PLEM pile drivability

8/10/2019 PLEM pile drivability

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PILE DRIVEABILITY ANALYSIS REPORT

Document No.: TLDD-0003-4JAW-A07-0006 Revision A1

Page No.: 2 of 49

TABLE OF CONTENTS

1.0 INTRODUCTION .................................................................................................. 4

1.1 GENERAL PROJECT DESCRIPTION ................................................................... 4

1.2 LOCATION ............................................................................................................. 4

1.3 FIELD DEVELOPMENT ........................................................................................ 5

1.4 SCOPE OF WORK .................................................................................................. 5

1.5 SYSTEM OF UNITS ............................................................................................... 6

1.6 SOFTWARES .......................................................................................................... 6

1.7 ANALYSIS PROCEDURE ................... ................................................................... 6

1.8 ANALYSIS RESULTS ............................................................................................ 7

2.0 REFERENCES ....................................................................................................... 8

2.1 PROJECT SPECIFICATIONS AND REPORTS .......... ............................................ 8

2.2 CODES AND STANDARDS ................................................................................... 8

3.0 PILE DRIVEABILITY ANALYSIS ...................................................................... 9

3.1 DESCRIPTION OF DRIVEABILITY ANALYSIS .................................................. 9

3.2 LIMITATION OF PILE STRESS ............................................................................ 9

3.3 SOIL RESISTANCE TO DRIVING.................................................... ..................... 9

3.4 HAMMER DATA .................................................................................................. 10

3.5 WAVE AND CURRENT LOAD .......... ................................................................. 11

3.6 SOIL PROPERTIES .............................................................................................. 11

3.7 RESULTS OF DRIVEABILITY ANALYSIS ........................................................ 12

4.0 PILE MAKE-UP DESIGN................................................................................... 14

4.1 PILE UP-ENDING ................................................................................................. 14

4.2 PILE STICK-UP .................................................................................................... 14

APPENDIX A:TL PLEM PILE DRIVEABILITY ANALYSIS RESULTS......16

APPENDIX B:DD PLEM PILE DRIVEABILITY ANALYSIS RESULTS.33


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TABLE OF FIGURES

Figure 1.1: Thang Long Dong Do Field...4

Figure 1.2:Development Schematic..5

Figure 1.3: Pile and Soil Model for Stress Wave Analysis ....6

TABLE OF TABLES

Table 1.1: Summary of TL Pile Driveability and Stick-up Analysis ..7

Table 1.2: Summary of DD Pile Driveability and Stick-up Analysis .7

Table 3.1: Hammer data used in the analysis ....11

Table 3.2: Wave and Current Parameters ..11

Table 3.3: Soil profile input for Wave equation analysis ......11

Table 3.4: Soil dynamic properties for wave equation analysis ....12

Table 3.5: Pile Drivability Result Summary for TL PLEM ...12

Table 3.6: Pile Drivability Result Summary for DD PLEM ..13

Table 3.7: Pile Self-penetration ..13

Table 4.1: Pile Stress Unity Check .....14

Table 4.2: TP PLEM Pile Stick Up Length & Combined Static and Dynamic UC ...15

Table 4.3: DD PLEM Pile Stick Up Length & Combined Static and Dynamic UC ..15


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1.0 INTRODUCTION

1.1 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 Field


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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.


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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.


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- 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

Case

Pile

length

(m)

Stick-up

length

(m)

Hammer

Type

Maximum

Blown

count/m

Max

Combine

UC

Conclusion

TL

PLEM

Pile

19 14 IHC S-500 6.7 0.44 Acceptable

Table 1.2:Summary of DD Pile Driveability and Stick-up Analysis

Case

Pile

length

(m)

Stick-up

length

(m)

Hammer

Type

Maximum

Blown

count/m

Max

Combine

UC

Conclusion

DD

PLEM

Pile

21 16 IHC S-500 7.9 0.45 Acceptable

1.8.2 Conclusion

1. The hammer IHC S-500 is satisfied the driving capacity for TL PLEM pile and DDPLEM pile.

2. The piles are satisfied the strength of material for the stick-up condition and thedriving condition.


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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.


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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 reportGeotechnical 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 inlength. 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 = ( ) ( ) upcisrsr AqAFAF ++ 0

API static soil capacity for plugged condition = ( ) pcsr AqAF + 0


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Where,

Fsr = Unit skin friction calculated based on remolded shear strength

qc = Toe resistance at the pile tipAo = 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:


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Table 3.1: Hammer Data used in the Analysis

Hammer

Type

Rated

Energy(kJ)

Ram

weight(kN)

Strole

length

(m)

Hammer

Efficiency

(%)

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

(m)

Wave period

(s)

Current Velocity

(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

LayerSoil depth (m)

Soil type

Unit Skin

Friction (kPa)

Unit End

Bearing (kPa)

From To Top Bottom Top Bottom

1 0 2.6Loose to medium

dense silty sand0 4.7 0 180

2 2.6 4.6 Stiff Clayey silt 23.4 27.5 540 540

3 4.6 6.6

Medium dense sandy

silt 12.3 18.1 510 750

4 6.6 11.6 Stiff Clayey silt 37.5 47.1 720 720

5 11.6 30 Stiff Silty Clay 47.1 75.1 720 720


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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

Condition

Target

penetration

depth (m)

Maximum

blow count/m

to target

penetration

depth

Maximum

Dynamic

Stress

(Mpa)

Allowable

Stress

(Mpa)

Unity

check

Continuous

Driving

Plug 13 3.9 118.7 310.5 0.382

Unplug 13 2.5 120.4 310.5 0.388

Set up

Lower

bound

Plug 13 6.7 111.4 310.5 0.359

Unplug 13 3.4 122 310.5 0.393


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Condition

Target

penetration

depth (m)

Maximum

blow count/m

to target

penetrationdepth

Maximum

Dynamic

Stress

(Mpa)

Allowable

Stress

(Mpa)

Unity

check

Set up

Upper

bound

Plug 13 6.4 119.4 310.5 0.385

Unplug 13 3.7 121.4 310.5 0.39

Table 3.6: Pile Drivability Result Summary for DD PLEM

Condition

Target

penetrationdepth (m)

Maximum

blow count/m

to targetpenetration

depth

Maximum

Dynamic

Stress

(Mpa)

Allowable

Stress(Mpa)

Unity

check

Continuous

Driving

Plug 15 8.2 122.1 310.5 0.393

Unplug 15 5 121.4 310.5 0.391

Set up Lower

bound

Plug 15 7.9 120 310.5 0.386

Unplug 15 4.2 124.6 310.5 0.4

Set up Upper

bound

Plug 15 8.6 125.3 310.5 0.41

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

Description HammerMinimum

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.


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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 stickupsection:

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

StressStress Unity

check

Allowable Stress

Static

Dynamic fd/0.9Fy 0.9Fy

Static +

DynamicFy

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 usingGLRWEAP to obtain pile dynamic stress. The analysis results are attached in

Appendix A3 and B3.


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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

Case

Stick-up

length

(m)

Static

Stress

(MPa)

Dynamic

Stress

(MPa)

Yield

Stress Fy

(MPa)

Static

UC

Dynamic

UC

Combine

UC

TL

Pile5.5 7.74 122 345 0.172 0.442 0.4

Table 4.3: DD PLEM Pile Stick Up Length & Combined Static and Dynamic UC

Case

Stick-up

length(m)

Static

Stress

(MPa)

Dynamic

Stress(MPa)

Yield

Stress Fy(MPa)

Static

UC

Dynamic

UC

Combine

UC

DD

Pile5.2 7.9 125 345 0.222 0.453 0.41


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APPENDIX A. TL PLEM PILE DRIVEABILITY ANALYSIS

RESULTS


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APPENDIX A1. PILE SELF-PENETRATION CALCULATION


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APPENDIX A2. PILE STICK-UP CALCULATION


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SACs Model

LDOPT SFINOP +Z 1.025 7.85 -66.00 66.00GLOBMN MPTNPNP K

PILE DD PLEMOPTIONS 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

CDMCDM 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


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 23


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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


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 25LOADLB 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


WAVE

WAVE0.90STOK 3.00 71.75 6.00 225.00 D 0.00 18.00 20MS10 1 0

CURRCURR 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


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


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 0.500 315.000


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*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

END


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SACs Results

PILE 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


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Continuous Driving (Plug)

0

500

1000

1500

2000

2500

3000

3500

0 2 4 6 8 10 12

Depth (m)

SDR(

kPa)

SDR

Set up Lower Bound (Plug)

0

1000

2000

3000

4000

5000

6000

0 5 10 15 20 25

Depth (m)

SDR(

kPa)

SDR

Set up Upper Bound (Plug)

0

1000

20003000

4000

5000

6000

0 5 10 15 20 25

Depth (m)

SDR

(kPa)

SDR


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Continuous Driving Case

Plug Condition

Unplug Condition


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Lower Bound Case

Plug Condition

Unplug Condition


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Upper Bound Case

Plug Condition

Unplug Condition


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APPENDIX B. DD PLEM PILE DRIVEABILITY ANALYSIS

RESULTS


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APPENDIX B1. PILE SELF-PENETRATION CALCULATION


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APPENDIX B2. PILE STICK-UP CALCULATION


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SACs Model

LDOPT SFINOP +Z 1.025 7.85 -66.00 66.00GLOBMN MPTNPNP K

PILE DD PLEMOPTIONS 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

CDMCDM 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


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


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 23


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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


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 25LOADLB 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


WAVE

WAVE0.90STOK 3.00 71.75 6.00 225.00 D 0.00 18.00 20MS10 1 0

CURRCURR 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


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


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 0.500 315.000


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*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

END


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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


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APPENDIX A3. DRIVEABILITY RESULTS


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Continuous Driving (Plug)

0

500

1000

1500

2000

2500

3000

3500

0 2 4 6 8 10 12

Depth (m)

SDR(

kPa)

SDR

Set up Lower Bound (Plug)

0

1000

2000

3000

4000

5000

6000

0 5 10 15 20 25

Depth (m)

SDR(

kPa)

SDR

Set up Upper Bound (Plug)

0

10002000

3000

4000

5000

6000

0 5 10 15 20 25

Depth (m)

S

DR(

kPa)

SDR


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Continuous Driving Case

Plug Condition

Unplug Condition


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Lower Bound Case

Plug Condition

UnPlug Condition


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Upper Bound Case

Plug Condition

Unplug Condition

Date post:	02-Jun-2018
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