0.00 0.75 1.50 2.25 3.00 1 2-82.0 E l e v a t i o n -83.0-84.0-85.0 0 50 100 150 200 0 3 6 9 12 0.0 0.3 0.6 0.9 1.2 BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - Used 14-in. cushion, Fuel Setting No. 4, Blow Counts: 1" - 14, 2" - 4, 3" - 5, 4" - 5 2 - Stopped 6 minutes to make adjustments to force gage

S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 153.5 (B-C) Restrike at -81.25 ft 100-ft Long, 12-in. Square PSC OP: KLM Test date: 11-Jul-2011 AR: 576.00 in^2 SP: 0.150 k/ft3 LE: 96.00 ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX6: Max Case Method Capacity (JC=0.6) EMX: Max Transferred Energy STK: O.E. Diesel Hammer Stroke CSI: Max F1 or F2 Compr. Stress TSX: Tension Stress Maximum DFN: Final Displacement FVP: Force/Velocity proportionality CSX: Max Measured Compr. Stress BL# Elev. BLC TYPE RX9 RX6 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] 14-81.25 168 AV14 531 534 18.3 8.4 1.5 1.7 0.6 0.07 0.68 STD 64 64 3.8 0.5 0.2 0.2 0.2 0.00 0.09 MAX 613 617 21.5 9.6 1.7 2.2 0.9 0.07 0.84 @BL 14 14 7 14 7 14 14 1 1 18-81.33 48 AV4 589 589 11.6 8.5 1.1 1.4 0.7 0.25 0.32 STD 138 138 6.7 0.2 0.6 0.8 0.3 0.00 0.50 MAX 825 825 15.7 8.8 1.5 2.0 0.9 0.25 0.77 @BL 18 18 15 15 17 15 15 18 17 23-81.42 60 AV5 560 561 28.7 8.6 2.0 2.3 0.6 0.20 1.03 STD 25 25 5.6 0.6 0.3 0.3 0.2 0.00 0.01 MAX 591 592 34.1 9.4 2.3 2.6 0.8 0.20 1.04 @BL 20 20 20 20 22 22 22 19 19 28-81.50 60 AV5 555 556 31.5 8.5 2.2 2.4 0.8 0.20 1.02 STD 4 4 0.6 0.1 0.0 0.0 0.0 0.00 0.01 MAX 560 560 32.4 8.6 2.2 2.5 0.9 0.20 1.04 @BL 25 24 26 26 28 26 28 24 25 35-81.58 84 AV7 542 543 31.2 8.4 2.2 2.4 0.9 0.14 1.02 STD 4 4 0.9 0.2 0.0 0.0 0.0 0.00 0.01 MAX 548 548 31.9 8.6 2.2 2.5 0.9 0.14 1.04 @BL 29 29 35 32 35 32 35 34 33 40-81.67 60 AV5 533 533 30.5 8.2 2.2 2.4 0.9 0.20 1.02 STD 4 4 0.5 0.1 0.0 0.0 0.0 0.00 0.01 MAX 537 537 31.0 8.4 2.2 2.4 0.9 0.20 1.04 @BL 37 37 40 37 37 39 39 36 36 44-81.75 48 AV4 529 529 31.0 8.4 2.2 2.4 0.9 0.25 1.02 STD 5 5 0.9 0.2 0.0 0.1 0.0 0.00 0.01 MAX 536 537 32.1 8.6 2.2 2.5 1.0 0.25 1.03 @BL 43 43 43 43 43 43 43 41 42 50-81.83 72 AV6 529 529 30.5 8.2 2.2 2.3 0.9 0.17 1.03 STD 6 6 1.4 0.2 0.1 0.1 0.0 0.00 0.01 MAX 534 535 32.1 8.7 2.3 2.4 1.0 0.17 1.04 @BL 47 48 48 48 48 48 48 50 45 56-81.92 72 AV6 522 523 30.9 8.3 2.2 2.3 1.0 0.17 1.02 STD 4 4 1.0 0.2 0.0 0.1 0.0 0.00 0.01 MAX 529 529 32.1 8.6 2.2 2.4 1.0 0.17 1.04 @BL 51 51 53 51 51 51 53 51 56 62-82.00 72 AV6 516 517 30.4 8.3 2.2 2.3 1.0 0.17 1.02 STD 6 6 1.3 0.3 0.1 0.1 0.0 0.00 0.01 MAX 526 526 32.3 8.5 2.3 2.4 1.0 0.17 1.03 @BL 59 59 59 59 59 59 59 57 58 124-83.00 62 AV62 488 488 29.8 8.1 2.1 2.2 1.0 0.19 1.03 STD 15 15 1.0 0.2 0.1 0.1 0.0 0.00 0.01 MAX 515 515 32.0 8.6 2.2 2.3 1.1 0.20 1.04 @BL 68 68 68 78 68 63 115 88 101 191-84.00 67 AV67 447 447 29.7 8.1 2.0 2.2 1.0 0.18 1.04 STD 10 10 1.1 0.2 0.1 0.1 0.1 0.00 0.01 MAX 473 473 32.1 8.6 2.2 2.3 1.1 0.18 1.05 @BL 125 125 130 191 130 152 130 139 185 311-84.75 160 AV120 376 377 28.9 7.9 2.0 2.1 1.0 0.08 1.03 STD 39 39 2.7 0.5 0.1 0.2 0.1 0.00 0.01 MAX 441 443 32.4 8.7 2.1 2.4 1.2 0.08 1.05 @BL 197 197 284 197 287 197 284 193 311

S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 153.5 (B-C) Restrike at -81.25 ft 100-ft Long, 12-in. Square PSC OP: KLM Test date: 11-Jul-2011 RX9 RX6 EMX STK CSX CSI TSX DFN FVP kips kips k-ft ft ksi ksi ksi in [] Average 446 446 28.8 8.1 2.0 2.1 1.0 0.14 1.01 Std. Dev. 71 71 3.9 0.4 0.2 0.2 0.1 0.06 0.12 Maximum 825 825 34.1 9.6 2.3 2.6 1.2 0.25 1.05 @ Blow# 18 18 20 14 22 22 284 18 311 Total number of blows analyzed: 311 BL# Elev. Comments 1-81.17 Used 14-in. cushion, Fuel Setting No. 4, Blow Counts: 1" - 14, 2" - 4, 3" - 5, 4" - 5 17-81.31 Stopped 6 minutes to make adjustments to force gage Time Summary Drive 15 minutes 17 seconds 3:07:49 PM - 3:23:06 PM (7/11/2011) BN 1-311

PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 120.5 (A-B) Installation 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger Test date: 30-Jun-2011-55.0 0 RX9 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.9) Max Transferred Energy Max Measured Compr. Stress 225 450 675 900 0 30 60 90 120 0.00 0.75 1.50 2.25 3.00 1-59.0 E l e v a t i o n -63.0-67.0 2-71.0 34 5-75.0 0 125 250 375 500 0 3 6 9 12 0.0 0.3 0.6 0.9 1.2 BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14-in cushion; Hammer operated on Fuel Setting No. 1 (1 - lowest, 4 - highest) 4 - Reduced Fuel Setting to No. 2 due to high tensile stresses 2 - Increased to Fuel Setting No. 2 5 - Stopped due to high tensile stresses (43 minutes); Contractor installed new 14-in. pile cushion 3 - Increased to Fuel Setting No. 3

S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 120.5 (A-B) Installation 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger OP: KLM Test date: 30-Jun-2011 AR: 576.00 in^2 SP: 0.150 k/ft3 LE: 97.00 ft EM: 6,166 ksi WS: 13,800.0 f/s JC: 0.90 RX6: Max Case Method Capacity (JC=0.6) RX9: Max Case Method Capacity (JC=0.9) EMX: Max Transferred Energy STK: O.E. Diesel Hammer Stroke CSB: Compression Stress at Bottom TSX: Tension Stress Maximum DFN: Final Displacement FVP: Force/Velocity proportionality CSX: Max Measured Compr. Stress BL# Elev. BLC TYPE RX6 RX9 EMX STK CSX CSB TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] 25-64.9 2 AV25 0 0 16.3 5.5 1.2 0.2 0.7 4.80 0.99 STD 0 0 3.9 0.7 0.1 0.0 0.1 0.00 0.01 MAX 0 0 24.5 7.1 1.4 0.2 0.8 4.81 1.01 @BL 1 1 8 6 10 6 13 1 8 60-65.9 35 AV35 142 135 15.4 5.5 1.4 0.4 0.6 0.34 1.01 STD 58 66 1.3 0.2 0.1 0.1 0.1 0.00 0.01 MAX 207 202 17.3 6.0 1.5 0.5 0.8 0.34 1.03 @BL 48 48 27 36 48 55 27 33 47 97-66.9 37 AV37 196 196 15.5 5.5 1.4 0.4 0.7 0.32 1.01 STD 6 6 0.8 0.1 0.0 0.0 0.0 0.00 0.00 MAX 209 208 17.6 5.8 1.5 0.5 0.8 0.32 1.02 @BL 96 96 96 96 96 64 96 61 68 137-67.9 40 AV40 202 202 15.9 5.5 1.4 0.4 0.7 0.30 1.01 STD 2 2 0.5 0.1 0.0 0.0 0.0 0.00 0.01 MAX 208 207 17.0 5.7 1.5 0.4 0.8 0.30 1.02 @BL 125 125 117 111 111 110 111 98 110 209-68.9 72 AV72 220 220 17.6 5.8 1.5 0.4 0.8 0.17 1.02 STD 19 19 2.9 0.5 0.1 0.0 0.1 0.00 0.00 MAX 265 265 22.9 6.8 1.7 0.5 1.0 0.17 1.03 @BL 188 188 192 188 207 187 207 138 187 329-69.9 120 AV120 225 224 23.0 6.4 1.7 0.4 1.0 0.10 1.02 STD 6 6 0.7 0.1 0.0 0.0 0.0 0.00 0.00 MAX 240 240 24.9 6.7 1.8 0.5 1.1 0.10 1.02 @BL 210 211 285 263 285 307 285 210 290 563-70.9 234 AV234 214 213 24.0 6.5 1.7 0.4 1.0 0.05 1.01 STD 5 5 0.6 0.1 0.0 0.0 0.0 0.00 0.01 MAX 228 228 25.5 6.7 1.8 0.5 1.1 0.05 1.02 @BL 375 375 495 375 375 353 375 338 338 849-71.9 286 AV286 233 233 26.0 6.7 1.8 0.5 1.1 0.04 1.01 STD 17 17 2.1 0.3 0.1 0.0 0.1 0.00 0.01 MAX 275 274 32.5 7.6 2.0 0.5 1.2 0.04 1.03 @BL 688 688 659 639 669 685 669 564 849 1189-72.9 340 AV340 292 292 26.7 6.7 2.0 0.5 1.2 0.03 1.02 STD 26 26 1.2 0.1 0.1 0.0 0.1 0.00 0.01 MAX 348 347 29.3 6.9 2.1 0.6 1.3 0.04 1.03 @BL 1173 1176 1174 1157 1173 1174 1176 851 948 1566-73.9 377 AV377 255 255 23.9 6.6 1.8 0.5 1.0 0.03 1.02 STD 15 15 1.4 0.1 0.1 0.0 0.1 0.00 0.01 MAX 361 361 29.7 7.0 2.2 0.7 1.3 0.03 1.04 @BL 1190 1190 1192 1190 1190 1192 1190 1198 1198 1851-74.6 407 AV285 260 259 24.7 6.8 1.8 0.5 1.0 0.03 1.02 STD 8 8 0.7 0.1 0.0 0.0 0.0 0.00 0.01 MAX 297 297 27.7 7.3 2.0 0.5 1.1 0.03 1.04 @BL 1847 1847 1847 1847 1847 1847 1847 1567 1585 1852-74.6 407 AV1 118 118 5.1 3.9 0.6 0.2 0.2 0.03 1.00 MAX 118 118 5.1 3.9 0.6 0.2 0.2 0.03 1.00 @BL 1852 1852 1852 1852 1852 1852 1852 1852 1852 Average 243 242 24.0 6.5 1.8 0.5 1.0 0.13 1.02 Std. Dev. 46 46 3.3 0.4 0.2 0.1 0.1 0.55 0.01 Maximum 361 361 32.5 7.6 2.2 0.7 1.3 4.81 1.04 @ Blow# 1190 1190 659 639 1190 1192 1190 1 1198 Total number of blows analyzed: 1852 BL# Elev. Comments 1-55.3 New 14-in cushion; Hammer operated on Fuel Setting No. 1 (1 - lowest, 4 - highest) 187-68.6 Increased to Fuel Setting No. 2

S&ME, Inc. Case Method Results Structural Repairs at TC Dock - Bent 120.5 (A-B) Installation OP: KLM BL# Elev. Comments Page 2 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger Test date: 30-Jun-2011 628-71.1 Increased to Fuel Setting No. 3 688-71.3 Reduced Fuel Setting to No. 2 due to high tensile stresses 1198-72.9 Stopped due to high tensile stresses (43 minutes); Contractor installed new 14-in. pile cushion Time Summary Drive 30 minutes 6 seconds 3:57:03 PM - 4:27:09 PM (6/30/2011) BN 1-1197 Stop 42 minutes 58 seconds 4:27:09 PM - 5:10:07 PM Drive 14 minutes 20 seconds 5:10:07 PM - 5:24:27 PM BN 1198-1852 Total time [1:27:24] = (Driving [0:44:26] + Stop [0:42:58])

PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 120.5 (A-B) Restrike at -74.5 ft 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger Test date: 11-Jul-2011-74.5 0 RX6 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.6) Max Transferred Energy Max Measured Compr. Stress 225 450 675 900 0 27 54 81 108 0.00 0.75 1.50 2.25 3.00 1-75.0 E l e v a t i o n -75.5-76.0 0 8 15 23 30 0 3 6 9 12 0.0 0.3 0.6 0.9 1.2 BLC (blows/in) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14-in. cushion, Fuel Setting No. 4, Blow Counts: 1" - 15, 2" - 15, 3" - 11, 4" - 19

S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 120.5 (A-B) Restrike at -74.5 ft 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger OP: KLM Test date: 11-Jul-2011 AR: 576.00 in^2 SP: 0.150 k/ft3 LE: 97.00 ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX6: Max Case Method Capacity (JC=0.6) EMX: Max Transferred Energy STK: O.E. Diesel Hammer Stroke CSI: Max F1 or F2 Compr. Stress TSX: Tension Stress Maximum DFN: Final Displacement FVP: Force/Velocity proportionality CSX: Max Measured Compr. Stress BL# Elev. BLC RX9 RX6 EMX STK CSX CSI TSX DFN FVP bl/in kips kips k-ft ft ksi ksi ksi in [] 1-74.61 15 445 492 7.8 0.0 0.8 0.9 0.5 0.07 1.09 4-74.62 15 621 646 19.4 8.0 1.3 1.5 0.2 0.07 1.03 7-74.64 15 640 641 22.9 8.4 1.6 1.7 0.1 0.07 1.03 10-74.66 15 621 626 25.3 8.1 1.7 1.9 0.1 0.07 1.02 13-74.67 15 593 594 25.6 8.4 1.8 2.0 0.1 0.07 1.02 16-74.69 15 568 573 25.9 8.2 1.9 2.0 0.2 0.07 1.02 19-74.71 15 561 561 26.7 8.3 2.0 2.1 0.2 0.07 1.02 22-74.72 15 560 561 26.7 8.2 2.0 2.1 0.3 0.07 1.02 25-74.74 15 561 563 29.7 8.8 2.1 2.2 0.4 0.07 1.02 28-74.76 15 533 533 27.5 8.7 2.1 2.2 0.4 0.07 1.03 31-74.77 11 538 538 30.3 8.9 2.2 2.3 0.5 0.09 1.02 34-74.80 11 520 523 29.2 8.6 2.1 2.2 0.5 0.09 1.02 37-74.82 11 530 530 29.2 8.5 2.1 2.3 0.5 0.09 1.02 40-74.84 11 541 542 30.0 8.7 2.2 2.3 0.5 0.09 1.02 43-74.86 19 549 549 30.4 8.7 2.2 2.3 0.5 0.05 1.02 46-74.87 19 553 553 31.5 8.7 2.2 2.3 0.6 0.05 1.01 49-74.89 19 560 560 31.3 8.8 2.2 2.4 0.6 0.05 1.02 52-74.90 19 557 558 31.6 8.9 2.2 2.4 0.6 0.05 1.02 55-74.91 19 533 533 30.1 8.5 2.1 2.3 0.6 0.05 1.02 58-74.92 19 540 542 30.4 8.6 2.2 2.3 0.6 0.05 1.01 61-74.94 19 529 529 29.5 8.4 2.1 2.3 0.6 0.05 1.01 64-74.95 19 526 528 28.7 8.5 2.2 2.3 0.6 0.05 1.02 67-74.96 19 524 527 29.3 8.6 2.2 2.3 0.7 0.05 1.02 70-74.98 19 515 515 27.0 8.2 2.1 2.2 0.6 0.05 1.02 73-74.99 19 523 526 29.4 8.4 2.2 2.3 0.7 0.05 1.02 76-75.00 19 543 543 32.9 9.1 2.3 2.4 0.7 0.05 1.02 79-75.02 19 520 522 28.7 8.3 2.1 2.2 0.7 0.05 1.03 82-75.03 18 534 535 31.9 8.7 2.2 2.4 0.7 0.06 1.01 85-75.04 18 511 511 29.2 8.4 2.1 2.3 0.7 0.06 1.02 88-75.06 18 512 513 29.3 8.6 2.2 2.3 0.7 0.06 1.02 91-75.07 18 504 506 27.7 8.0 2.0 2.1 0.7 0.06 1.01 94-75.09 18 512 512 29.9 8.5 2.2 2.3 0.7 0.06 1.02 97-75.10 18 497 497 27.6 8.2 2.1 2.2 0.7 0.06 1.03 100-75.12 13 508 508 29.5 8.5 2.1 2.3 0.7 0.08 1.01 103-75.14 13 502 502 28.2 8.1 2.1 2.2 0.7 0.08 1.03 106-75.16 13 515 515 31.5 8.9 2.2 2.4 0.8 0.08 1.02 109-75.18 13 506 506 30.4 8.7 2.2 2.3 0.8 0.08 1.02 112-75.20 13 503 503 31.6 8.7 2.2 2.3 0.8 0.08 1.01 115-75.22 13 501 501 31.6 8.6 2.2 2.3 0.8 0.08 1.01 118-75.23 13 468 470 26.4 7.8 2.0 2.1 0.7 0.08 1.03 121-75.25 13 471 472 27.3 8.0 2.0 2.1 0.7 0.08 1.03 124-75.27 11 473 474 29.4 8.3 2.1 2.2 0.8 0.09 1.02 127-75.30 11 476 477 28.6 8.4 2.1 2.2 0.8 0.09 1.02 130-75.32 11 492 497 32.2 8.9 2.2 2.4 0.9 0.09 1.02 133-75.34 11 488 490 30.2 8.5 2.2 2.3 0.8 0.09 1.02 136-75.36 17 474 474 28.8 8.4 2.1 2.3 0.8 0.06 1.02 139-75.37 17 475 477 29.8 8.5 2.1 2.3 0.8 0.06 1.02 142-75.39 17 470 472 30.1 8.4 2.1 2.3 0.8 0.06 1.02 145-75.40 17 458 459 28.8 8.2 2.0 2.2 0.8 0.06 1.02 148-75.42 17 464 465 29.6 8.5 2.1 2.3 0.8 0.06 1.02 151-75.43 17 471 472 32.0 8.7 2.2 2.3 0.9 0.06 1.01 154-75.45 16 442 443 28.4 8.1 2.0 2.2 0.8 0.06 1.02 157-75.46 16 457 459 30.8 8.7 2.2 2.3 0.9 0.06 1.02 160-75.48 16 441 442 28.7 8.3 2.1 2.2 0.8 0.06 1.03 163-75.50 16 449 450 29.9 8.4 2.1 2.3 0.9 0.06 1.03 166-75.51 16 417 417 28.3 8.0 2.0 2.1 0.8 0.06 1.01 169-75.53 15 446 448 30.9 8.6 2.1 2.3 0.9 0.07 1.02 172-75.54 15 438 439 29.8 8.4 2.1 2.3 0.9 0.07 1.02 175-75.56 15 428 428 26.9 8.2 2.0 2.2 0.8 0.07 1.02 178-75.58 15 444 445 31.5 8.6 2.1 2.3 0.9 0.06 1.01 181-75.59 15 426 426 30.2 8.4 2.1 2.3 0.9 0.07 1.02 184-75.61 17 435 435 29.9 8.6 2.1 2.3 0.9 0.06 1.02

S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver. 2010.2 - Printed: 18-Jul-2011 Structural Repairs at TC Dock - Bent 120.5 (A-B) Restrike at -74.5 ft 100-ft long, 24-in. Sq. PSC with 10-ft HP12x53 stinger OP: KLM Test date: 11-Jul-2011 BL# Elev. BLC RX9 RX6 EMX STK CSX CSI TSX DFN FVP bl/in kips kips k-ft ft ksi ksi ksi in [] 187-75.62 17 411 411 27.6 8.1 2.0 2.2 0.9 0.06 1.02 190-75.64 17 404 406 29.0 8.2 2.0 2.2 0.9 0.06 1.02 193-75.65 17 395 395 26.9 7.9 1.9 2.1 0.8 0.06 1.01 196-75.67 17 417 417 30.5 8.5 2.1 2.3 0.9 0.06 1.01 199-75.68 17 393 394 27.3 8.1 2.0 2.2 0.8 0.06 1.02 202-75.70 21 390 391 28.5 8.1 2.0 2.1 0.8 0.05 1.01 205-75.71 21 408 409 30.2 8.5 2.1 2.3 0.9 0.05 1.01 208-75.72 21 418 419 30.3 8.6 2.1 2.3 0.9 0.05 1.01 211-75.73 21 397 397 29.8 8.4 2.1 2.3 0.9 0.05 1.02 214-75.74 21 390 393 28.1 8.5 2.1 2.3 0.9 0.05 1.02 217-75.75 21 386 387 28.8 8.3 2.0 2.2 0.9 0.05 1.02 220-75.77 21 399 399 30.6 8.4 2.1 2.3 0.9 0.05 1.01 223-75.78 21 374 377 29.0 8.2 2.0 2.2 0.9 0.05 1.02 226-75.79 21 395 396 29.9 8.4 2.1 2.3 0.9 0.05 1.02 229-75.80 21 368 371 27.7 8.0 2.0 2.2 0.8 0.05 1.02 232-75.81 21 392 392 29.6 8.4 2.1 2.3 0.9 0.05 1.02 235-75.83 21 378 382 29.9 8.3 2.0 2.2 0.9 0.05 1.01 238-75.84 21 363 368 28.6 8.1 2.0 2.2 0.9 0.05 1.02 241-75.85 21 355 357 22.8 8.4 1.9 2.1 0.9 0.05 1.03 Average 481 483 28.9 8.4 2.1 2.2 0.7 0.06 1.02 Std. Dev. 67 69 2.7 0.3 0.2 0.2 0.2 0.01 0.01 Maximum 645 660 33.5 9.1 2.3 2.4 0.9 0.09 1.09 @ Blow# 5 5 75 76 76 76 221 35 1 Total number of blows analyzed: 241 BL# Elev. Comments 1-74.61 New 14-in. cushion, Fuel Setting No. 4, Blow Counts: 1" - 15, 2" - 15, 3" - 11, 4" - 19 Time Summary Drive 5 minutes 52 seconds 12:33:22 PM - 12:39:14 PM (7/11/2011) BN 1-241

CAPWAP Results

TC DOCK; Pile: BENT 153.5 (B-C) RS; 100 FT 24 IN. PSC; Blow: 20 (Test: 11-Jul-2011 15:16:) 18-Jul-2011 S&ME, Inc. CAPWAP(R) 2006-3 1600 kips Force Msd Force Cpt 1600 kips Force Msd Velocity Msd 800 800 5 115 ms 0 11 L/c 0 5 115 11 L/c ms -800-800 Load (kips) 0 200 400 600 800 0.000 Pile Top Bottom 16 12 Shaft Resistance Distribution Displacement (in) 0.400 0.800 Ru = 610.2 kips Rs = 352.8 kips Rb = 257.4 kips Dy = 0.89 in Dx = 1.09 in kips/ft 8 4 0 200 Pile Force at Ru kips 400 1.200 600 800 1.600 CAPWAP(R) 2006-3 Licensed to S&ME, Inc.

TC DOCK; Pile: BENT 153.5 (B-C) RS Test: 11-Jul-2011 15:16: 100 FT 24 IN. PSC; Blow: 20 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM CAPWAP SUMMARY RESULTS Total CAPWAP Capacity: 610.2; along Shaft 352.8; at Toe 257.4 kips Soil Dist. Depth Ru Force Sum Unit Unit Smith Sgmnt Below Below in Pile of Resist. Resist. Damping No. Gages Grade Ru (Depth) (Area) Factor ft ft kips kips kips kips/ft ksf s/ft 610.2 1 49.7 7.0 37.1 573.1 37.1 5.33 0.67 0.204 2 56.3 13.6 37.2 535.9 74.3 5.62 0.70 0.204 3 62.9 20.2 32.4 503.5 106.7 4.89 0.61 0.204 4 69.5 26.8 32.4 471.1 139.1 4.89 0.61 0.204 5 76.1 33.4 28.7 442.4 167.8 4.33 0.54 0.204 6 82.8 40.1 55.5 386.9 223.3 8.38 1.05 0.204 7 89.4 46.7 60.3 326.6 283.6 9.11 1.14 0.204 8 96.0 53.3 69.2 257.4 352.8 10.45 1.31 0.204 Avg. Shaft 44.1 6.62 0.83 0.204 Toe 257.4 64.35 0.175 Soil Model Parameters/Extensions Shaft Toe Quake (in) 0.292 0.548 Case Damping Factor 0.286 0.179 Damping Type Smith Unloading Quake (% of loading quake) 100 178 Reloading Level (% of Ru) 100 100 Unloading Level (% of Ru) 19 Resistance Gap (included in Toe Quake) (in) 0.307 Soil Plug Weight (kips) 0.05 CAPWAP match quality = 2.06 (Wave Up Match) ; RSA = 0 Observed: final set = 0.200 in; blow count = 60 b/ft Computed: final set = 0.161 in; blow count = 75 b/ft max. Top Comp. Stress = 2.24 ksi (T= 31.1 ms, max= 1.065 x Top) max. Comp. Stress = 2.39 ksi (Z= 49.7 ft, T= 34.8 ms) max. Tens. Stress = -0.77 ksi (Z= 33.1 ft, T= 42.4 ms) max. Energy (EMX) = 34.0 kip-ft; max. Measured Top Displ. (DMX)= 0.67 in Page 1 Analysis: 18-Jul-2011

TC DOCK; Pile: BENT 153.5 (B-C) RS Test: 11-Jul-2011 15:16: 100 FT 24 IN. PSC; Blow: 20 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM 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 1291.0-83.5 2.24-0.15 33.96 5.1 0.690 2 6.6 1290.8-150.7 2.24-0.26 33.94 5.1 0.688 4 13.2 1291.8-259.0 2.24-0.45 33.87 5.1 0.682 6 19.9 1297.0-327.4 2.25-0.57 33.69 5.1 0.672 8 26.5 1308.2-388.9 2.27-0.68 33.38 5.1 0.659 10 33.1 1323.5-446.4 2.30-0.77 33.17 5.0 0.643 12 39.7 1340.9-419.6 2.33-0.73 32.84 4.9 0.626 14 46.3 1362.7-360.9 2.37-0.63 32.32 4.9 0.608 16 53.0 1320.0-361.9 2.29-0.63 29.65 4.8 0.590 17 56.3 1318.1-309.0 2.29-0.54 29.24 4.8 0.581 18 59.6 1228.3-296.5 2.13-0.51 26.73 5.1 0.574 19 62.9 1176.2-214.2 2.04-0.37 26.20 5.3 0.569 20 66.2 1050.3-176.3 1.82-0.31 23.75 5.7 0.568 21 69.5 978.5-105.2 1.70-0.18 23.06 6.0 0.566 22 72.8 892.6-98.1 1.55-0.17 20.64 6.3 0.565 23 76.1 827.4-100.5 1.44-0.17 20.60 6.6 0.563 24 79.4 718.1-94.8 1.25-0.16 18.38 6.7 0.561 25 82.8 637.9-91.3 1.11-0.16 18.36 6.8 0.559 26 86.1 494.4-70.1 0.86-0.12 14.04 6.8 0.557 27 89.4 453.8-55.1 0.79-0.10 14.01 7.0 0.554 28 92.7 377.0-25.3 0.65-0.04 9.27 7.2 0.551 29 96.0 402.3-17.4 0.70-0.03 4.15 7.2 0.548 Absolute 49.7 2.39 (T = 34.8 ms) 33.1-0.77 (T = 42.4 ms) Page 2 Analysis: 18-Jul-2011

TC DOCK; Pile: BENT 153.5 (B-C) RS Test: 11-Jul-2011 15:16: 100 FT 24 IN. PSC; Blow: 20 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM CASE METHOD J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 RX 855.2 692.8 619.7 593.4 592.4 592.1 591.9 591.6 591.3 591.1 RU 719.7 572.6 425.5 278.4 131.4 0.0 0.0 0.0 0.0 0.0 RAU = 587.4 (kips); RA2 = 614.0 (kips) Current CAPWAP Ru = 610.2 (kips); J(RX) = 0.24 VMX TVP VT1*Z FT1 FMX DMX DFN SET EMX QUS ft/s ms kips kips kips in in in kip-ft kips 5.17 30.90 57.8 66.6 1321.1 0.672 0.200 0.200 34.1 939.6 PILE PROFILE AND PILE MODEL Depth Area E-Modulus Spec. Weight Perim. ft in 2 ksi lb/ft 3 ft 0.00 576.00 5899.0 150.000 8.000 96.00 576.00 5899.0 150.000 8.000 Toe Area 4.000 ft 2 Top Segment Length 3.31 ft, Top Impedance 251.76 kips/ft/s Pile Damping 2.0 %, Time Incr 0.245 ms, Wave Speed 13500.0 ft/s, 2L/c 14.2 ms Page 3 Analysis: 18-Jul-2011

TC DOCK; Pile: BENT 120.5 (A-B) RS; 100 FT 24 IN. PSC; Blow: 3 (Test: 11-Jul-2011 12:33:) 18-Jul-2011 S&ME, Inc. CAPWAP(R) 2006-3 1200 kips Force Msd Force Cpt 1200 kips Force Msd Velocity Msd 600 600 5 145 ms 0 14 L/c 0 5 145 14 L/c ms -600-600 Pile Load (kips) 0 200 400 600 800 0.000 Pile Top Bottom 28 21 Shaft Resistance Distribution Displacement (in) 0.200 0.400 Ru = 723.3 kips Rs = 503.3 kips Rb = 220.0 kips Dy = 0.45 in Dx = 0.52 in kips/ft 14 7 0 200 Pile Force at Ru kips 400 0.600 600 800 0.800 CAPWAP(R) 2006-3 Licensed to S&ME, Inc.

TC DOCK; Pile: BENT 120.5 (A-B) RS Test: 11-Jul-2011 12:33: 100 FT 24 IN. PSC; Blow: 3 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM CAPWAP SUMMARY RESULTS Total CAPWAP Capacity: 723.3; along Shaft 503.3; at Toe 220.0 kips Soil Dist. Depth Ru Force Sum Unit Unit Smith Sgmnt Below Below in Pile of Resist. Resist. Damping No. Gages Grade Ru (Depth) (Area) Factor ft ft kips kips kips kips/ft ksf s/ft 723.3 1 59.1 3.1 54.7 668.6 54.7 17.76 2.22 0.300 2 65.6 9.6 58.3 610.3 113.0 8.88 1.11 0.300 3 72.2 16.2 49.9 560.4 162.9 7.60 0.95 0.300 4 78.8 22.8 33.6 526.8 196.5 5.12 0.64 0.300 5 85.3 29.3 32.0 494.8 228.5 4.87 0.61 0.300 6 91.9 35.9 32.6 462.2 261.1 4.97 0.62 0.300 7 98.8 42.8 52.6 409.6 313.7 7.60 1.07 0.300 8 107.0 51.0 189.6 220.0 503.3 23.20 5.80 0.300 Avg. Shaft 62.9 9.87 1.36 0.300 Toe 220.0 220.00 0.024 Soil Model Parameters/Extensions Shaft Toe Quake (in) 0.075 0.103 Case Damping Factor 0.600 0.021 Damping Type Smith Reloading Level (% of Ru) 100 100 Unloading Level (% of Ru) 35 Soil Plug Weight (kips) 0.65 CAPWAP match quality = 2.30 (Wave Up Match) ; RSA = 0 Observed: final set = 0.067 in; blow count = 180 b/ft Computed: final set = 0.061 in; blow count = 196 b/ft max. Top Comp. Stress = 1.20 ksi (T= 35.0 ms, max=25.574 x Top) max. Comp. Stress = 30.80 ksi (Z= 107.0 ft, T= 43.5 ms) max. Tens. Stress = -5.05 ksi (Z= 107.0 ft, T= 69.5 ms) max. Energy (EMX) = 17.2 kip-ft; max. Measured Top Displ. (DMX)= 0.37 in Page 1 Analysis: 18-Jul-2011

TC DOCK; Pile: BENT 120.5 (A-B) RS Test: 11-Jul-2011 12:33: 100 FT 24 IN. PSC; Blow: 3 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM 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 3.3 693.8-25.0 1.20-0.04 17.17 2.5 0.374 2 6.6 701.9-32.4 1.22-0.06 17.14 2.5 0.371 4 13.1 726.0-50.9 1.26-0.09 17.07 2.5 0.365 6 19.7 755.7-62.0 1.31-0.11 16.98 2.5 0.358 8 26.3 780.0-80.4 1.35-0.14 16.87 2.4 0.350 10 32.8 791.4-98.9 1.37-0.17 16.76 2.4 0.342 12 39.4 770.9-113.8 1.34-0.20 16.62 2.3 0.333 14 46.0 789.3-124.3 1.37-0.22 16.45 2.2 0.323 16 52.5 794.1-138.1 1.38-0.24 16.23 2.3 0.312 18 59.1 787.2-142.7 1.37-0.25 16.01 2.2 0.301 20 65.6 689.2-135.8 1.20-0.24 13.97 2.3 0.291 22 72.2 636.0-127.6 1.10-0.22 11.90 2.3 0.281 23 75.5 583.6-113.4 1.01-0.20 10.25 2.3 0.275 24 78.8 606.3-121.2 1.05-0.21 10.14 2.3 0.270 25 82.1 580.6-112.5 1.01-0.20 9.04 2.3 0.264 26 85.3 597.8-115.0 1.04-0.20 8.92 2.2 0.259 27 88.6 565.1-104.8 0.98-0.18 7.91 2.2 0.253 28 91.9 569.9-105.7 0.99-0.18 7.81 2.1 0.248 29 95.2 527.4-96.0 0.92-0.17 6.84 2.1 0.242 30 98.8 540.2-97.5 1.66-0.30 6.67 2.0 0.233 31 102.9 476.9-77.8 30.76-5.02 4.68 1.5 0.189 32 107.0 477.4-78.3 30.80-5.05 1.75 1.1 0.145 Absolute 107.0 30.80 (T = 43.5 ms) 107.0-5.05 (T = 69.5 ms) Page 2 Analysis: 18-Jul-2011

TC DOCK; Pile: BENT 120.5 (A-B) RS Test: 11-Jul-2011 12:33: 100 FT 24 IN. PSC; Blow: 3 CAPWAP(R) 2006-3 S&ME, Inc. OP: KLM CASE METHOD J = 0.0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 RX 917.3 883.1 851.0 818.9 786.8 754.7 722.6 690.6 658.5 630.4 RU 775.7 731.3 686.9 642.5 598.1 553.8 509.4 465.0 420.6 376.2 RAU = 580.4 (kips); RA2 = 785.6 (kips) Current CAPWAP Ru = 723.3 (kips); J(RX) = 0.60 VMX TVP VT1*Z FT1 FMX DMX DFN SET EMX QUS ft/s ms kips kips kips in in in kip-ft kips 2.52 31.36 591.9 627.6 700.1 0.371 0.067 0.067 17.2 940.3 PILE PROFILE AND PILE MODEL Depth Area E-Modulus Spec. Weight Perim. ft in 2 ksi lb/ft 3 ft 0.00 576.00 5899.0 150.000 8.000 97.00 576.00 5899.0 150.000 8.000 97.00 15.50 30000.0 492.000 4.000 107.00 15.50 30000.0 492.000 4.000 Toe Area 1.000 ft 2 Segmnt Dist. Impedance Imped. Tension Compression Perim. Number B.G. Change Slack Eff. Slack Eff. ft kips/ft/s % in in ft 1 3.28 251.76 0.00 0.000 0.000 0.000 0.000 8.000 30 98.83 151.63 0.00 0.000 0.000 0.000 0.000 6.213 31 102.91 27.67 0.00 0.000 0.000 0.000 0.000 4.000 32 107.00 27.67 0.00 0.000 0.000 0.000 0.000 4.000 Pile Damping 2.0 %, Time Incr 0.243 ms, Wave Speed 13753.1 ft/s, 2L/c 15.6 ms Page 3 Analysis: 18-Jul-2011