Tldd 0003-4 jaw-a07-0006 pile driveability analysis-rev a1

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Tldd 0003-4 jaw-a07-0006 pile driveability analysis-rev a1

  1. 1. PILE DRIVEABILITY ANALYSIS REPORT TABLE OF CONTENTS1.0 INTRODUCTION .................................................................................................. 41.1 GENERAL PROJECT DESCRIPTION ................................................................... 41.2 LOCATION ............................................................................................................. 41.3 FIELD DEVELOPMENT ........................................................................................ 51.4 SCOPE OF WORK .................................................................................................. 51.5 SYSTEM OF UNITS ............................................................................................... 61.6 SOFTWARES .......................................................................................................... 61.7 ANALYSIS PROCEDURE ...................................................................................... 61.8 ANALYSIS RESULTS ............................................................................................ 72.0 REFERENCES ....................................................................................................... 82.1 PROJECT SPECIFICATIONS AND REPORTS ...................................................... 82.2 CODES AND STANDARDS ................................................................................... 83.0 PILE DRIVEABILITY ANALYSIS...................................................................... 93.1 DESCRIPTION OF DRIVEABILITY ANALYSIS .................................................. 93.2 LIMITATION OF PILE STRESS ............................................................................ 93.3 SOIL RESISTANCE TO DRIVING......................................................................... 93.4 HAMMER DATA.................................................................................................. 103.5 WAVE AND CURRENT LOAD ........................................................................... 113.6 SOIL PROPERTIES .............................................................................................. 113.7 RESULTS OF DRIVEABILITY ANALYSIS ........................................................ 124.0 PILE MAKE-UP DESIGN................................................................................... 144.1 PILE UP-ENDING................................................................................................. 144.2 PILE STICK-UP .................................................................................................... 14APPENDIX A: TL PLEM PILE DRIVEABILITY ANALYSIS RESULTS…………..…....16APPENDIX B: DD PLEM PILE DRIVEABILITY ANALYSIS RESULTS………….……33Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 2 of 49
  2. 2. PILE DRIVEABILITY ANALYSIS REPORTTABLE OF FIGURESFigure 1.1: Thang Long – Dong Do Field…………………………………………………………..….4Figure 1.2: Development Schematic…………………………………………………………………..5Figure 1.3: Pile and Soil Model for Stress Wave Analysis …………………………………...……….6TABLE OF TABLESTable 1.1: Summary of TL Pile Driveability and Stick-up Analysis ………………….……………….7Table 1.2: Summary of DD Pile Driveability and Stick-up Analysis ………………………………….7Table 3.1: Hammer data used in the analysis .……………………………………………...…………11Table 3.2: Wave and Current Parameters ……………………………………………………………..11Table 3.3: Soil profile input for Wave equation analysis ………………………………………...…...11Table 3.4: Soil dynamic properties for wave equation analysis ………………………..…………..…12Table 3.5: Pile Drivability Result Summary for TL PLEM …………………………….……………..12Table 3.6: Pile Drivability Result Summary for DD PLEM …………………………………….…….13Table 3.7: Pile Self-penetration ………………………………………………………………………..13Table 4.1: Pile Stress Unity Check ………………………………………….………………………....14Table 4.2: TP PLEM Pile Stick Up Length & Combined Static and Dynamic UC …………………...15Table 4.3: DD PLEM Pile Stick Up Length & Combined Static and Dynamic UC ………..…………15Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 3 of 49
  3. 3. PILE DRIVEABILITY ANALYSIS REPORT1.0 INTRODUCTION1.1 GENERAL PROJECT DESCRIPTION Lam Son JOC was established following a Petroleum Contract being signed between Petro Vietnam (50%) and Petronas Carigali Overseas Sdn. Bhd. (50%) on 7th January 2003, providing for Lam Son JOC to conduct petroleum exploration within Blocks 01/97 & 02/97 which are the relinquishments of a Petroleum Sharing Contract (PSC) for Blocks 01 & 02 signed in September 1991 between Petronas Carigali Overseas Sdn. Bhd. (85%) and Petro Vietnam (15%).1.2 LOCATION Thang Long is geographically located in the south-western part of Block 01/97 & 02/97 in the Cuu Long basin (see Figure 1.1) approximately 120 km east of Vung Tau, 26 km south of Ruby field and 35 km northeast of Su Tu Vang Field. The oil was discovered by 02/97-TL-1X well (June, 2004) in the Lower Miocene and Lower Oligocene sandstones. Dong Do is approximately located 5 km southeast of Thang Long. The oil was discovered by 02/97-DD-1X (May, 2007). Water depths across the block range from 60m to 70m. There were total 06 wells drilled in Thang Long - Dong Do field. Figure 1.1: Thang Long - Dong Do FieldDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 4 of 49
  4. 4. PILE DRIVEABILITY ANALYSIS REPORT 1.3 FIELD DEVELOPMENT The development plan calls for a central processing facility located on an FPSO with production from the two fields via dry trees only. As such two wellhead platforms will be tied back; one located on Thang Long the other on Dong Do delivering full well stream transfer to the FPSO as shown in Figure 1.2. Figure 1.2: Development Schematic The FPSO will be located 2.84 km from the Thang Long WHP and 2.0 km from Dong Do WHP. Unprocessed fluids from the wellhead platforms will be transferred to the FPSO where the crude will be dewatered and stabilized to meet a tanker loading specification. Associated gas will be used to provide fuel for the FPSO and lift gas for Thang Long and Dong Do wells with the balance exported to a near-by gas export pipeline. Produced water will be treated prior to discharge overboard. 1.4 SCOPE OF WORK This report documents the results of the TL PLEM and DD PLEM pile drivability and pile stick-up analyses. The scope covers the followings: • Skirt pile installation feasibility study. • Perform pile driveability study based on lower bound and upper bound SRD values extracted from final Geotechnical report.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 5 of 49
  5. 5. PILE DRIVEABILITY ANALYSIS REPORT • Asses the performance viability of hydraulic hammers IHC S-400 for piling. • Perform pile stick-up analysis to check the pile stresses during hammer placement. • Recommend piling sequence to the target depth 1.5 SYSTEM OF UNITS The System International of Units (SI units) shall be used in all design, engineering document and drawings. Where standard equipment is supplied with Imperial Units, the Imperial Units shall be shown on the drawings with Metric equivalent in brackets. 1.6 SOFTWARES The Pile driveability analyses for TL PLEM and DD PLEM are performed with GRL- WEAP and SACs computer programs. 1.7 ANALYSIS PROCEDURE 1. Performing the pile driveability analysis base on the stress wave equation model as the figure bellow: Figure 1.3: Pile and Soil Model for Stress Wave Analysis 2. Determining the parameters are follow: - Blow count versus depth of penetration for the given soil properties and particular hammer type.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 6 of 49
  6. 6. PILE DRIVEABILITY ANALYSIS REPORT - SRD versus blow count relationship for the given soil properties and particular hammer type. - Self-weight penetration and any incremental penetration upon placement of hammer. - Maximum dynamic stresses during continuous driving. 3. Pile strength code checking for pile stick-up and pile driving condition in accordance with API RP 2A. 1.8 ANALYSIS RESULTS 1.8.1 Summary of Analysis results The summary of pile driveability and stick-up analysis results for TL and DD PLEM are shown in the table 1.1 and 1.2 bellow: Table 1.1: Summary of TL Pile Driveability and Stick-up Analysis Pile Stick-up Maximum Max Hammer Case length length Blown Combine Conclusion Type (m) (m) count/m UC TL PLEM 19 14 IHC S-500 6.7 0.44 Acceptable Pile Table 1.2: Summary of DD Pile Driveability and Stick-up Analysis Pile Stick-up Maximum Max length Hammer Case length Blown Combine Conclusion Type (m) (m) count/m UC DD PLEM 21 16 IHC S-500 7.9 0.45 Acceptable Pile 1.8.2 Conclusion 1. The hammer IHC S-500 is satisfied the driving capacity for TL PLEM pile and DD PLEM pile. 2. The piles are satisfied the strength of material for the stick-up condition and the driving condition.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 7 of 49
  7. 7. PILE DRIVEABILITY ANALYSIS REPORT 2.0 REFERENCES 2.1 PROJECT SPECIFICATIONS AND REPORTS 1. TLDD-0003-4JAW-A01-0001, “PLEM Design Basis” 2. TLDD-0003-4JAW-A07-0001, “PLEM Foundation Design”. 3. TLDD-0003-4JAW-A07-0003, “PLEM In-place Analysis Report”. 4. Metocean Criterial Study, Block 01/97 and 02/97, Viet Nam – Fugro Global Environmental and Ocean Sciences, October, Number C50631/5751/R1, February, 17th, 2010. 5. Geotechnical Investigation report for BH-DD WHP, DONG DO LOCATION OFFSHORE VIET NAM” – No AGSB/116/SI/09/SGN(B) – Asiangeos, October, 23rd, 2009 2.2 CODES AND STANDARDS 2.2.1. American Institute of Steel Construction (AISC) • “Specification for Structural Steel Buildings - Allowable Stress Design and Plastic Design”. 2.2.2. American Petroleum Institute (API) • RP 2A-WSD, "Recommended Practice for Planning, Designing and Constructing Fixed Offshore Platforms - Working Stress Design”. Errata and Supplement 3 October 2007. • RP 17 A, “Recommended Practice for Design and Operation of Subsea Production System”, second edition, December 1996. 2.2.3. Des Norske Veritas (DNV) • RP – C204, “Design Against Accidental Loads”, October 2010. • OS – C101, “Design of Steel structures general (LRFD method)”, October 2008.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 8 of 49
  8. 8. PILE DRIVEABILITY ANALYSIS REPORT 3.0 PILE DRIVEABILITY ANALYSIS Pile drivability analysis has been carried out using the GRLWEAP program based on the wave equation analysis concept with the soil data of the geo-technical report “Geotechnical Investigation report for BH-DD WHP, DONG DO LOCATION OFFSHORE VIET NAM” – No AGSB/116/SI/09/SGN(B). 3.1 DESCRIPTION OF DRIVEABILITY ANALYSIS Pile drivability analysis employing wave equation is used to compute the pile driving stresses and to predict blow counts based on soil resistance to driving, quake, soil damping, pile section and segment length, hammer properties (driving rated energy, hammer efficiency). In wave equation analysis, pile is subdivided into segments of approximately 1.0m in length. In order to cover the variety of soil resistances, various Soil Resistance to Driving (SRD) is input for investigation of anticipated driving (dynamic) stresses acting throughout the entire pile length. 3.2 LIMITATION OF PILE STRESS Limitation of pile stresses during pile driving of a free standing pile is in accordance with API RP 2A WSD: • The combination of stresses due to the dynamic impact of hammer and dead load of hammer and pile shall not exceed the yield stress of the material. • The maximum dynamic stresses shall not exceed 90 percent of the yield stresses. • Pile refusal is considered when blow count exceeds 300 blows/ft (1000 blows/m) for consecutive five feet (1.5m) as per API RP2A clause 12.5.6. 3.3 SOIL RESISTANCE TO DRIVING Skirt Pile drivability analysis is carried out to ensure the pile drivability performance, despite for pile make up verifications and as guidelines for pile installation. The analysis is not intentionally aimed to predict the blow counts accurately. In this one dimensional wave equation analysis, the driving stresses and predicted blow counts are governed by the input SRD values taken from the geotechnical report. The static soil resistances can be estimated based on the followings: • API static soil capacity for unplugged condition = ∑ (Fsr A0 ) + ∑ (Fsr Ai ) + q c Aup • API static soil capacity for plugged condition = ∑ (Fsr A0 ) + q c A pDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 9 of 49
  9. 9. PILE DRIVEABILITY ANALYSIS REPORT Where, Fsr = Unit skin friction calculated based on remolded shear strength qc = Toe resistance at the pile tip Ao = Outer pile shaft area Ai = Inner pile shaft area Ap = Plugged pile end bearing area Aup = Unplugged pile end bearing area The estimated SRD for continuous driving and soil set-up cases for either plugged or unplugged pile can be taken as per PLEM Design Basis, Document No.: TLDD- 0003-4JAW-A01-0001. Three (3) pile driving cases are considered in the analysis described as follows, a) Continues driving case Estimated SRD equals to 0.6 API static capacity. b) Soil set up case - Lower Bound case Assuming restart condition up to 12 hour delay, the estimated SRD is 0.9 API static capacity. c) Soil set up case - Upper Bound case Assuming the delays of few days, the estimated SRD is taken equal to API static capacity. The skin friction on the inside wall of the piles is considered for the continuous driving condition as per point a) above. The end bearing component of driving resistance is assumed to be less than static end bearing as recommended in PLEM Design Basis and assumed to be acting on the annular tip area. After delays depending on the delay duration, the internal friction is assumed to result in plugged driving, hence plugged condition is considered for the restart condition. The end bearing component of driving resistance is assumed to be equal to or less than static end bearing and assumed to be acting on the gross tip area in accordance PLEM Design Basis.. 3.4 HAMMER DATA The list of hammers and their properties have been tabulated in the below table 3.1:Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 10 of 49
  10. 10. PILE DRIVEABILITY ANALYSIS REPORT Table 3.1: Hammer Data used in the Analysis Rated Ram Strole Hammer Hammer length Efficiency Energy weight Type (kJ) (kN) (m) (%) IHC S-500 496.544 246.085 2.018 95 3.5 WAVE AND CURRENT LOAD Wave and current forces act on the pile have been considered as per PLEM Design Basis [Ref.1]. No reduction due to wave kinematics and current blockage is considered. The installation sea state considered for the analysis is: Table 3.2: Wave and Current Parameters Wave height Wave period Current Velocity (m) (s) (m/s) 3 6 0.5 3.6 SOIL PROPERTIES Soil properties used for the wave equation analysis in the GRLWEAP program are tabulated in the table 3.3 and 3.4 bellow: Table 3.3: Soil Profile Input for Wave Equation Analysis Unit Skin Unit End Soil depth (m) Layer Soil type Friction (kPa) Bearing (kPa) From To Top Bottom Top Bottom Loose to medium 1 0 2.6 0 4.7 0 180 dense silty sand 2 2.6 4.6 Stiff Clayey silt 23.4 27.5 540 540 Medium dense sandy 3 4.6 6.6 12.3 18.1 510 750 silt 4 6.6 11.6 Stiff Clayey silt 37.5 47.1 720 720 5 11.6 30 Stiff Silty Clay 47.1 75.1 720 720Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 11 of 49
  11. 11. PILE DRIVEABILITY ANALYSIS REPORT Table 3.4: Soil Dynamic Properties for Wave Equation Analysis Parameters Clay Sand Side Quake (mm) 2.5 2.5 Point Quake (mm) 2.5 2.5 Side Damping (m/s) 0.33 0.16 Point Damping (m/s) 0.5 0.5 3.7 RESULTS OF DRIVEABILITY ANALYSIS For the driveability assessment, two criteria are evaluated to determine the selection of the hammer for the pile installation as below: • Maximum pile dynamic stress during driving • Pile refusal 3.7.1 Pile Driveability Analysis Results The wave equation analysis for the PLEM Pile - Combination Lower Bound, Upper Bound Condition and Continuous Condition for the selected hammer IHC S-400 performed. The material used for piles in this project is the high tensile steel (type II) with a minimum yield stress (Fy) of 345 MPa. The dynamic axial stress due to the driving is limited to 0.9Fy according to the API RP 2A. The results is tabulated in Table 3.5 and Table 3.6. For detailed results, refer to the GRLWEAP output files. Table 3.5: Pile Drivability Result Summary for TL PLEM Maximum Maximum Target blow count/m Allowable Dynamic Unity Condition penetration to target Stress Stress check depth (m) penetration (Mpa) depth (Mpa) Continuous Plug 13 3.9 118.7 310.5 0.382 Driving Unplug 13 2.5 120.4 310.5 0.388 Set up Plug 13 6.7 111.4 310.5 0.359 Lower bound Unplug 13 3.4 122 310.5 0.393Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 12 of 49
  12. 12. PILE DRIVEABILITY ANALYSIS REPORT Maximum Maximum Target blow count/m Allowable Dynamic Unity Condition penetration to target Stress Stress check depth (m) penetration (Mpa) (Mpa) depth Set up Plug 13 6.4 119.4 310.5 0.385 Upper bound Unplug 13 3.7 121.4 310.5 0.39 Table 3.6: Pile Drivability Result Summary for DD PLEM Maximum Maximum Target blow count/m Allowable Dynamic Unity Condition penetration to target Stress Stress check depth (m) penetration (Mpa) depth (Mpa) Continuous Plug 15 8.2 122.1 310.5 0.393 Driving Unplug 15 5 121.4 310.5 0.391 Set up Lower Plug 15 7.9 120 310.5 0.386 bound Unplug 15 4.2 124.6 310.5 0.4 Set up Upper Plug 15 8.6 125.3 310.5 0.41 bound Unplug 15 4.7 124.6 310.5 0.4 3.7.2 Estimate Self-penetration From the soil properties provided, the estimated self penetration of the piles with respective pile self weight and hammer weight are calculated. The calculation for the pile self weight and the self penetration estimation is present in Appendix A1 and B1. The summary of the self penetration calculation results are tabulated in table 3.7 bellow: Table 3.7: Pile Self-penetration Minimum Description Hammer Self-penetration (m) TL PLEM Pile IHC S-500 5.5 DD PLEM Pile IHC S-500 5.2 Note: The estimated self weight includes the pile weight, hammer and pile helmet.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 13 of 49
  13. 13. PILE DRIVEABILITY ANALYSIS REPORT 4.0 PILE MAKE-UP DESIGN 4.1 PILE UP-ENDING The calculation results are shown in the report TLDD-0003-4JAW-A07-0001 “PLEM Foundation Design” – Section 4.5. 4.2 PILE STICK-UP The maximum pile stick up length at different installation stages is calculated to ensure that the acting stresses are within the allowable stress limit during stick-up above the pile guide. The maximum permissible stick-up length along with pile self- penetration with and without the hammer system is used to predict stickup length from the skirt pile guide. During pile driving operation, the following stress check applies for pile stickup section: • Static stresses are compared with allowable stresses as per API-RP-2A. • Combined stresses = (Static Stresses + Dynamic Stresses) Table 4.1: Pile Stress Unity Check Stress Unity Allowable Stress Stress check Static Dynamic fd/0.9Fy 0.9Fy Static + Dynamic Fy The pile stick up static analysis subject to installation wave and current using SACS package program provides member stress unity check. The analysis results are attached in Appendix A2 and B2. The pile stick up dynamic analysis due to hammer impact energy is calculated using GLRWEAP to obtain pile dynamic stress. The analysis results are attached in Appendix A3 and B3.Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 14 of 49
  14. 14. PILE DRIVEABILITY ANALYSIS REPORT Combined stress analysis result is tabulated in table 4.2 and table 4.3 below: Table 4.2: TP PLEM Pile Stick Up Length & Combined Static and Dynamic UC Stick-up Static Dynamic Yield Static Dynamic Combine Case length Stress Stress Stress Fy UC UC UC (m) (MPa) (MPa) (MPa) TL 5.5 7.74 122 345 0.172 0.442 0.4 Pile Table 4.3: DD PLEM Pile Stick Up Length & Combined Static and Dynamic UC Stick-up Static Dynamic Yield Static Dynamic Combine Case length Stress Stress Stress Fy UC UC UC (m) (MPa) (MPa) (MPa) DD 5.2 7.9 125 345 0.222 0.453 0.41 PileDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 15 of 49
  15. 15. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX A. TL PLEM PILE DRIVEABILITY ANALYSIS RESULTSDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 16 of 49
  16. 16. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX A1. PILE SELF-PENETRATION CALCULATIONDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 17 of 49
  17. 17. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 18 of 49
  18. 18. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX A2. PILE STICK-UP CALCULATIONDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 19 of 49
  19. 19. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 20 of 49
  20. 20. PILE DRIVEABILITY ANALYSIS REPORTSACs Model LDOPT SFINOP +Z 1.025 7.85 -66.00 66.00GLOBMN MPTNPNP K PILE DD PLEM OPTIONS MN SD 1 1 LCSEL CB01 CB02 CB03 CB04 CB05 CB06 CB07 CB08 GRUP GRUP PIL 61.000 2.060 21.00 8.0034.50 1 1.001.00 0.50F 7.850 MEMBER MEMBER 1 3 PIL MEMBER 2 1 PIL JOINT JOINT 1 0.000 0.000-66.000 110000 JOINT 2 -0.015 -0.015 -71. 111111 JOINT 3 0.086 0.086-52.000 CDM CDM 10.00 0.683 1.680 1.102 1.260 CDM 200.00 0.683 1.680 1.102 1.260 MGROV MGROV 0.000 6.000 4.500 1.300 MGROV 6.000 16.000 5.500 1.300 LOAD LOADCN 1 LOADLB 1PLEM SUBMERGED SELF WEIGHT DEAD DEAD -Z M BML LOADCN 2 LOADLB 2HAMMER WEIGHT LOAD 3 -250. GLOB JOIN * OPERATION SEA CONDITION LOADCN 21 LOADLB 21OPER WAVE 0 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 0.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 0.000 0.850 US LN CURR 33.000 0.500 0.000 CURR 66.000 0.500 0.000 LOADCN 22 LOADLB 22OPER WAVE 45 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 45.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 45.000 0.850 US LN CURR 33.000 0.500 45.000 CURR 66.000 0.500 45.000 LOADCN 23Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 21 of 49
  21. 21. PILE DRIVEABILITY ANALYSIS REPORT LOADLB 23OPER WAVE 90 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 90.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 90.000 0.850 US LN CURR 33.000 0.500 90.000 CURR 66.000 0.500 90.000 LOADCN 24 LOADLB 24OPER WAVE 135 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 135.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 135.000 0.850 US LN CURR 33.000 0.500 135.000 CURR 66.000 0.500 135.000 LOADCN 25 LOADLB 25OPER WAVE 180 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 180.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 180.000 0.850 US LN CURR 33.000 0.500 180.000 CURR 66.000 0.500 180.000 LOADCN 26 LOADLB 26OPER WAVE 225 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 225.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 225.000 0.850 US LN CURR 33.000 0.500 225.000 CURR 66.000 0.500 225.000 LOADCN 27 LOADLB 27OPER WAVE 270 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 270.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 270.000 0.850 US LN CURR 33.000 0.500 270.000 CURR 66.000 0.500 270.000 LOADCN 28 LOADLB 28OPER WAVE 315 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 315.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 315.000 0.850 US LN CURR 33.000 0.500 315.000 CURR 66.000 0.500 315.000Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 22 of 49
  22. 22. PILE DRIVEABILITY ANALYSIS REPORT *LOAD COMBINATION LCOMB LCOMB CB01 1 1.150 2 1.000 21 1.100 LCOMB CB02 1 1.150 2 1.000 22 1.100 LCOMB CB03 1 1.150 2 1.000 23 1.100 LCOMB CB04 1 1.150 2 1.000 24 1.100 LCOMB CB05 1 1.150 2 1.000 25 1.100 LCOMB CB06 1 1.150 2 1.000 26 1.100 LCOMB CB07 1 1.150 2 1.000 27 1.100 LCOMB CB08 1 1.150 2 1.000 28 1.100 ENDDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 23 of 49
  23. 23. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 24 of 49
  24. 24. PILE DRIVEABILITY ANALYSIS REPORTSACs ResultsPILE DD PLEM DATE 03-FEB-2012 TIME 07:26:46 PST PAGE 8 SACS-IV SYSTEM MEMBER DETAIL REPORT DIST MAX MEMBER GRP LOAD FROM FORCE MOMENT MOMENT SHEAR SHEAR TORSION AXIAL BENDING STRESS COMB. SHEAR CRIT. COMB. CASE END FX MY MZ FY FZ MX STRESS Y Z STRESS STRESS COND. UNITY M KN KN-M KN-M KN KN KN-M N/MM2 N/MM2 N/MM2 N/MM2 N/MM2 CHECK 1- 3 PIL CB01 0.00 -294.5 -38.9 -5.7 0.8 3.3 0.0 -7.72 -7.15 -1.04 -14.95 0.18 C<.15 0.08 CB02 -294.5 -41.2 0.0 0.0 3.7 0.0 -7.72 -7.58 0.00 -15.30 0.19 C<.15 0.08 CB03 -294.5 -38.9 5.7 -0.8 3.3 0.0 -7.72 -7.15 1.04 -14.95 0.18 C<.15 0.08 CB04 -294.5 -33.2 8.0 -1.1 2.6 0.0 -7.72 -6.11 1.48 -14.00 0.15 C<.15 0.08 CB05 -294.5 -27.5 5.7 -0.8 1.8 0.0 -7.72 -5.06 1.04 -12.89 0.10 C<.15 0.07 CB06 -294.5 -25.2 0.0 0.0 1.5 0.0 -7.72 -4.63 0.00 -12.35 0.08 C<.15 0.07 CB07 -294.5 -27.5 -5.7 0.8 1.8 0.0 -7.72 -5.06 -1.04 -12.89 0.10 C<.15 0.07 CB08 -294.5 -33.2 -8.0 1.1 2.6 0.0 -7.72 -6.11 -1.48 -14.00 0.15 C<.15 0.08 CB0114.00 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB02 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB03 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB04 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB05 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB06 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB07 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04 CB08 -250.0 0.0 0.0 0.0 2.2 0.0 -6.55 0.00 0.00 -6.55 0.11 C<.15 0.04Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 25 of 49
  25. 25. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX A3. DRIVEABILITY RESULTSDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 26 of 49
  26. 26. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 27 of 49
  27. 27. PILE DRIVEABILITY ANALYSIS REPORT Continuous Driving (Plug) 3500 3000 2500 SDR (kPa) 2000 1500 SDR 1000 500 0 0 2 4 6 8 10 12 Depth (m) Set up Lower Bound (Plug) 6000 5000 SDR (kPa) 4000 3000 SDR 2000 1000 0 0 5 10 15 20 25 Depth (m) Set up Upper Bound (Plug) 6000 5000 SDR (kPa) 4000 3000 SDR 2000 1000 0 0 5 10 15 20 25 Depth (m)Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 28 of 49
  28. 28. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 29 of 49
  29. 29. PILE DRIVEABILITY ANALYSIS REPORT Continuous Driving Case Plug Condition Unplug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 30 of 49
  30. 30. PILE DRIVEABILITY ANALYSIS REPORT Lower Bound Case Plug Condition Unplug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 31 of 49
  31. 31. PILE DRIVEABILITY ANALYSIS REPORT Upper Bound Case Plug Condition Unplug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 32 of 49
  32. 32. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX B. DD PLEM PILE DRIVEABILITY ANALYSIS RESULTSDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 33 of 49
  33. 33. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX B1. PILE SELF-PENETRATION CALCULATIONDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 34 of 49
  34. 34. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 35 of 49
  35. 35. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX B2. PILE STICK-UP CALCULATIONDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 36 of 49
  36. 36. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 37 of 49
  37. 37. PILE DRIVEABILITY ANALYSIS REPORT SACs Model LDOPT SFINOP +Z 1.025 7.85 -66.00 66.00GLOBMN MPTNPNP K PILE DD PLEM OPTIONS MN SD 1 1 LCSEL CB01 CB02 CB03 CB04 CB05 CB06 CB07 CB08 GRUP GRUP PIL 61.000 2.060 21.00 8.0034.50 1 1.001.00 0.50F 7.850 MEMBER MEMBER 1 3 PIL MEMBER 2 1 PIL JOINT JOINT 1 0.000 0.000-66.000 110000 JOINT 2 -0.015 -0.015 -71. 111111 JOINT 3 0.083 0.083-50.000 CDM CDM 10.00 0.683 1.680 1.102 1.260 CDM 200.00 0.683 1.680 1.102 1.260 MGROV MGROV 0.000 6.000 4.500 1.300 MGROV 6.000 16.000 5.500 1.300 LOAD LOADCN 1 LOADLB 1PLEM SUBMERGED SELF WEIGHT DEAD DEAD -Z M BML LOADCN 2 LOADLB 2HAMMER WEIGHT LOAD 3 -250. GLOB JOIN * OPERATION SEA CONDITION LOADCN 21 LOADLB 21OPER WAVE 0 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 0.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 0.000 0.850 US LN CURR 33.000 0.500 0.000 CURR 66.000 0.500 0.000 LOADCN 22 LOADLB 22OPER WAVE 45 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 45.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 45.000 0.850 US LN CURR 33.000 0.500 45.000 CURR 66.000 0.500 45.000 LOADCN 23Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 38 of 49
  38. 38. PILE DRIVEABILITY ANALYSIS REPORT LOADLB 23OPER WAVE 90 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 90.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 90.000 0.850 US LN CURR 33.000 0.500 90.000 CURR 66.000 0.500 90.000 LOADCN 24 LOADLB 24OPER WAVE 135 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 135.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 135.000 0.850 US LN CURR 33.000 0.500 135.000 CURR 66.000 0.500 135.000 LOADCN 25 LOADLB 25OPER WAVE 180 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 180.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 180.000 0.850 US LN CURR 33.000 0.500 180.000 CURR 66.000 0.500 180.000 LOADCN 26 LOADLB 26OPER WAVE 225 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 225.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 225.000 0.850 US LN CURR 33.000 0.500 225.000 CURR 66.000 0.500 225.000 LOADCN 27 LOADLB 27OPER WAVE 270 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 270.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 270.000 0.850 US LN CURR 33.000 0.500 270.000 CURR 66.000 0.500 270.000 LOADCN 28 LOADLB 28OPER WAVE 315 DEGREE WAVE WAVE0.90STOK 3.00 71.75 6.00 315.00 D 0.00 18.00 20MS10 1 0 CURR CURR 0.000 0.500 315.000 0.850 US LN CURR 33.000 0.500 315.000 CURR 66.000 0.500 315.000Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 39 of 49
  39. 39. PILE DRIVEABILITY ANALYSIS REPORT *LOAD COMBINATION LCOMB LCOMB CB01 1 1.150 2 1.000 21 1.100 LCOMB CB02 1 1.150 2 1.000 22 1.100 LCOMB CB03 1 1.150 2 1.000 23 1.100 LCOMB CB04 1 1.150 2 1.000 24 1.100 LCOMB CB05 1 1.150 2 1.000 25 1.100 LCOMB CB06 1 1.150 2 1.000 26 1.100 LCOMB CB07 1 1.150 2 1.000 27 1.100 LCOMB CB08 1 1.150 2 1.000 28 1.100 ENDDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 40 of 49
  40. 40. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 41 of 49
  41. 41. PILE DRIVEABILITY ANALYSIS REPORT SACs Results PILE DD PLEM DATE 02-FEB-2012 TIME 17:44:55 PST PAGE 6 SACS-IV SYSTEM MEMBER DETAIL REPORT DIST MAX MEMBER GRP LOAD FROM FORCE MOMENT MOMENT SHEAR SHEAR TORSION AXIAL BENDING STRESS COMB. SHEAR CRIT. COMB. CASE END FX MY MZ FY FZ MX STRESS Y Z STRESS STRESS COND. UNITY M KN KN-M KN-M KN KN KN-M N/MM2 N/MM2 N/MM2 N/MM2 N /MM2 CHECK 1- 3 PIL CB01 0.00 -301.0 -40.7 -7.4 0.9 3.2 0.0 -7.89 -7.48 -1.37 -15.49 0.17 C<.15 0.09 CB02 -301.0 -43.7 0.0 0.0 3.5 0.0 -7.89 -8.04 0.00 -15.93 0.19 C<.15 0.09 CB03 -301.0 -40.7 7.4 -0.9 3.2 0.0 -7.89 -7.48 1.37 -15.49 0.17 C<.15 0.09 CB04 -301.0 -33.2 10.5 -1.3 2.3 0.0 -7.89 -6.11 1.94 -14.30 0.14 C<.15 0.08 CB05 -301.0 -25.8 7.4 -0.9 1.4 0.0 -7.89 -4.74 1.37 -12.82 0.09 C<.15 0.08 CB06 -301.0 -22.7 0.0 0.0 1.0 0.0 -7.89 -4.17 0.00 -12.06 0.05 C<.15 0.07 CB07 -301.0 -25.8 -7.4 0.9 1.4 0.0 -7.89 -4.74 -1.37 -12.82 0.09 C<.15 0.08 CB08 -301.0 -33.2 -10.5 1.3 2.3 0.0 -7.89 -6.11 -1.94 -14.30 0.14 C<.15 0.08 CB01 16.00 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB02 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB03 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB04 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB05 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB06 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB07 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05 CB08 -250.0 0.0 0.0 0.0 1.9 0.0 -6.55 0.00 0.00 -6.55 0.10 C<.15 0.05Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 42 of 49
  42. 42. PILE DRIVEABILITY ANALYSIS REPORT APPENDIX A3. DRIVEABILITY RESULTSDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 43 of 49
  43. 43. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 44 of 49
  44. 44. PILE DRIVEABILITY ANALYSIS REPORT Continuous Driving (Plug) 3500 3000 2500 SDR (kPa) 2000 1500 SDR 1000 500 0 0 2 4 6 8 10 12 Depth (m) Set up Lower Bound (Plug) 6000 5000 SDR (kPa) 4000 3000 SDR 2000 1000 0 0 5 10 15 20 25 Depth (m) Set up Upper Bound (Plug) 6000 5000 SDR (kPa) 4000 3000 SDR 2000 1000 0 0 5 10 15 20 25 Depth (m)Document No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 45 of 49
  45. 45. PILE DRIVEABILITY ANALYSIS REPORTDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 46 of 49
  46. 46. PILE DRIVEABILITY ANALYSIS REPORT Continuous Driving Case Plug Condition Unplug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 47 of 49
  47. 47. PILE DRIVEABILITY ANALYSIS REPORT Lower Bound Case Plug Condition UnPlug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 48 of 49
  48. 48. PILE DRIVEABILITY ANALYSIS REPORT Upper Bound Case Plug Condition Unplug ConditionDocument No.: TLDD-0003-4JAW-A07-0006 Revision A1Page No.: 49 of 49

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