OF SPECIFICATION SHEET, ONLY NO. (Type, size, model number, etc.) FILE NO. CODE d. e. f. g.

Transcription

1 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. December 22, 2011 N D-1781 (0005) SLONE ASSOCIATES TO TRANSMITTAL NO. NEW SUBMITTAL Theodore Packowski ENS, CEC, USN, ROICC Charleston 56 VIA PREVIOUS TRANSMITTAL NO. (If any) RESUBMITTAL SPECIFICATION SECTION NO. (COVER ONLY ONE SECTION WITH EACH TRANSMITTAL) PROJECT TITLE AND LOCATION 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. 1 Phase 3 Replacement Pile PDA Report S&ME Comments: 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 (Rev. 5/70) SHEET 1 OF 1

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3 HIGH-STRAIN DYNAMIC PILE TESTING REPORT Phase III Replacement Piles Structural Repairs at TC Dock Naval Weapons Station North Charleston, South Carolina S&ME Project No Prepared for: 7582 Stafford Road, #139 North Charleston, South Carolina Attn: Mr. Carlton Diggs Prepared by: 620 Wando Park Boulevard Mt. Pleasant, South Carolina December 20, 2011

4 December 20, 2011 Precon Marine, Inc Stafford Road, #139 North Charleston, South Carolina Attention: Reference: Mr. Carlton Diggs HIGH-STRAIN DYNAMIC PILE TESTING REPORT Phase III Replacement Piles Structural Repairs to TC Dock NWS Charleston North Charleston, South Carolina S&ME Project No Dear Mr. Diggs, We have completed high-strain dynamic pile testing services on four Phase III replacement piles at the Transportation Command (TC) Dock on the Charleston Naval Weapons Station in North Charleston, South Carolina. We understand the four piles were installed to replace two piles that were previously determined to have sustained damage during installation. Our testing services were performed in general accordance with our proposal No dated November 8, Our dynamic testing procedures and detailed results for the tested piles, designated Bent 41.5 (B-C), Bent 43.5 (A-B), Bent 43.5 (B-C), and Bent 45.5 (A-B), are presented in this report. PROJECT INFORMATION Although the tested replacement piles were not in the original design, we understand they are being installed using the same design loading requirements as the other production piles in Phase III. The project plans indicate 24-in. square, PSC piles are required to support a compressive load of 200 kips (100 tons) with a safety factor of 2.25, resulting in an ultimate compressive pile bearing resistance requirement of 450 kips. Per Precon s request, high-strain dynamic testing was performed during installation of the piles at Bent 41.5 Between B & C (Bent 41.5 B-C), Bent 43.5 Between A & B (Bent 43.5 A-B), Bent 43.5 Between B & C (Bent 43.5 B-C), and Bent 45.5 Between A & B (Bent 45.5 A-B). Highstrain dynamic testing during installation was performed primarily to evaluate driving stresses, and secondarily to measure pile bearing resistance. For driven piles bearing in the Cooper Marl, the ultimate (i.e., long-term ) bearing capacity is not achieved during initial driving, but rather some time following driving as excess pore pressures generated during installation dissipate and the pile sets-up. Therefore, additional dynamic testing was performed during final installation (i.e., restrike ) up to 4 days after initial pile installation to measure the increased pile bearing resistance. S&ME, INC. / 620 Wando Park Boulevard, Mt. Pleasant, SC / p / f /

5 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 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 5 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 four 100-ft long, 24-in. square PSC piles at locations Bent 41.5 (B-C), Bent 43.5 (A-B), Bent 43.5 (B-C), and Bent 45.5 (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 some of the pertinent dynamic pile testing details is presented in Table 1 below and explained in more detail in the following paragraphs. 2

6 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 Table 1 Summary of Dynamic Pile Testing Details Pile Name Test Type Test Date Engineer Bent 41.5 (B-C) Bent 43.5 (A-B) Bent 43.5 (B-C) Bent 45.5 (A-B) December 1, 2011 Initial installation of 100-ft long 24-in. PSC from pile tip elevation of -51½ to -71½ ft with new 14-in. plywood pile cushion at fuel settings 1, 2, and 3 Final installation (6 hours after initial installation) from tip elevation of -71½ to -73½ ft with new 14-in. plywood pile cushion at fuel setting 2 Initial installation of 100-ft long 24-in. PSC from pile tip elevation of -52½ to -74¼ ft with new 14- in. plywood pile cushion at fuel settings 1 and 2 Final installation from tip elevation of -74¼ to -75½ ft with new 14-in. plywood pile cushion at fuel setting 4 Installation of 100-ft long 24-in. PSC from pile tip elevation of -50 to -73½ ft with new 14-in. plywood pile cushion at fuel settings 1, 2, and 3 Initial Installation of 100-ft long 24-in. PSC from pile tip elevation of -52½ to -73½ ft with new 14-in. plywood pile cushion at fuel settings 1, 2, and 3 Final Installation from tip elevation of -73½ to -74½ ft with used 14-in. plywood pile cushion at fuel setting 4 Dec. 5, 2011 Dec. 1, 2011 Dec. 5, 2011 Dec. 5, 2011 Dec. 1, 2011 Dec. 5, 2011 R. Heath Forbes, E.I.T. The 100 ft long, 24-in. PSC piles at Bent 43.5 (A-B) and 45.5 (A-B) were placed in the template and penetrated to tip elevations of approximately -52½ ft-mllw under the weight of the hammer. Pile 43.5 (A-B) was driven first and was installed to a tip elevation of -74¼ ft-mllw. Next, Pile 45.5 (A-B) was installed to a tip elevation of -73½ ft-mllw. In general, pile installation ceased when tension stresses reached the maximum recommended limit and pile rebound was significant (i.e., driving resistances of 15 bpi or greater). December 5, 2011 We returned to the site on December 5, 2011, to perform high-strain dynamic testing during the initial installation of two more 100-ft long, 24-in. PSC piles designated Bent 41.5 (B-C) and 43.5 (B-C). Piles 41.5 (B-C) and 43.5 (B-C) were installed to tip elevations of -71½ and -73½ ft-mllw, respectively, where driving ceased when tension stresses reached the maximum recommended limit and/or pile rebound was significant (i.e., driving resistances of 10 bpi or greater). Additional high-strain dynamic testing was also performed during final installation of Piles 43.5 (A-B) and 45.5 (A-B) to final tip elevations of -75½ ft and -74½ ft, respectively, after allowing the piles to sit idle for four days. Approximately 6½ hours after initial installation, 3

7 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 additional dynamic testing was then performed during final installation of Pile 41.5 (B-C) to a final tip elevation of -73½ ft. Pile Driving System The tested piles were installed with a Pileco D46-32 open-end diesel hammer which has a ram weight of kips, a maximum stroke of 10.5 ft, and a manufacturer s maximum rated energy of ft-kips. At the beginning of impact installation of all of the tested piles, the hammer was set on Fuel No. 1 (i.e., 4 is highest) and was increased to Fuel Nos. 2 and 3 each time the driving resistance approached 100 blows per foot (bpf). Additional impact driving was performed on three of the piles during final installation where the hammer operated at Fuel Nos. 2, 3, and 4. 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) stresses, hammer stoke heights (STK), transferred hammer energies (EMX), and Case Method capacity assuming damping factors (J) of 0.4 and 0.9 (RX4 and RX9). 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. A summary of test data and results at specific test intervals is presented in Table 2. Additional installation information is summarized in Table 1. 4

8 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 PILE Bent 41.5 Between B & C Bent 43.5 Between A & B Bent 43.5 Between B & C Bent 45.5 Between A & B DATE & TEST SCENARIO 12/5/11 Initial Installation (FS3) 12/5/11 Final Installation (FS2) 12/1/11 Initial Installation (FS2) 12/5/11 Final Installation (FS4) 12/5/11 Installation (FS3) 12/1/11 Initial Installation (FS3) 12/5/11 Final Installation (FS3) Table 2 Summary of Select 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 28 / 26% ½ 322 bpf -71½ 4 14 / 13% ½ 2 bpi 30 / 28% bpf MOBILIZED ULTIMATE PILE BEARING RESISTANCE (kips) 0 * (RX9) 209 * (RX4) 55 * (RX9) -74¼ 4 27 / 25% bpi ½ 27 / 25% bpf 25 / 23% bpf 79 * (RX9) 47 * (RX9) -73½ 4 29 / 27% bpi 525 Elevations and depths are based on the template (+14 ft-mllw). Average values at tip elevation referenced in table. Maximum values (at any tip elevation and fuel setting) during referenced driving scenario. 4 Final tip elevations summarized previously in Table 1. 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 Case Method (RX9 or RX4) capacity estimate at referenced elevation. CAPWAP computed capacity at referenced elevation. See following paragraphs for more details. CAPWAP Analysis CAPWAP analyses were performed on selected blows near the beginning of final installation ( restrike ) of the piles at Bent 43.5 (A-B) and Bent 45.5 (A-B) at PSC tip elevations of approximately -73½ to -74¼ ft-mllw. After an idle period of approximately four days, ultimate compressive pile bearing resistances in excess of the 450 kip requirement were computed. The CAPWAP analyses provide estimates of load distribution 1 from both end and 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. 5

9 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 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. 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 0.4 is generally appropriate for determining the ultimate pile bearing resistance. Hammer Energy, Driving Stresses, and Integrity The measured transferred hammer energy (EMX) ranged from about 15 to 31 ft-kips throughout installation of all of the tested piles, which corresponds to transfer efficiencies 2 of about 14% to 29%. The measured compressive stresses remained below the recommended maximum limits 3 throughout dynamic testing of the four tested piles. Calculated tensile stresses reached the maximum recommended limit and surpassed it briefly at the end of the initial installation of the pile at Bent 43.5 (B-C), but remained below the limit for the other three piles. Based on visual observations of the piles and our evaluation of the dynamic test data, no significant pile integrity issues were noted. CONCLUSIONS AND RECOMMENDATIONS The piles at Bent 43.5 (A-B) and Bent 45.5 (A-B) surpassed the 450-kip ultimate pile bearing resistance requirement at tip elevations of -74¼ and -73½ ft-mllw, respectively after sitting idle for four days. Therefore, the four replacement piles which achieved a minimum pile tip elevation of -73½ ft will achieve a long-term 4 ultimate pile bearing resistance of at least 450 kips. 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. 4 As expected, the required ultimate pile bearing resistance was not achieved at the end of initial pile installation. Due to excess pore pressure generation during pile installation, the typical long-term ultimate unit end bearing and skin friction values are not measured until some time after installation as excess pore pressures generated during driving are allowed to dissipate. Dynamic testing results from the Bent 43.5 (A-B) and Bent 45.5 (A-B) piles and other tests previously performed at the project site indicate the piles achieve a significant increase in pile bearing resistance with time. This time-dependency is well recognized in the Cooper Marl, and effected by disturbance to the marl (i.e., larger piles typically take longer to setup ). In general, the pile bearing resistance will begin to increase quickly as soon as installation ceases and will continue to increase, but at a decreasing rate, for days to weeks after the end of installation. Therefore, load testing on piles bearing in the marl are typically performed approximately one week after installation, but this can be adjusted for pile size and type. In our opinion, the four-day restrike results on Piles Bent 43.5 (A-B) and Bent 45.5 (A-B) are conservative measurements of ultimate pile bearing resistance. 6

10 Dynamic Pile Testing Report Phase III Replacement Piles S&ME Project No Structural Repairs to TC Dock NWS Charleston; North Charleston, SC December 20, 2011 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. CLOSURE S&ME appreciates the opportunity to be of service on this project. Please let us know if you have any questions concerning this report or if we can be of further assistance to you. Sincerely, S&ME, Inc. R. Heath Forbes, E.I.T. Gregory J. Canivan, P.E. Geotechnical Professional Senior Engineer RHF/GJC/sln 7

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

12 Pile Driving Logs (Provided by Sloane)

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20 Graphical and Tabulated Case Method Results

21 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 41.5 B-C Initial Installation 100-ft Long, 24-in. Square PSC Test date: 5-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress E l e v a t i o n BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation 3 - Increased to Fuel Setting No Increased to Fuel Setting No. 2

22 S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 41.5 B-C Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,988 ksi WS: 13,600.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV ** MAX ** ** AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX

23 S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 41.5 B-C Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 BL# Elev. BLC TYPE RX9 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV MAX Average Std. Dev Maximum Blow# Total number of blows analyzed: 1030 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation Increased to Fuel Setting No Increased to Fuel Setting No. 3 Time Summary Drive 22 minutes 55 seconds 9:45:26 AM - 10:08:21 AM (12/5/2011) BN

24 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 41.5 B-C 6-hr Redrive 100-ft Long, 24-in. Square PSC Test date: 5-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress E l e v a t i o n BLC (blows/in) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 2 at beginning of redrive 2 - Increased to Fuel Setting No. 3

25 S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 41.5 B-C 6-hr Redrive 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,988 ksi WS: 13,600.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP end bl/in kips kips k-ft ft ksi ksi ksi in [] AV STD MAX AV MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX

26 S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 41.5 B-C 6-hr Redrive 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 RX9 RX4 EMX STK CSX CSI TSX DFN FVP kips kips k-ft ft ksi ksi ksi in [] Average Std. Dev Maximum Blow# Total number of blows analyzed: 351 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 2 at beginning of redrive Increased to Fuel Setting No. 3 Time Summary Drive 7 minutes 36 seconds 4:37:38 PM - 4:45:14 PM (12/5/2011) BN 1-351

27 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 43.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC Test date: 1-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress E l e v a t i o n BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 2 at beginning of installation 3 - Stopped driving when tensile stresses were near the maximum recommended limit 2 - Increased to Fuel Setting No. 2

28 S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 43.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 1-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV ** MAX ** ** AV ** STD ** MAX ** ** AV ** MAX ** ** AV ** MAX ** ** AV ** STD ** MAX ** ** AV ** MAX ** ** AV ** STD ** MAX ** ** AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX

29 S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 43.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 1-Dec-2011 BL# Elev. BLC TYPE RX9 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX Average Std. Dev Maximum Blow# Total number of blows analyzed: 1004 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 2 at beginning of installation Increased to Fuel Setting No Stopped driving when tensile stresses were near the maximum recommended limit Time Summary Drive 39 minutes 3 seconds 2:21:13 PM - 3:00:16 PM (12/1/2011) BN

30 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 43.5 A-B Final Installation 100-ft Long, 24-in. Square PSC Test date: 5-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress B l o w 28 N u m b e r BLC (blows/in) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 4

31 S&ME, Inc. Case Method Results Page 1 of 1 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 43.5 A-B Final Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP bl/in kips kips k-ft ft ksi ksi ksi in [] Average Std. Dev Maximum Blow# Total number of blows analyzed: 60 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 4 Time Summary Drive 1 minute 24 seconds 10:59:18 AM - 11:00:42 AM (12/5/2011) BN 1-60

32 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 43.5 B-C Installation 100-ft Long, 24-in. Square PSC Test date: 5-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress E l e v a t i o n BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation 3 - Increased to Fuel Setting No Increased to Fuel Setting No. 2

33 S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 43.5 B-C Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV ** MAX ** ** AV ** MAX ** ** AV ** MAX ** ** AV MAX AV MAX AV ** MAX ** ** AV MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX

34 S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 43.5 B-C Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 BL# Elev. BLC TYPE RX9 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV MAX Average Std. Dev Maximum Blow# Total number of blows analyzed: 744 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation Increased to Fuel Setting No Increased to Fuel Setting No. 3 Time Summary Drive 18 minutes 2 seconds 11:32:26 AM - 11:50:28 AM (12/5/2011) BN 1-744

35 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 45.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC Test date: 1-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress E l e v a t i o n BLC (blows/ft) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation 3 - Increased to Fuel Setting No Increased to Fuel Setting No. 2

36 S&ME, Inc. Case Method Results Page 1 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 45.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 1-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,901 ksi WS: 13,500.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV ** MAX ** ** AV ** MAX ** ** AV ** MAX ** ** AV MAX AV MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX

37 S&ME, Inc. Case Method Results Page 2 of 2 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 45.5 A-B Initial Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 1-Dec-2011 BL# Elev. BLC TYPE RX9 RX4 EMX STK CSX CSI TSX DFN FVP end bl/ft kips kips k-ft ft ksi ksi ksi in [] AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX AV STD MAX Average Std. Dev Maximum Blow# Total number of blows analyzed: 1181 BL# Elev. Comments New 14" plywood cushion; Fuel Setting No. 1 at beginning of installation Increased to Fuel Setting No Increased to Fuel Setting No. 3 Time Summary Drive 27 minutes 24 seconds 4:17:40 PM - 4:45:04 PM (12/1/2011) BN

38 PDIPLOT Ver Printed: 7-Dec-2011 S&ME, Inc. - Case Method Results Structural Repairs at TC Dock - Bent 45.5 A-B Final Installation 100-ft Long, 24-in. Square PSC Test date: 5-Dec RX4 (kips) EMX (k-ft) CSX (ksi) Max Case Method Capacity (JC=0.4) Max Transferred Energy Max Measured Compr. Stress B l o w 24 N u m b e r BLC (blows/in) STK (ft) TSX (ksi) Blow Count O.E. Diesel Hammer Stroke Tension Stress Maximum 1 - Used 14" plywood cushion; Fuel Setting No. 3 at beginning of final installation

39 S&ME, Inc. Case Method Results Page 1 of 1 PDIPLOT Ver Printed: 7-Dec-2011 Structural Repairs at TC Dock - Bent 45.5 A-B Final Installation 100-ft Long, 24-in. Square PSC OP: RHF Test date: 5-Dec-2011 AR: in^2 SP: k/ft3 LE: ft EM: 5,813 ksi WS: 13,400.0 f/s JC: 0.90 RX9: Max Case Method Capacity (JC=0.9) RX4: Max Case Method Capacity (JC=0.4) 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 RX4 EMX STK CSX CSI TSX DFN FVP bl/in kips kips k-ft ft ksi ksi ksi in [] Average Std. Dev Maximum Blow# Total number of blows analyzed: 53 BL# Elev. Comments Used 14" plywood cushion; Fuel Setting No. 3 at beginning of final installation Time Summary Drive 1 minute 14 seconds 12:25:17 PM - 12:26:31 PM (12/5/2011) BN 1-53