Laporan Penyelidikan Geoteknik Cirebon.pdf

JOB NO. 2338

CIREBON ELECTRIC POWER PT JAKARTA

SOIL INVESTIGATION FOR POWER BLOCK AREA CIREBON THERMAL POWER PLANT P LANT PROJECT CIREB CIREBON, ON, WEST JAVA INDONESIA

FINAL REPORT

AUGUST AUGUST 2007 200 7

01

10/08/2007 10/08/2007

All

No

Date

Page

Issued Final Report, R0 Description

Ir. Padmono, PE Ir.I man Mulyana Prepared by

Checked by

Ir.Wirastusrini, PE Approved by

Final Report, Part I : Power Block Area Area Cirebon Thermal Power Plant Project, Cirebon, West Java For Cirebon Electric Power PT, Jakarta

Revision-00 August August 13, 2007 Job No. 2350

TABLE OF CONTENTS

Cover Executive Summary Table of Contents…………...….…………….……………………………………………..……i Conte nts…………...….…………….……………………………………………..……i 1

INTRODUCTION……………………….…………………………………………….……1

2

SCOPE AND PURPOSE…...…………………………………………………………...….1 PURPOSE…...…………………………………………………………...….1

3

FIELD INVESTIGATIONS….....………….....…..………………………………..….……1 INVESTIGATIONS….....………….....…..………………………………..….……1 3.1. Drillings……………………………...……………...……..…………………………...1 3.2. Standard Penetration Pene tration Tests…………………………..…..……………………………..2 3.3. Undisturbed Undisturbed Samplings………………………………..…..……………………..…….2 3.4. Water Wate r Level Observations……………………………..…..…………………………...2 3.5. Dutch Cone Penetration Pene tration Test…………………………..….…………………………...2 3.6. Coordinate and Elevation of the Investigated Investigated Points……..…...……………………....3 4 SUBSURFACE SUBSURFACE CONDITIONS……...………….....…………..………………………..….3 CONDITIONS……...………….....…………..………………………..….3 4.1. Geology………………………………………………………………………………...3 4.2. Seismicity………………...……………………………...………………….……....….4 4.3. Stratigraphy………..…………………………………….……...……………………...4 4.4. Soil Profile based on the UBC 1997………...…………………...…………………….6 1997………...…………………...…………………….6 5 LABORATORY TESTING.……….....……………………………..…………………..….6 TESTING.……….....……………………………..…………………..….6 5.1. Description of Test………………………………………………..…..……………......6 5.2. Engineering Engineering Properties Propert ies of the Undisturbed Samples…………..…….……….….…….6 Samples…………..…….……….….…….6 5.2.1. Physical Properties……...……….………………………….…………….……6 5.2.2. Strength Parameters…………………………………...……………..…………8 5.2.3. Compressibility Characteristics...…………….……..…..……………..….……8 Charact eristics...…………….……..…..……………..….……8 6

ANALYSIS ANALYSIS AND RECOMMENDATIONS..…………………….. RECOMMENDATIONS..……………………..…...…………........…9 …...…………........…9 6.1. Plant Site Preparation..……………………………….…...……………………..…....9 Prepa ration..……………………………….…...……………………..…....9 6.1.1. Areal Fill….………………………………..……...………………….……..….9 6.1.2. Areal Settlements…………………………………………………………….....9 6.1.3. Vertical Drain and Deep Dee p Mixing…..………...……..…………….…………...11 Mixing…..………...……..…………….…………...11 6.1.4. Provisions Provisions Agains A gainstt Secondary Settlement…………………………………….11 6.2. Liquefaction…………….…...……………………………………………………....11 6.2.1. General ……...………………………………………………………....……11 6.2.2. Liquefaction Analysis……………………………………………………….1 Analysis……………………………………………………….11 1 6.2.3. Results of Analysis………………………………………………………......12 Analy sis………………………………………………………......12 6.3. Foundations…………………………...……………………………………………..12 6.3.1. General Foundation Criteria……...…………………………………….....…13 6.3.2. Shallow Foundation…………………... Foundation…………………...………………………………….…13 ………………………………….…13

PT. Soilens, Soil ens, Bandung

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TABLE OF CONTENTS

Cover Executive Summary Table of Contents…………...….…………….……………………………………………..……i Conte nts…………...….…………….……………………………………………..……i 1

INTRODUCTION……………………….…………………………………………….……1

2

SCOPE AND PURPOSE…...…………………………………………………………...….1 PURPOSE…...…………………………………………………………...….1

3

FIELD INVESTIGATIONS….....………….....…..………………………………..….……1 INVESTIGATIONS….....………….....…..………………………………..….……1 3.1. Drillings……………………………...……………...……..…………………………...1 3.2. Standard Penetration Pene tration Tests…………………………..…..……………………………..2 3.3. Undisturbed Undisturbed Samplings………………………………..…..……………………..…….2 3.4. Water Wate r Level Observations……………………………..…..…………………………...2 3.5. Dutch Cone Penetration Pene tration Test…………………………..….…………………………...2 3.6. Coordinate and Elevation of the Investigated Investigated Points……..…...……………………....3 4 SUBSURFACE SUBSURFACE CONDITIONS……...………….....…………..………………………..….3 CONDITIONS……...………….....…………..………………………..….3 4.1. Geology………………………………………………………………………………...3 4.2. Seismicity………………...……………………………...………………….……....….4 4.3. Stratigraphy………..…………………………………….……...……………………...4 4.4. Soil Profile based on the UBC 1997………...…………………...…………………….6 1997………...…………………...…………………….6 5 LABORATORY TESTING.……….....……………………………..…………………..….6 TESTING.……….....……………………………..…………………..….6 5.1. Description of Test………………………………………………..…..……………......6 5.2. Engineering Engineering Properties Propert ies of the Undisturbed Samples…………..…….……….….…….6 Samples…………..…….……….….…….6 5.2.1. Physical Properties……...……….………………………….…………….……6 5.2.2. Strength Parameters…………………………………...……………..…………8 5.2.3. Compressibility Characteristics...…………….……..…..……………..….……8 Charact eristics...…………….……..…..……………..….……8 6

ANALYSIS ANALYSIS AND RECOMMENDATIONS..…………………….. RECOMMENDATIONS..……………………..…...…………........…9 …...…………........…9 6.1. Plant Site Preparation..……………………………….…...……………………..…....9 Prepa ration..……………………………….…...……………………..…....9 6.1.1. Areal Fill….………………………………..……...………………….……..….9 6.1.2. Areal Settlements…………………………………………………………….....9 6.1.3. Vertical Drain and Deep Dee p Mixing…..………...……..…………….…………...11 Mixing…..………...……..…………….…………...11 6.1.4. Provisions Provisions Agains A gainstt Secondary Settlement…………………………………….11 6.2. Liquefaction…………….…...……………………………………………………....11 6.2.1. General ……...………………………………………………………....……11 6.2.2. Liquefaction Analysis……………………………………………………….1 Analysis……………………………………………………….11 1 6.2.3. Results of Analysis………………………………………………………......12 Analy sis………………………………………………………......12 6.3. Foundations…………………………...……………………………………………..12 6.3.1. General Foundation Criteria……...…………………………………….....…13 6.3.2. Shallow Foundation…………………... Foundation…………………...………………………………….…13 ………………………………….…13


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Final Report, Part I : Power Block Cirebon Thermal Power Plant Project, Cirebon, West Java For Cirebon Electeric Power PT, Jakarta

Revision-00 August, August, 2007 Job No. 2340

TABLE OF CONTENTS

6.3.3. Deep Foundation…………………………………… Foundation………………………………………………...…..………13 …………...…..………13 6.3.3.1. Axially Loaded PC-Piles………………………………..……….…14 P C-Piles………………………………..……….…14 6.3.3.2. Negative Skin Friction Friction on Piles………………………………..…..14 6.3.3.3. Laterally Loaded P iles……………………………………………. iles……………………………………………..15 .15 6.3.3.4. Allowable Pile Capacity……………………………………...……15 6.3.3.5. Pile Spacing…………………………………………………..……16 Spacing…………………………………………………..……16 6.3.3.6. Pile Driving Procedures …………………...……...……………….16 6.3.3.7. Full Scale Vertical Pile P ile Loading Test…………...………………....17 6.3.3.8. Lateral Load Test………………………………...………………...19 6.3.3.9. Pile Dynamic Analyzer (PDA) (P DA) Test……………...…………….….19 6.4. Chemical Properties of Water Wate r Samples……………..………….……....…………...21 Samples……………..………….……....…………...21 6.5. Hydrology………………………....…………………………………....…………...22 6.6. Inspection and a nd Monitoring…………………………………………….....………….22 Monitoring…………………………………………….....………….22 Plates :

PLATE 1.1 to PLATE PLATE 1.15

: Areal Settlements Analysis


: Vertical Drain Calculation and Spacing


: Liquefaction Analysis


: Axial Axial Spun Presstresed Presstrese d Concrete Pile Capacity


: Lateral Pile Capacity Curves Pinned Pile Head


: Lateral Pile Capacity Curves Fixed Pile Head


: Lateral Pile Response Pinned Pile Head


: Lateral Pile Response Fixed Pile Head


: Allowable Allowable PC Pile Capacity

Appendices:

Appendix A.1 Appendix A.2 Appendix A.3 Appendix A.4 Appendix A.5

: : : : :

Project Location Map Boring Log Graph of 2 ton DCPT Map of Seismic Risk Zones of Indonesia General Cross Section

Appendix B.1 Appendix B.2 Appendix B.3 Appendix B.4 Appendix B.5

: : : : :

Laboratory Test Table Consolidation Conso lidation Curves Unconsolidated Undrained ndra ined Triaxial Triaxial Test Consolidated Undrained ndra ined Triaxial Test Grainsize Analysis


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Final Report, Part I : Power Block Cirebon Thermal Power Plant Project, Cirebon, West Java For Cirebon Electeric Power PT, Jakarta

Revision-00 August, August, 2007 Job No. 2340

TABLE OF CONTENTS

Appendix C.1 Appendix C.2 Appendix C.3 Appendix C.4


: : : :

Term and Symbols Symbols Equipment and Procedures Conv Con version ers ion Factors Analytical Procedures Proce dures

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Final Report, Part I : Power Block Area Cirebon Thermal Power Plant Project, Cirebon, West Java For Cirebon Electric Power PT, Jakarta

1.

Revision-00 August 13, 2007 Job No. 2350

INTRODUCTION

This geotechnical engineering report is carried out by PT. Soilens for Cirebon Electric Power PT. It contains the discussion on engineering properties of the ground recommendations of foundations system and solution of the anticipated geotechnical problem for the Power Block area as part of Cirebon Power Plant Project. This final report presents a comprehensive sub-surface information of the proposed plant site and a geotechnical assessment for the site preparation, and foundation of various structures to be constructed. This includes analyses of areal settlements, soil improvement, liquefaction analysis, deep pile foundation and other relevant information for design of the proposed plant. The analysis of axial compressive and tension pile capacities were performed using PLEAXI computer program. The analysis of lateral pile capacities were performed using Lpile Plus V5 computer program based on p-y method. This work is carried out under the PO No.: 7017-CI-004 dated June 28, 2007 from Cirebon Electric Power PT. to PT.SOILENS. 2

SCOPE AND PURPOSE

The purpose of the investigation is to explore the soil at the proposed plant site and to provide recommendations in relation to the foundation design. The scope of the investigations included: (1)

Soil drilling of 15 points, with a total depth of 480 m, performing standard penetration test, collecting undisturbed samples, and continuous coring. (2) Performing Dutch Cone Penetration Test of 2 ton ca pacity at 8 points (3) A laboratory testing program on undisturbed and disturbed samples to evaluate the engineering characteristics of the sub surface strata encountered. (4) Performing engineering analysis to evaluate and to provide site specific geotechnical information, should include recommendation on most suitable foundation type for each facility, recommendation on soil improvement, area settlement and others. However, detail analysis and calculations of foundation design in relation to the foundation arrangement and configuration, and working load is beyond the scope of works of this report. The lay-out of the project and the location of the investigated points are shown in Appendix A.1. 3

FIELD INVESTIGATIONS

3.1

Drillings

The field investigations were carried out by a team consisting of Iman Mulyana as Team Leader, Ujang, Mamay, Omay, E. Slamet, Unang M, Iyang as Drilling Master, Untung as CPT Master and Arif S. as Assistant Geologist. The drillings were carried out using 6 (six) “Long Year” drilling machine with ‘Long Year 535-RQ’ pumping unit. The bore holes were advanced by continuous coring using NXsize, single tube core barrels apparatus with outer diameter of 73 mm. All drillings were supervised by the Assistant Geologist, who also maintained a continuous logging on the PT. Soilens, Bandung

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core samples. These core samples were placed in wooden boxes, each containing 5 meter long of samples, and stored at the site. The undisturbed soil samples were carried out on cohesive soil at approximately 5 meter meter interval or at every change change in soil layer. The detailed classification of the soil samples after refinements in relation to the laboratory test results are presented in boring logs included in Appendix A.2. The information on the logs also includes the field test results and locations of samples. The samples were brought to PT.SOILENS Soil Laboratory in Bandung where the tests were performed. 3.2

Standard Penetration Penetr ation Tests (SPT)

The standard penetration test was performed in accordance to the ASTM Standard method D1586. The test consists of driving a standard split spoon sampler into the soil at required depth in a bore hole. A hammer hammer of 63.5 kg weight weight falling freely from a height height of 75 cm on the drill rod rod is used to drive the sampler. The number of hammer blows to drive the second and the third 15 cm of penetration are called the SPT SPT N-value which which represents the number of blows blows per 30 cm of penetration. The The standard penetration penetration test was performed at 2.0 meter interval. interval. In addition, pocket penetrometer tests were also performed on cohesive soil samples that indicated plastic behavior. The SPT results presented in the boring log enclosed in this report. 3.3

Undisturbed Samplings

The undisturbed samples were taken from cohesive soil at depth interval of approximately 5 meters. This is done by taking samples from bore hole by means of seamless thin walled steel tube commonly commonly known as shelby tube. The tube is 76.2 mm in diameter and has beveled butting edge at the lower end. It is connected to the drill rod and pushed by static force into the bottom of the hole. When the tube is almost full, it is withdrawn from the hole, removed from the drill rod, sealed at both ends with paraffin, and shipped to PT. Soilens soil laboratory in Bandung for testing. When ready for test, the samples are ejected from the tubes cut into required length and subjected to various laboratory tests. 3.4

Water Level Observations

The elevation of ground water level in the bore holes varies from 0.85 to 0.90 m below the existing ground surface. The ground water level in each bore hole was recorded every morning and evening, 24 hours after completion of the drilling through the end of the whole field work. Table 1 shows the water water level elevation in each borehole. The ground water conditions observed during drilling may not represent the groundwater conditions during construction. The ground ground water conditions will fluctuate fluctua te with wet wet and dry seasonal. We recommend that the water levels be verified just before construction. 3.5

Dutch Cone Penetration Penetr ation Test

One unit of 2-ton capacity Dutch Cone Penetration Test equipment with accessories was used for the sounding test at site. The test was carried out in accordance with the ASTM D 3441. The cone penetration penetra tion test consists consists of pushing into into the soil, at a sufficiently slow rate, PT. SOILENS, Bandung

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a series of cylindrical rods with a beconus at the base for measuring the cone resistance and friction resistance resistanc e every 20 cm intervals. The results of cone and friction resistance then plotted on a graph, showing the variation with depth of cone resistance resistance,, ratio of local local friction to cone resistance and total friction. The tests results are presented in Appendix A.3. Based on the test test results, cone and total total resistance of 1000 kg/cm kg/cm2 were achieved at depths of 18.60 meter to 19.60 19.60 meter, respectively, from the existing ground surface. 3.6

Coordinate and Elevation of the Investigated In vestigated Points

The coordinates and elevations of the investigated pointa are listed in Table 1. The investigated point point positions positions were determined determined using using an existing existing Benchmark Benchmark as the reference.

T able able 1 : C oor oor dinate dinatess and and eleva elevatitions ons of of the investi investiggated ted poi poi nts No

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24

Investigated Point BH-12 BH-13 BH-14 BH-15 BH-16 BH-17 BH-18 BH-19 BH-20 BH-21 BH-22 BH-23 BH-24 BH-25 BH-26 CPT-21 CPT-22 CPT-23 CPT-24 CPT-25 CPT-26 CPT-27 CPT-28 CPT-31

Coordinate East 236341.460 236372.437 236423.346 236348.007 236364.924 236381.312 236463.391 236471.427 236483.486 236491.524 236501.668 236520.071 236531.464 236483.989 236525.001 236441.635 236421.819 236388.279 236483.486 236526.253 236531.564 236552.636 236571.259 236471.424

4.

SUBSURFACE SUBSURFACE CONDITIONS

4.1

Geology

North 9251052.930 9250950.349 9251056.548 9251021.005 9250977.719 9250984.099 9251046.875 9251026.786 9251054.908 9251034.819 9251076.970 9251030.966 9251081.660 9251018.008 9251052.003 9251010.844 9251031.058 9250994.324 9251054.908 9251060.528 9251081.660 9251024.704 9251066.558 9251110.377

Elevation

Depth

(m)

(m)

+1.271 +0.215 +0.168 +1.366 +0.538 +0.542 +0.343 +0.129 +0.214 +0.269 +0.316 +0.753 +0.851 +0.287 +0.683 +0.312 +0.154 +1.251 +0.214 +0.552 +0.851 +0.843 +0.894 +0.284

30.45 30.45 30.45 30.45 45.45 30.45 30.45 30.45 30.45 30.00 30.45 30.45 30.45 30.45 45.45 14.60 11.60 12.80 12.60 11.40 12.20 12.80 12.40 15.40

Depth to ground ground water wate r level (m) 1.20 0.50 1.05 1.00 1.30 0.60 0.70 0.50 0.60 1.40 1.50 1.43 0.75 0.80

Generally, the project site lies on the Alluvial Formations, consisting of homogeneous or interlaminated fined grained soils, mainly clays and silts, intercalated with coarse grained PT. SOILENS, Bandung

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soils of fine to medium grained sands and occasionally coarse grained sands and gravels. This Alluvial Formation is unconformably underlain by the Undifferentiated Young Volcanic Product Formation, comprising of fine to coarse grained volcanistic materials (Achdan et.al et.a l & Djuri, GRDC GRDC 1992 & 1995) The flat to lowland topography (not elevated level terrain) of the project site indicates the presence of reworked sedimentrary soils soils due to the Holocene (thousands year ago) – Recent stream action, introduced principally by the Cimanuk River. The coarse grained soils are generally uncemented (occasionally very weak or slightly cemented) sedimentary rounded-altered fragments, derived from the pre-existing Undifferentiated Young Product Formation 4.2

Seismicity

The purpose of study on seismic risk of the project site, was performed based on the following references : ( 1 ) Se ismic Zones for building construction, Beca Carter Holling Holling & Ferner Lt d. and the Indonesian Counterpart Team, Team, New Zealand Zealand Steering Committee, Vol 2 & 3, 1987. ( 2 ) Kertapati Kertapat i E.K. et al., Earthquake Ground Ground Shaking Shaking Hazard Map Map of Indonesia, scale 1 : 5.000.000, 1999. ( 3 ) Standar Nasional Indonesia, SNI 03-1723-2002, 03-1723-2002, Tata cara perencanaan ketahanan gempa untuk bangunan gedung, BSN. ( 4 ) Preliminary Map of Seismic Seismic Risk Zones Zones of Indonesia, compiled compiled by PT. SOILENS SOILENS (August (August 30, 2005), scale : 1 : 5.000.000. Referring to the the above reference the site is located in the zone with a base rock max. horizontal acceleration of 0.10 g for 500-year return period earthquakes. The seismic occurrence risk is considered by the following expression : R N ,T = 1 − (1 −

1

) N …………………………………………………………………..(1) T

Where: R N,T N T

= Seismic occurrence occurrenc e risk = the life time of the structures, yea rs = earthquake mean return period, years

For earthquake mean return period of 500 years and buildi building ng life time of 50 years, the anticipated occurrence risk is approximately 10 %. The map of Seismic zone of Indonesia presented in Appendix A.4 4.3

Stratigraphy

The conditions of the subsurface soils in the project site was determined from visual description of the core samples, SPT N-values, laboratory tests and CTP. The lateral and vertical extents of the soil stratum was deduced from subsurface cross sections made from the boring and CPT log as shown in Appendix A.5 thus the stratigraphy may not be accurate in between the boreholes or CPT points. As shown in the soil sections, the subsurface soil is found to be generally discontinuous in lateral extend and with irregular shapes extending throughout the project site. The subsoil PT. SOILENS, Bandung

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at the site can be classified into 4 (four) unit based on the physical appearance and engineering engineering properties: propert ies: (1) Layer-1 : Very soft to soft of Clay or or Silty Clay, with with SPT N-values of less less than 1 to 5 (2) Layer-2 : Medium stiff to very stiff Clay or Silty Silty Clay, Clay, with SPT SPT N-values of >5 to 30 (3) Layer-3 : Medium dense to dense Sand or Silty Silty Sand, Sand, with SPT N-values of more than 30 The description and the distribution of the above Unit are briefed as below:

(a)

Layer-1

The subsoil in the upper unit is the top soil that consisted of cohesive soil of clay/silty clay layer. The top soil is distributed almost of all over the site and was confirmed in all the exploratory boreholes and CP T sounding sounding as shown in the soil profiles. The colors of the upper unit unit are grey to brownish brownish grey, grey, high plasticity. The consistency is very soft to soft, with SPT N-value of less than 1 to 5, average of 2. The thickness of Layer-1 varies Layer-1 varies from 8 to 14 m.

(b)

Layer-2

Layer-2 consists Layer-2 consists of clay/silt and sand layer, of low to high plasticity. The thickness of this layer is vary from 3 m to 14 m. This unit is brownish grey to blackish grey in color. SPT N-values vary from >5 to 30, average avera ge of 16.

(c)

Layer-3

Layer-3 Layer-3 consisted consisted of Clay/Silty Clay/Silty Clay/ Clay/Sil Silty ty Sand of 3 to 20 m in thickness. The The color of this layer is brownish grey to blackish grey. The SPT N-values of this layer vary from 30 to 81, average of 40. 4.4

Soil Profile Profil e Based on The UBC 1997

The Uniform Building Code Code (UB ( UBC) C) 1997 classifies class ifies soil profile for earthquake ear thquake design into 6 types as follows:

Table 2 : Soil Profile based on UBC 1997 SOIL PROFILE TYPE

SOIL PROFILE NAME/GENERIC DESCRIPTION

S A SB

Hard Rock Rock Very Dense Soil 360 to 760 >50 100 and Soft Rock Stiff Soil Profile 180 to 360 15 to 50 50 to 100 Soft Soil Profile <180 <15 50 Soil Requiring Site-Specific Evaluation, See Section 1629.3.1 (UBC)

SC SD SE 1 SF Noted :

AVERAGE SOIL PROPERTIES FOR TOP 100 FEET (3048 MM) OF SOIL PROFILE Standard Penetration Shear wave Velocity, Vs, Test, N (or N ch for Undrained Shear cohessionless soil (m/s) Strength, Su, (kPa) layers), (blows/foot) >5,000 760 to 1,500

1

Soil Profile Type SE includes any soil profile with more t han 10 feet (3,048 mm) of soft clay defined as a soil with a plasticity index, PI>20, WN≥40 percent and su < 500 psf (24 kPa). The Plasticity Index, PI, and the moisture content, wmc, shall be determined in accordance with approved national standard.

PT. SOILENS, Bandung

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The top layer consist of more than 30 m of soft clay with PI>20, wn >40 percent and average undrained shear strength (su) 99 kPa. The soil profile type S E or stiff Soil Profile can thus be classified for this site based on UBC 1997. 5.

LABORATORY TESTING

5.1

Description of Tests

Selected samples were tested to determine the classification and engineering characteristics of the soil. All tests were performed in accordance to relevant ASTM standards. The laboratory testing program was formulated with the following objectives in mind : 



To provide data so that soil deposits may be adequately identified and classified. These also provide means of correlation with strength parameters resulting in a better understanding of the physical behavior of the soils and facilitate the choice of design parameters. To obtain relevant strength data to form the basis for foundation design, etc.

The laboratory test on undisturbed soil samples included the followings: 1.

Index Properties Test:      

2.

Bulk and dry density (ASTM D1557) Water content (ASTM D2216) Specific gravity (ASTM C127) Atterberg limit (ASTM D4318) Sieve and hydrometer (ASTM D2487) Porosity and void ratio (ASTM D2216)

Mechanical Properties Tests:   

Unconsolidated undrained triaxial test (ASTM D2850) Consolidation test (ASTM D2435) Unconfined compression test (ASTM D2166)

The results of laboratory tests are presented in Appendix B. Selected properties and parameters are discussed in the following paragraphs. 5.2

Engineering Properties of the Undisturbed Samples

The engineering properties of the subsoil were interpreted from results of the laboratory soil test and are summarized in Appendix B. The following sections discuss the engineering properties of each unit as introduced in Section 4.3 5.2.1

Physical Properties

(a) Layer-1 Layer-1 in general consisted of very soft clay layer. The bulk densities ( γ m) vary from 24.1 to 27.5 kN/m3, and dry densities (γd) vary from 6.4 to 13.8 kN/m 3, which is a normal range for clay.


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The natural moisture water contents of the Layer-1 are generally in the range of 35 % to 115 %. The majority of the moisture water contents are relatively closed to their liquid limits indicating normaly consolidated of very soft to very soft clay. The plasticity index and liquid limits of this unit indicate that the majority of the subsoil can be classified as high plasticity clay (CH) according ASTM standard. The large clay content in soil passing No. 200 sieve was believed as the main reason for high liquid limits. The liquid limits of the Layer-1 vary from 37 to 124 % thus classify the clay as high plasticity. The index properties and grain s ize distribution of Layer-1 are summarized below with the average values in the bracket: Natural water content, % • • •

Liquid limit, % Plastic limit, % Plasticity index, %

Bulk density, kN/m3

35 – 115 (63) 37 – 124 (82) 20 – 43 (33) 15 – 83 (48) 13.8 – 18.6 (16.1)

Grainsize distribution: • • • •

Gravel, % Sand, % Silt, % Clay, %

0 – 12 0 – 70 (20) 12 – 41(23) 15 – 84 (56)

(b) Layer-2 Layer-2 consist of clay, and silt layers. The bulk densities of this unit vary from 16.5 to 18.0 kN/m3, and dry densities vary from 10.5 to 13.2 kN/m 3. Its natural moisture water contents generally fall in the range of 37 % to 58 %. The plasticity index and liquid limits of this unit indicate that the majority of the subsoil can be classified as clay (CH) or Silt (MH) according ASTM standard. The large clay content in soil passing No. 200 sieve was believed as the main reason for high liquid limits. The liquid limits of the Layer-2 are vary from 72 to 88 % thus classify the clay as high plasticity. The index properties and grain s ize distribution of Layer-2 are summarized below with the average values in the bracket: Natural water content, %

37 – 58 (44)

Atterberg limits • • •

Liquid limit, % Plastic limit, % Plasticity index, %

Bulk density, kN/m3

72 – 88 (79) 32 – 42 (36) 30 – 55 (44) 16.5 – 18.0 (17.1)

Grainsize distribution: • •

Gravel, % Sand, %


0 2 – 7 (5) Page 7


• •

Silt, % Clay, %


13 – 41(25) 52 – 81 (69)

(c) Layer-3 Layer-3 consist of sand and clay respectively. No undisturbed samples was collected thus no laboratory test results from this layer. 5.2.2

Strength Parameters

The undrained shear strengths (cu) and internal friction angle (φ) of the cohesive soil taken from Layer-1, and Layer-2 were determined from the laboratory Unconsolidated Undrained (UU) Triaxial test and from the laboratory unconfined compression test. The undrained shear strength of Layer-3 were derived based on SPT N values with correlation of su = 6N, N is average SPT N values. The following range of undrained shear strengths with the recommended average values in bracket:

Table 3 : Un-drained shear strengths of the subsoil and friction angle of the soil Description

Layer-1

Layer-2

Layer-3

SPT N-values

Less 1-5

>5 – 30

>30

Un-drained shear strength (c u),kN/m2

2-43 (16)

13-98(54)

0.3-8.5(3.1)

1.6-9.0(5.8)

>150 0

Internal friction angle (φ), degrees Note :

5.2.3

(1) Undrained shear strengths are predicted from SPT N-values

Compressibility Characteristic

The pre-consolidation pressures (Pc) in Layer-1 is much lower than the computed effective overburden pressures, therefore the soil is under normally consolidated. For Layer-2 the pre-consolidation pressure (Pc) is higher than the effective overburden pressure, therefore these units are over consolidated. The consolidation properties for cohesive subsoil obtained from the laboratory tests and the recommended average values are summarized in Table 4.

Table 4 : Compressibility Characteristic of the Subsoil Description

Compression Index, c c Preconsolidation Pressure (Pc),kPa


Layer-1

Layer-2

0.29-1.51(0.78)

0.34-0.47(0.38)

17-550(116)

247-646(413)

Page 8


6.

ANALYSIS AND RECOMMENDATIONS

6.1

Plant Site Preparation

6.1.1

Areal Fill


To form the final grading level of the proposed development, low lying area will be raised to an elevation of +5.00 m MSL to keep the site should always be dry and free from any flooding during the plant life time. The fill thickness will range of 3.63 to 4.87 m. Based on the laboratory tests, the original soil layers is to weak to carry the proposed fill height. Failure will occur as the safety factor against failure of the original soil layer, based on the conservative estimate is less than 1.0. Reclamation could be done using sand obtained from along the coastal area. Before reclamation over the proposed plant area we have to remove any organic material. Analysis on ultimate bearing capacity for each borehole point gives the following results:

Table 5 : Ultimate bearing capacity calculation results qult

Borhole

cu 2 (kN/m )

(kN/m )

BH-12 BH-13 BH-14 BH-15 BH-16 BH-17 BH-18 BH-19 BH-20 BH-21 BH-22 BH-23 BH-24 BH-25 BH-26

10 13 8 5 12 10 10 41 47 11 14 13 9 2 2

51.4 66.8 41.1 25.7 61.7 51.4 51.4 210.7 241.5 56.5 71.9 66.8 46.3 10.3 10.3

2

Fill thickness (m) 3.73 4.78 4.83 3.63 4.46 4.45 4.65 4.87 4.78 4.73 4.68 4.25 4.20 4.71 4.32

p 2

(kN/m )

61.54 78.87 79.69 59.89 73.59 73.42 76.72 80.35 78.87 78.04 77.20 70.12 69.30 77.71 69.79

SF against bearing capacity failure 0.83 0.85 0.51 0.43 0.84 0.70 0.66 2.62 3.06 0.72 0.93 0.95 0.67 0.13 0.15

Note:

6.1.2

1. 2. 3.

cu qult Δ p

= = =

undrained shear stre ngth ultimate bear ing capacity = 5.14 cu. fill press ure = fill thick ness x fill densit y (16.5 kN/m2)

4.

SF

=

Safety Factor =

q ult Δ p

Areal Settlement

Settlement analysis due to areal fill is carried out for points at the center of the fill. Stress distribution at each soil layer is calculated based on the elasticity theory using Bousinesq’s equations. The settlement to occur is estimated using Terzaghi’s one dimensional compression model with soil parameters obtained form oedometer test in PT. SOILENS, Bandung

Page 9



the laboratory. The results of the settlement calculation presented in PLATE 1.1 to PLATE 1.2, summarized in Table 6.

Table 6 : Summarized areal settlement analysis results

Borhole

Fill (m)

Unit Weight Average Load 3 2 (kN/m ) (kN/m )

Settlement (mm)

Time required to reach 90 % consolidation settlements (Years)

BH-12

3.73

16.5

61.53

1164

6.8

BH-13

4.79

16.5

78.95

1577

1.6

BH-14

4.83

16.5

79.73

1770

8.1

BH-15

3.63

16.5

59.96

1056

4.6

BH-16

4.46

16.5

73.62

1414

6.9

BH-17

4.46

16.5

73.56

1798

2.4

BH-18

4.66

16.5

76.84

820

8.1

BH-19

4.87

16.5

80.37

754

5.7

BH-20

4.79

16.5

78.97

1209

8.1

BH-21

4.73

16.5

78.06

1323

5.7

BH-22

4.68

16.5

77.29

1198

5.7

BH-23

4.25

16.5

70.09

1169

5.7

BH-24

4.15

16.5

66.38

1782

4.6

BH-25

4.71

16.5

77.76

1033

3.8

BH-26

4.32

16.5

71.23

915

6.0

Under the fill layer of about 3.7 to 4.8 meter the proposed plant site will undergo areal settlement. That is due to consolidation process of the upper soft layer of about 12 meter thick under the fill weight. Because of very soft original soil layer, we do not recommend filling the area with very high fill in straight until elevation of +6.5 m MSL. With average undrained shear strength of about 16 kN/m 2 the ultimate bearing capacity of the original layer will be only 82 kN/m2. The maximum fill height that can be supported by the original layer without failure is h fill=q ult/(γ fill x SF). Using SF (Safety Factor) of 1.5 and γfill 16.5 kN/m2 then hfill = 3.3 meter. Therefore, 2 stages of filling should be performed to avoid failure on the original soft layer. First stage is filling the proposed plant area to +3.50 m MSL, and wait until settlement finishes within about 3 years. After the first-stage settlement then the second filling until elevation of +6.50 m MSL can be done and wait until the second settlement finishes within next three years before plant construction.


Page 10


6.1.3


Vertical Drain and Deep Mixing

Waiting 3 years for site preparation is not an attractive choice for a project with tight schedule like this power plant project. To speed up consolidation process of the top 11 m layer installation of vertical drains over the proposed plant site together with surcharging (filling) can be a good solution in terms of cost efficiency and construction ease. We propose using synthetic band-shaped drain (wick-drain) of 100 mm wide and 6 mm thick for vertical drains installed until about 11 m depth below the existing ground surface. By using drain spacing of about 1.5 m in triangular pattern the consolidation process of the original soft layer can be expected to be finished within about 3 month. The two stages of filling then can be finished within about six month. PLATE 2 shows drain spacing calculation using Baron theory for vertical drains. Other method of ground improvement should be considered of the time available for site preparation is less than 6 (six) months. Deep mixing or deep compaction to mix reagents such as cement powder or lime with in-situ soil can be considered for ground improvement. This type of improvement will increase the strength and reduce the compressibility of the soft layer. However, Contractor specialist in this field should be contacted for further assessment. 6.1.4

Provisions Against Secondary Settlement

Although consolidation settlement has been finished, the designer of the plant should be aware of the remaining secondary settlement that is still to be experienced by the project site during the lifetime of the plant due to creep of the original soft soil layer. Such a settlement is estimated to be in the order of ten percent of the consolidation settlement, i.e. about 15 to 20 cm, during the plant lifetime. For example, connection between pipe resting directly on the ground and structure resting on pile should take into consideration this remaining settlement. Otherwise, problem will arise after some years of construction because of this settlement, which may not be of the same magnitude at every point. 6.2

Liquefaction

6.2.1

General

The basic cause of liquefaction is the built-up of excess pore pressure caused by earthquake induced vibrations. The excess pore pressure can cause loose cohesionless material to lose strength, and results in large settlements of the structures supported on this material; or in the case of the pile foundations, the soil may lose its ability to provide lateral resistance for the piles during liquefaction. 6.2.2

Liquefaction Analysis

For the analysis of liquefaction, all borings containing sand material are analyzed to determine whether this material is subject to liquefaction under 0.08 g and 0.10 g peak ground accelerations (PGA) and earthquake magnitude of 6.9 Richter Scale. The analysis is performed using the methods of Seed & Idris and Ishihara, using the following equation: (

PGA σ o ) d = 0.65. . ' .r d …………………………...………………………………...(1) σ g σ o τ

' o


Page 11


( FS = (

τ σ o' τ

σ o'


) l ……….…………………………………...……………...………………(2) ) d

Where : (

τ

) ' d σ o PGA g σo σ o'

Z τ

σ o' FS

= = = =

peak ground acceleration at the ground surface in g acceleration of gravity, m/s2 total stress at depth of interest, ton/m2 or kN/m2 effective stress (total stress minus pore water pressure) at depth, ton/m2 or

kN/m2 = reduction in acceleration with depth = 1-0.008 Z = depth below ground surface, m

r d

(

= average cyclic stress ratio developed during the earthquake

) l

= cyclic stress ratio required to induce liquefaction. = factor of safety.

Specifically, the analysis consists of first selecting the sands, silty sands and clayey sands layers occurring below the water table that are characterized by relatively low standard penetration test values that may be susceptible to liquefaction. The standard penetration test values are then normalized, the cyclic shear stress is determined, and all material having a factor of safety less than 1.0 is to be Figure 1 : Liquefaction curves criterion for fines concluded liquefiable. 5 %, 15 % and 35 % 6.2.3

Result of Analyses

Based on the analyses described in Section 6.2.2, for peak ground acceleration (PGA) of 0.08 g and 0.10 g with earthquake magnitude of 6.90 Richter Scale, the sand is not potentially liquefiable with a safety factor of more than 1.0. The results of analysis are presented in PLATE 3.1 to PLATE 3.13. PT. SOILENS, Bandung

Page 12


6.3

Foundations

6.3.1

General Foundation Criteria


To have a good performance foundation of any structure must satisfy two independent design criteria. 



It must have an acceptable factor of safety against bearing type failure under a maximum design load. Settlements during the structure lifetime must not be a magnitude that will cause structural damage, or impair the operational efficiency of the facility.

Selection of the foundation type to satisfy the criteria depends on the nature and magnitude of dead and live loads, the base area of the structure and the settlement tolerances. Where more than one foundation type satisfies these criteria, the cost, scheduling, material availability and local practice will influence on the final selection of the type of foundation. 6.3.2

Shallow Foundation

We do not recommend the use of shallow foundation for any important and settlement sensitive structure because of the low bearing capacity of the original layer and the relatively large settlement that still to be experienced by the project site. 6.3.3

Deep Foundation

6.3.3.1 Axially Loaded PC-Piles

The most reasonable and acceptable foundation for any important and settlement sensitive structure to be constructed here is driven pile. This is because driven pile is easy and fast to install and can transfer working load to a competent layer at deeper layer stratum by by-passing the top soft layer, resulting in very small experienced settlement The assessment of axial pile capacity is based on Pre stressed Concrete Spun Pile (PCPile) of 300 mm, 350 mm, 400 mm, 450 mm and 500 mm outside diameter, with 60 mm, 65 mm, 75 mm, 80 mm and 90 mm wall thickness, respectively. The ultimate soil bearing capacity in compression and tension is calculated based on the laboratory and field tests, by using the following equation : Pult-cmp

=

f s.As+ q p.A p….…….……………………………….................…....(3)

= = = = =

ultimate pile capacity in compression, kN unit skin friction to pile, kN/m2 α. cu, for cohesive soil k o.po.tan(φ), for cohesionless soil adhesion factor c c 0.50. ( u ) − 0.50 for u ≤ 1.0 p o p o

Where : Pult-comp f s

α

= = k o PT. SOILENS, Bandung

= =

c − 0.25 c 0.50. ( u ) for u >1.0 p o p o coefficient of lateral earth pressure 1 – sin φ Page 13


cu Po

= =

As q p

= = = = = =

Nq A p


undrained shear strength, kN/m2 effective overburden vertical stress at depth under consideration, kN/m2 outside surface area of pile, m2 unit end bearing capacity, kN/m2 9.cu, for cohesive soil po.Nq, for cohesionless soil dimensionless bearing capacity factor cross section area of pile, m2

The shear strength (c u) of rock can be derived based on unconfined compression test with q correlation of cu = u . If there is no laboratory test results, the un-drained shear 2 strength derived based on SPT N-values using correlation of c u = 6N. The maximum values of c u is 250 kPa for compressive and 100 kPa for tension. The analysis was performed by using computer program of PLEAXI. To aid the designer in designing a foundation, the graph of pile capacities for each borehole point is provided in this report. The designer can select which borehole point close to a particular structure or to a particular pile location so pile capacity can be obtained from the graph for that borehole. The graphs showing the ultimate and allowable soil bearing capacity in compression and tension against the embedment depth below plant site elevation of +5.0 m MSL are shown in PLATE 4.1 to PLATE 4.15 enclosed in this report. The allowable compressive capacity of spun piles are designed for a safety factor of 2 and the estimated settlement of about 25.4 mm. The allowable tension capacities are designed for a safety factor of 3.

6.3.3.2 Negative Skin Friction on Piles.

Due to the site fill over the existing consolidated soil layers at the plant site, we recommend to include the negative skin friction in calculating allowable compressive bearing capacity. The magnitude of negative skin friction P N acting on bored pile is presented in Table 7. The unit negative skin friction is calculated as suggested by Bjerrum using the following equations: For cohesive soil

:

For cohesionless soil

:

f s = 0.25 po..............................................................(4) f s =

1

3 .k s . p o . tan( φ ) …..…………..…….....……(5) 2 4

Where : f s po k s φ

= = = =

unit negative skin friction effective overburden pressure coefficient of lateral earth pressure internal friction angle of cohesionless soil

The ultimate negative skin friction then to be calculated by using the following equation: P N

= π.D.L N.f s…………………………..…………..…….…..……………(6)

Where : PT. SOILENS, Bandung

Page 14


P N D L N f s

= = = =


ultimate negative skin friction on pile diameter of pile length of pile to neutral point unit negative skin friction.

The negative skin friction on pile summarized as follows:

Table 7 : Negative skin friction on pile (P N ) No 1 2 3 4 5

Pile Dimension/ Diameter dia. 300 mm dia. 350 mm dia. 400 mm dia. 450 mm dia. 500 mm

Pile Type Spun Pile Spun Pile Spun Pile Spun Pile Spun Pile

Negative Friction ( P N ) (kN) 165 190 215 245 270

6.3.3.3 Laterally Loaded Piles

The analysis of the lateral capacity of the piles is performed by using Lpile Plus computer program developed by Ensoft. Lpile Plus uses a finite difference approximation to solve the non-linear spring-beam/column model of pile-soil interaction. The stressstrain response of the pile is modeled as a simple elastic material with E-pile assumed to be

9600 σ b kg/cm2. Where σ b is the characteristics compressive strength of concrete

of 500 kg/cm2 for pc-pile. The results of analyses for single piles are presented as curves of the lateral load versus pile head deflection and the lateral load versus maximum bending moment on the following Plate : • •

PLATE 5.1 to PLATE 5.5 for Pinned/Free Pile Head PLATE 6.1 to PLATE 6.5 for Fixed Pile Head

The pile response due to lateral load presented in curves on the following plate : • •

PLATE 7.1 to PLATE 7.5 for Pinned/Free Pile Head PLATE 8.1 to PLATE 8.5 for Fixed Pile Head

6.3.3.4 Allowable Pile Capacity

(a).

Axial Compressive Capacity To determine the allowable axial pile capacity in compression the equation (4) should be used. P all comp =

P ult comp F s

…......................................……………..…………................(4)

Where : Pall-comp = allowable soil bearing capacity in compression, kN Pult-comp = ultimate soil bearing capacity, kN FS = factor of safety, 2.0 Based on our experience a safety factor of 2.0 may be used in equation (4) to get the allowable compressive capacity. PT. SOILENS, Bandung

Page 15


(b).


Axial Tension Capacity To determine the allowable axial pile capacity in tension the equation (5) should be used. P all tension =

P ult tension F s

......................................…………………....................……(5)

Where : Pall-tension = allowable pile capacity in tension, kN Pult-tension = ultimate pile capacity in tension, kN FS = factor of safety, 3 Finally, the maximum allowable load both in compression and tension should be checked against the allowable capacity of the pile material. (c).

Lateral Pile Capacity We recommend using allowable lateral load based on a tolerable butt deflection of 10 mm for pinned head and 6 mm for fixed head. During design phase the lateral pile capacity presented in this report should be checked against the capacity of pile material to resist bending moment and shear stress. This can be done by checking the interaction graph of axial load versus bending moment issued by the pile manufacturer. The pile penetration or length below plant elevation, allowable compressive, tension and lateral pile capacity are presented in PLATE 9.1 to PLATE 9.3. It should be noted that the allowable static axial pile capacities presented in this table can be increased by 30 % to determine the transient load such as wind or seismic.

6.3.3.5 Pile Spacing

Axial loading of group piles should be determined as the product of group efficiency (reduction factor), number of piles in the group and the capacity of a single pile. We recommend that for piles with center to center spacing of 3 pile diameters, the reduction factor of 1.0 be used. The reduction factor of 0.70 for piles with a center to center spacing less than 3 pile diameters should be used. Center to center piles spacing less than a 2.5 pile diameter is not recommended. For lateral loading, analyses based on Fleming show that no reduction in lateral capacity due to pile group effects is envisaged provided the pile spacing is 4.5 pile diameter or greater (center to center). In case pile spacing is less than 4.5 pile diameter in a group, we recommend reduction factor of 0.70 to analyze the lateral group capacity. 6.3.3.6 Pile Driving Procedures

(a).

Driving Records Probe piles should be installed first before any production pile. Observation on probe pile should be performed at every area near the boring points to know the sufficient length of embedment, final blows per 25 cm penetration, and total blows of each probe pile.


Page 16



After driving the probe piles, pile load tests on several piles at represented area should be carried out to know pile behavior under loading and pile load capacity at certain short-term settlement. Driving of working piles are performed after issuing pile driving criteria for piles at each represented area. The following data shall be recorded in the pile driving record sheet. (1)

(2) (3)

General data including project name, job number, pile driving record, date and time of pile driving commencement and completion, pile number, structures name, ground surface elevation and others. Data of pile including pile identification number, pile diameter, pile length, pile tip elevation, and others Data of hammer including total weight of hammer ram weight, ram stroke, rate energy per blow, hammer cushion.

We recommend that pile driving be performed from center to edge of the group to avoid or to limit possible heaving. A continuous heave measurement for all the piles should be performed throughout the pile driving. Re-driving of piles should be done if heave exceeds 25.4 mm. We recommend using pile shoes to improve drive-ability and also to provide protection at the pile tip. (b).

Pile Driving Criteria The pile driving acceptance criteria should be based on the following : (1).

Drive the pile to target level as defined by the nearest boring logs or pile test results.

(2).

If the pile comes to refusal above target level, continue driving until a blow count of 100 blows/250 mm penetration or final set of 25 mm/10 blows. The pile is then required to be driven for “final setting” in 2 t imes, without any reduction in the driving resistance. If the resistance is not maintained at 25 mm/10 blows it is judged that the hard layer is thin and the pile is liable to break through this layer. Therefore, the pile should be driven further to the target level.

(c).

Use minimum pile driving equipment of K-35 with hammer weight of 35 kN or equivalent for driving the pile with pile weight of 25 to 65 kN and required bearing capacity of 1000 to 1750 kN.

(d).

Use minimum pile driving equipment of K-45 hammer weight of 45 kN or equivalent for driving pile with pile weight of 35 to 85 kN and required bearing capacity of 650 kN to 2000 kN.

6.3.3.7 Full Scale Vertical Pile Loading Test

The design capacities in this report for properly installed conventional piles are based on considerable experience with load tests as well as the application of geotechnical design methods. It is recommended performing full scale pile loading tests for the axial and uplift modes to confirm the calculated ultimate to determine the safe loads capacities of the piles. PT. SOILENS, Bandung

Page 17



The test piles should be installed with the same procedures and details which will be used for production piles. This is especially important with bored piles where the performance can be significantly influenced by the installation procedures. The test pile lengths should be similar to the expected lengths of the production piles. If at all possible, the static load testing procedures and capacities should be such that the load test is carried out to a soil failure. Having failure criteria will allow the penetration of the production piles to be modified based on the load test results and the calculated pile-soil adhesion factors. The tests should follow ASTM D1143 and ASTM D3689 procedure. The test should be carried out on 2 (two) of the first piles. This will enable an early evaluation and make it possible to verify weather the pile system actually complies the contractor’s specifications. The pile load testing program should consider the following : The load shall be applied to the test pile by a hydraulic jack acting against a reaction beam, which is anchored by two or four reaction piles or loaded platform with concrete blocks. Reaction pile or counter loads and hydraulic jack each should have a capacity of minimum 4 times the pile design load. Vertical movement of the test pile and reaction piles are measured using at least 3 dial gauges, each having a 50 mm travel and be accurate to 0.01 mm. The dial gauges should be supported independently from the test pile and reaction piles. •

•

•

•

•

•

The loads shall be applied in accordance with the cyclic loading procedure of the respective ASTM standard. The entire test area must be sheltered from direct sunlight, wind and rain. The shelter must be sufficiently lighted as to allow night monitoring. The resultant of the load components must act along the longitudinal centerline of the test pile. An effort is to be made to have the dial gages calibrated prior to the test in an acceptable testing laboratory and the certificate is to be submitted for records. During test loading, read dial gages at 0, 1, 2, 5, 10, 15 and 30 minutes after each load increment, and 30 minutes intervals thereafter with max. 2 hours. Optical readings shall be taken on the reaction of anchor piles as well as the test pile before each load increment is changed. During 24 hours hold, readings may be ta ken every 3 hours after the first 2 hours. The final report shall contain the following :        

Identification, location and description of the test pile Description of the test apparatus, loading system and deflection measurement procedure Tabulated field data Time-settlement curve Load-settlement curve Remarks explaining unusual events or data, and movement of reaction piles Inspection logs for the test pile Calibration certificate of dial gauges and pressure gauges, indicating the serial number of the gauges and date the calibration was performed

Pile loading test shall be performed minimum 21 days after pile driving. We suggest performing minimum 2 (two) static loading tests on plant site. PT. SOILENS, Bandung

Page 18



6.3.3.8 Lateral Load Test

It is recommended to perform lateral load test to confirm the calculated ultimate capacity to determine the safe loads capacities of the piles. The tests should follow ASTM D3966 procedure. The impact point for the lateral test load shall be as close as possible to the site elevation. The impact point shall be finalized at the job site taking into account the loading device to be actually utilized at the time of load test. The following requirement and boundary limitation shall be applied for performing the lateral load test : •

In the static loading, unless failure occurs first, the test pile shall be loaded to the maximum test load of 200 % of the design load in accordance with the standard loading procedure stipulated in ASTM D3966, Section 6.1

•

In the dynamic (cyclic) loading, unless failure occurs first, the test pile shall be loaded to the maximum test load of 200 % design load in accordance with the standard loading procedure stipulated in ASTM D3966, Section 6.3

6.3.3.9 Pile Dynamic Analyzer (PDA Tests)

(a)

We recommend performing Pile Dynamic Analyzer (PDA) Test to evaluate the ultimate pile capacity at the time of testing. Based on the PDA test results, CAPWAP analysis should be performed to provide refined estimates of static capacity, assessment of soil resistance distribution, and soil quake and dumping parameters for wave equation input.

(b)

It is noted that the soil is greatly disturbed when a pile is driven into the soil. As the soil surrounding the pile recovers from the installation disturbance, a time dependent change in capacity often occurs. In this case we suggested to perform PDA in two time for the same pile as follows: •

Immediately after pile driving, and

•

21 days after pile driving.

The hammer for pile dynamic analysis should be warmed up before re-drive begins by applying at least 20 blows to another pile. The maximum amount of penetration required during re-drive should be 152.4 mm (6 inches) or the maximum total hammer blows required will be 50, whichever occurs first. (c)

Equipment and Methodology 

Prepared the top of the pile head, prior to testing, by grinding the concrete surface to a smooth and flat condition.



Drilled and plugged the concrete test pile in order to attach two strain transducers and two piezo-electric accelerometers to the pile shaft at a distance of 1.5 to 2.0 times the pile diameter below pile head.



The instrument then is connected to the PDA Collector computer by an insulated multi-wire cable. The PDA computer should be located some distance away from the instrumented test pile



Dynamic measurements then are obtained from the strain transducers and piezo-resistive accelerometers by striking the pile head on four separate occasions using a driving hammer as a drop weight. Each blow should be


Page 19



cushioned by a purpose made plywood packer placed directly on top of the smooth pile head. 

Analog signal from transducers be conditioned, digitized, stored and processed by PDA. Selected output from PDA typically included values such as : • • • •

(d)

The following main Pile Driving Analyzer data input should be checked and be adjusted to the actual pile and soil condition in the project        

(e)

the measured force and calculated maximum stress transferred energy to the pile calculated ram stroke static pile capacity and others

Pile length below gages Pile cross section area at the gauges Pile elastic modulus Unit weight of pile material Pile wave speed Case damping factor Unit indicator Display scale and transducer calibrations

Methodology of CAPWAP Analysis 

The CAPWAP computer program is a rigorous numerical analysis procedure which uses the PDA measured force and velocity data to solve for soil resistance parameters.



A model of each pile should be divided into segments of approximately one meter in length and trial soil resistance be assigned every second embedded pile element and one extra resistance at the pile base, to model the base response.



The soil model for each soil element contained a static resistance represented by an elasto-plastic spring with an ultimate resistance and a limiting elastic displacement, termed the “quake”



The soil damping modeled as a viscous dashpot with a damping factor which related the magnitude of the dynamic soil resistance to the pile velocity.



The selected PDA measured pile top velocity for the test pile then is imposed as an input to the CAPWAP analysis and trial values is assigned to all soil model parameters. The required pile top force then computed and the solution compared with the measured force obtained from the selected hammer blow. The agreement between computed and measured pile top force should be progressively improved by an iteration process in order to modify the soil model parameters, total capacity and its distribution along the embedded pile shaft, damping factors and quakes until no further significant improvement could be obtained in the model. The final soil parameters then are deemed to represent a best match dynamic soil model for the test pile. These soil parameters and pile model, finally be analyzed to calculate both shaft and base resistance, total mobilized capacity, and the static loadsettlement response of both the pile head and the pile base.


Page 20


6.4


(f)

Detail procedures of PDA Test, apparatus to be applied, analysis, and reporting shall be in accordance with the requirement of ASTM D4945.

(g)

All components of the apparatuses for obtaining dynamic measurement and the apparatuses for recording shall be calibrated at least once a year.

(h)

The PDA test and analysis should be performed by qualified and experienced Engineer(s). We recommend performing 4 (four) points of PDA test for this project. Regardless of the project size, we consider that Engineer may adjust the number and locations of dynamically tested piles based on design or construction issues that arise

Chemical Properties of Soil and Water Samples

Chemical test, i.e., pH, chloride content, and sulfate content were performed on soil and water samples obtained from borings to know the aggressivity of the soil against concrete structure. The results of analysis are summarized in Table 8. Table 8 : Chemical properties of soil samples. No

Test

Test Result in ppm

in %

1

pH

7.8-8.1(7.9)

2

Chloride (Cl) content

6409-13032(8987)

0.64-1.30(0.90)

3

Sulfate Content

3452-5546(4844)

0.35-0.55(0.48)

Table 9 : Chemical properties of water samples. No

Test

1

pH

2

Chloride (Cl) content

3

Sulfate Content

Test Result in ppm

in %

6.1-6.9(6.6) 15310-18515(17595)

1.53-1.85(1.76)

1766-1924(1817)

0.18-0.19(0.18)

The pH data indicates that the soils in the area are normal. The degradation of concrete is caused by chemical agents in the soil or groundwater that react with concrete to either dissolve the cement paste or precipitate larger which cause cracking and flaking. The concentration of the water-soluble sulfate in the soils is a good indicator of the potential for chemical attack of concrete. Sulfate concentration in soil can be used to evaluate the need for protection of concrete based on the information in the table below:

Table 10 : Sulfate Attack Potential Sulfate ion concentration, ppm

Aggressiveness

>20,000

Very Severe

2,000 to 20,000

Severe

1,000 to 2,000

Moderate

<1,000

Mild

Based on these indicators for concrete exposure to sulfate containing solutions, the test results indicate a severe potential to sulfate attack on buried concrete at the project site. PT. SOILENS, Bandung

Page 21



The American Concrete Institute Code 218 recommends that for these conditions Type V cement be used with a water cement ratio of less than 0.45. Other types of cement with fly ash up to 10 % may be used if the maximum water cementitious materials ratio is reduced to 0.4 or lower Because of the location of the project adjacent to a salt water and possibility of moisture containing significant volumes of chlorides which could then be deposited on concrete exposed to wetting and drying cycles, considerations should be given to provide corrosion protection to minimize chloride attack to the exposed concrete structures near or on the sea. Chloride inhibitors are available as admixtures during concrete mixing. 6.5

Hydrology

To ensure easy drain of rain water runoff from the plant site, drainage ditch should be constructed along the proposed road, around the buildings, the edges of the embankment or excavation onto slopes. A vegetation cover should be established as soon as possible on the embankment and or excavation slopes to minimize erosion from the surface run-off. Runoff coefficient of 0.70 to 0.90 should be used for calculating design discharge on paved area, and 0.50 for flat grassed areas with about 50 percent area impervious. We also recommend providing the area with impermeable surface drainage ditch, i.e., lined ditch, to easily drain the surface water to a lower elevation. 6.6

Inspection and Monitoring

Geotechnical aspects of foundation construction and/or installation should be monitored by a geotechnical engineer or his/her representative. Critical phases of the construction where geotechnical inspection is crucial to success of the project are : •

During plant site reclamation, and soil improvements.

•

During pile load testing, for making change in situ driving criteria and depth requirements to account for subsurface conditions.

•

During production pile driving to monitor depth requirements and potential hard driving zones and others.


Page 22

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