Advancement of Pile Technology and Pile Case...

INTERNATIONAL CONFERENCE ON

Advancement of Pile Technology and

Pile Case Histories

Bali, Indonesia 25 – 27 September 2017

Editors:

Paulus P. Rahardjo

Bigman M. Hutapea

iii

TABLE OF CONTENT

VOLUME 1

KEYNOTE SPEAKER

SOME ASPECTS OF RESEARCH AND PRACTICE FOR PILE DESIGN IN FRANCE A1-1

Roger Frank

DESIGN OF SINGLE PILES, SMALL PILE GROUPS, AND WIDE PILED FOUNDATIONS A2-1

Bengt H. Fellenius

ENERGY PILES: CHALLENGES AND OPPORTUNITIES A3-1

Ng. Charles Wang Wai, Gunawan Anthony, Gouw Tjie Liong

LESSONS LEARNED FROM CAREFUL MONITORING OF PILED FOUNDATION: ITALIAN

EXPERIENCE A4-1

Alessandro Mandolini

ADVANTAGES OF PILED RAFTS OVER PILE GROUPS OBSERVED IN MODEL LOAD TESTS IN DRY

AND SATURATED SAND GROUNDS A5-1

Tatsunori Matsumoto, Yesim Sema Unsever, Anh-Tuan Vu

SKIN FRICTION OF PREBORED AND PRECAST PILES IN WEATHERED ROCKS A6-1

Sangseom Jeong, Jongjeon Park, Dohyun Kim, Gyoungja Jung

THE ANALYSIS OF FIELD TESTS OF SOILS BY JOINT PILES ON THE CONSTRUCTION SITE OF THE

CASPIAN SEA AREA IN KAZAKHSTAN A7-1

Askar Zhussupbekov, Abdulla Omarov

UNSATISFACTORY BEHAVIOR OF STRUCTUERS RESTING ON PILE FOUDATION; RECENT

EXPERIENCES A8-1

Ikuo Towhata

PILING UNDER SEISMIC CONDITIONS: SOME CASE STUDIES A9-1

Sergei Terzaghi

RECENT ADVANCES IN HELICAL PILES A10-1

M. Hesham El Naggar

THE DEVELOPMENT OF NATIONAL SEISMIC HAZARD MAPS 2017 FOR DESIGN OF BUILDINGS

AND INFRASTRUCTURES IN INDONESIA A11-1

Masyhur Irsyam, Sri Widiyantoro, Irwan Meilano, Wahyu Triyoso, M. Asrurifak,

Danny Hilman Natawijaya, Arif Sabaruddin, Ariska Rudiyanto, Sri Hidayati, Lutfi Faisal

PROBLEMS OF PILE DESIGN AND CONSTRUCTION IN INDONESIA AND LESSONS LEARNED

FROM MEASUREMENT OF PILE BEHAVIOR IN PROBLEMATIC SOILS A12-1

Paulus Pramono Rahardjo

iv

SPECIAL PAPER

AN APPLICATION OF A PILE INSTALLATION METHOD COMBINING INNER EXCAVATION WITH

VIBRATION FOR STEEL PIPE PILES (NB SYSTEM) B1-1

Taichi Terui, Yoichi Shimada, Tatsuya Komazawa

AXIAL BEARING CAPACITY OF LARGE OPEN ENDED PIPE PILES – A CASE STUDY ON PILE

FOUNDATIONS FOR WINDFARMS OFF THE GERMAN COAST B2-1

Mussie Kidane, Martin Pohl

STATIC LOAD TEST ON CONCRETE PILE-INSTRUMENTATION AND

RESULTS INTERPRETATION B3-1

Adam Krasinski, Mateusz Wiszniewski

INTEGRAL BRIDGES AND THE MODELLING OF SOIL-STRUCTURE INTERACTION B4-1

Steve Rhodes, Philip Icke

REDUCED CAPACITY OF PILE FOUNDATION ASSOCIATED WITH GROUNDWATER REBOUND IN

AFTERMATH OF BANGKOK LAND SUBSIDENCE B5-1

Noppadol Phienwej, Kanthima Intachai, Dolrueporn Sarakshetrin

LARGE DIAMETER BORED PILES FOR AFRICA`S SUSPENSION BRIDGE No 1

IN MOZAMBIQUE B6-1

Jörn Seitz

PILE LOAD TESTS AT THE WEST COAST OF MEXICO B7-1

Shilton Rica, Stefan Van Baars, Stefan Jung

BEHAVIOR OF THE FOUNDATION OF BRIDGE REINFORCED BY RIGID AND FLEXIBLE

INCLUSIONS B8-1

Karech Toufik, Noui Abdelkader, Bouzid Tayeb

GANPILE METHOD - REASONABLE PILE DRIVING METHOD TO EMBED STEEL PILES

INTO THE BEDROCK B9-1

K.Inazumi, Y.Shimada, H.Taguchi, Y.Tatsumi, M.Nakajima

REINFORCING EFFCT OF MULTIPLE-ROW SMALL DIAMETER STEEL PIPE PILE ON SLOPE

STABILITY B10-1

Naoto Watanabe, Hemanta Hazarika, Hiroki Sugahara, Yoichi Suzuki

KINGDOM TOWER, JEDDAH, SAUDI ARABIA: WORLD’S TALLEST BUILDING AT 3307 FT, WITH

360 FT DEEP FOUNDATIONS B11-1

Karsten Beckhaus, Harald Heinzelmann

v

VOLUME 2

SOIL CONDITIONS, METHODS OF PILE INSTALLATION, AND THEIR EFFECTS ON

SURROUNDING SOILS AND STRUCTURES

THE USE OF GROUND INVESTIGATION FOR OFF SHORE PILING C1-1

Angelo Indelicato

INITIAL DRIVING PILE MECHANISM FOR PILE TIP USING BINGHAM MODEL IN CLAY SOIL C2-1

Budijanto Widjaja, Krisna Sanjaya Utomo

PRESS-IN PILING METHOD FOR URBAN CONSTRUCTION C3-1

Tsunenobu Nozaki

THE LATERAL DISPLACEMENT OF SOFT SOIL DUE TO PILE INSTALLATION AT THE OIL TANK OF

TNU PROJECT AT SURABAYA C4-1

Indarto, Arik Triarso

PILE BEARING CAPACITY

STATISTICAL ANALYSES OF SOIL PARAMETERS AND DETERMINISTIC AXIAL CAPACITY

ASSESSMENT FOR OFFSHORE PILE IN SHALLOW GAS D1-1

Christian H. Girsang, M Razi B Mansoor

PILE BEARING CAPACITY FOLLOWING JACKING PILE METHOD COMPARISON OF MEYERHOFF &

SCHMERTMANN METHOD, STUDY CASE IN TANJUNG JABUNG TIMUR, JAMBI D2-1

Deny Wibisana

INFLUENCE OF BOREHOLE OPENING TIME TO THE REDUCTION OF BEARING CAPACITY FOR

BORED PILE IN JAKARTA CLAYEY SUBSOIL D3-1

Tofan Louw Tanicho

INFLUENCE OF SOIL SET UP ON THE BEARING CAPACITY OF PILE IN CLAYS D4-1

Marteen Yusgitra Pratama, Dian Astriani, Paulus Pramono Rahardjo

BEARING CAPACITY OF BORED PILE IN CEMENTED SAND AND SILT D5-1

Felix Fernando Sukardi, Siska Rustiani

BEHAVIOUR OF BORED PILES EMBEDDED IN CLAYSHALES D6-1

Melissa Kurnia, Paulus Pramono Rahardjo

PILING MATERIAL AND IMPERFECTION PROBLEMS

POURING OF POROUS CONCRETE IN SECANT PILE WALLS E1-1

Matthias A. Pulsfort, Markus Herten, Claudia Fierenkothen

vi

CONCRETE BLEEDING IN BORED PILE CONSTRUCTION IN BANGKOK SOIL E2-1

Narong Thasnanipan, Zaw Zaw Aye, Thayanan Boonyarak

STUDY ON THE EFFECT OF ROUGHNESS INTERFACE ON FRICTION BEHAVIOUR OF COHESIVE

SOIL AND CONCRETE E3-1

Anastasia Sri Lestari, Eric Raynaldi

STUDY OF FRICTION RESISTANCE ON SOIL INTERFACE AND PILE ON BOBONARO EXPANSIVE

CLAY E4-1

Eduardo Amaral Vong, Paulus Pramono Rahardjo

NUMERICAL MODELING OF PILE-SOIL INTERACTION

EFFECTS OF PILE LATERAL MOVEMENT, PILE SPACING AND PILE NUMBERS ON LATERALLY

LOADED GROUP PILES F1-1

GOUW Tjie-Liong

THREE-DIMENSIONAL NUMERICAL STUDY ON THE INTERACTION BEHAVIOURS OF

VERTICALLY-LOADED PILE GROUP AND PILED RAFT FOUNDATIONS F2-1

Anh-Tuan Vu, Tatsunori Matsumoto

BEHAVIOUR OF SOIL MODELS FOR PILED EMBANKMENT AND SURCHARGED VERTICAL DRAIN

ON KLANG CLAY F3-1

Ramli Nazir, Khairul Anuar Kassim, S. Puspanathan, Ismail Abd Rahman

CONTINUUM NUMERICAL MODELLING OF DYNAMIC LOAD TEST FOR STEEL PIPE PILES F4-1

Mehdi Aghayarzadeh, Hadi Khabbaz, Behzad Fatahi, Sergei Terzaghi

SIGNIFICANCE OF PRESSUREMETER TEST FOR MODELING SECANT PILE REINFORCED BY SOIL

NAILING IN EXCAVATION F5-1

Aswin Lim, Paulus Pramono Rahardjo, Adityaputera Wirawan

PRACTICAL RAFT-PILE FOUNDATION DESIGN AND ANALYSIS F6-1

Hadi Rusjanto Tanuwidjaja, Grace Kurniawati Santoso, Euricky Eduardo Tanuwidjaja

CASE HISTORIES OF PILE FOUNDATION

A CASE STUDY ON GROUTED DRIVEN STEEL PILES USED AS TIE-BACK TENSION PILES FOR A

QUAY WALL CONSTRUCTION IN WILHELMSHAVEN, GERMANY G1-1

U. Matthiesen, M. Pohl

REDESIGN OF PILE FOUNDATION ON BRIDGE ABUTMENT CAUSE OF IN ACCURATE SOIL

INVESTIGATION AND PILE DESIGN G2-1

Fabian J Manoppo, Charity J Manoppo

Sri Kanti Widjajanti

Highlight

vii

AXIAL LOAD VARIATIONS IN A PILE GROUP UNDER CYCLIC OVERTURNING MOMENT AND

HORIZONTAL LOAD G3-1

Shuji Tamura, Daisuke Ishikawa, Keita Shibata, Hideki Funahara

CASE STUDY: MICROPILES AS INTEGRAL PART OF AN ALTERNATIVE SLOPE STABILIZATION

SYSTEM AT SELO BOYOLALI, CENTRAL JAVA, INDONESIA G4-1

Thomas Hangartner, Prosida Rhapsody, Christophe Balg

CHALLENGES AND RELIABILITY OF RAPID LOAD TEST - A CASE HISTORY IN SINGAPORE G5-1

P.Y. Ng, P.Y. NgC.C. Ng, K.E. Chua, Jerry Lim, C.W. Ong, S.H. Chew, Ricky Nagatie

COMPARISON BETWEEN BIDIRECTIONAL STATIC LOAD TEST RESULT AND FINITE ELEMENT

METHOD ON LARGE DIAMETER AND LONG BORED PILE - A CASE STUDY OF KUNINGAN

PROJECT, JAKARTA G6-1

Anthony, Angel Refanie, Freddy Gunawan, Budijanto Widjaja

COMBINED HELIX PILES-RAFT FOUNDATION FOR SUPPORTING ROAD CONSTRUCTION ON

PEAT SOIL G7-1

Ardy Arsyad, Indra Herdiman Yusuf Ratu

DESIGN, CONSTRUCTION, AND PERFORMANCE OF LONG DEEP BORED PILES FOR TALL

BUILDING COMPLEX IN JAKARTA G8-1

Budihartono Wijanto, I. Wayan Sengara, Bakhtiar Cahyandi, Widjojo A. Prakoso, Winda Jusmelia

SEISMIC RESPONSE OF D-WALL FOUNDATION FOR MRT STATION G9-1

Jimmy Prasetyo, Paulus Pramono Rahardjo

STUDY ON THE EFFECT OF LANDSLIDE ON PILES FOUNDATION IN HAMBALANG VILLAGE,

BOGOR DISTRICT G10-1

Herry Purnomo, Yunara Dasa Triana, Nana Rukmana, Subandriyo, Kristianto, Anas Luthfi

THE USE OF CONCRETE MAT ON MINI PILES TO STABILIZE SLOPE AND REDUCE SETTLEMENT

IN THE CONSTRUCTION OF AIRPORT RUNWAY G11-1

Andy Sugianto, Asep Gunawan, Paulus Pramono Rahardjo

EMPIRICAL STUDY ON CORRELATION BETWEEN THE PILE FRICTION RESISTANCE AND

STANDARD PENETRATION G12-1

Satriyadi

PILE STATIC AND DYNAMIC TEST

DYNAMIC PILE TESTS ON PRESS-IN (JACKED) PILES H1-1

Mun Fai Chong

viii

EXPERIMENTAL STUDY ON STATIC AND DYNAMIC BEHAVIOR OF STEEL BATTER PILE

FOUNDATION H2-1

Koichi Tomisawa, Koichi Isobe, Tadatomo Watanabe

INSTRUMENTED PILE LOAD TESTS ON ROCK SOCKETED PILES WITH DISTRIBUTED FIBRE OPTIC

SENSOR H3-1

B. P. Tee, M. F. Chong, K. A. Ang, H. Mohamad, R. A. Abdullah, A. S. A. Rashid

EVALUATION OF OSTERBERG CELL TEST USING LINEAR AND NONLINEAR APPROACH FOR

APARTMENT PROJECT IN PONDOK INDAH H4-1

Andrew Arnaldi, Ferdinand Eka Putra, Budihartono Wijanto

PILE DRIVING TEST OF SEGMENTAL POST-TENSION PRECAST CONCRETE SPUN PILE

(PC CYLINDER PILE) H5-1

Abdi Pasya Reihan B, Dedy Kurniawan, IGB Hari Agus Aditia

OVER PREDICTIONS OF STATNAMIC LOAD TESTS IN FINE GRAINED SOILS H6-1

Noman Farooq

PILE BEHAVIOR

ESTIMATION OF INNER FRICTION DISTRIBUTION OF OPEN-ENDED PILES I1-1

Mizue Kanbe, Taichi Hyodo, Masanori Okubo, Yoshiaki Kikuchi, Kensaku Onozawa

STUDY ON THE EFFECT OF COMPACTED FILL ON THE BEHAVIOR OF LATERALLY LOADED PILES

ON SOFT SOILS I2-1

Stefanus Diaz Alvi, Paulus Pramono Rahardjo

BEHAVIOUR Of BORED PILES IN EXPANSIVE SOIL UNDER AXIAL LOADING I3-1

Nunun D. Prawestie, Paulus Pramono Rahardjo

PERFORMANCE OF PILE IN LINEAR AND NONLINEAR STRUCTURE (APPLICATION IN

ENGINEERING STRUCTURE) I4-1

Anwar Dolu, Amrinsyah Nasution

NUMERICAL STUDY OF PILE-SOIL INTERACTION IN GROUPS UNDER OC AND

NC CONDITION I5-1

Aflizal Arafianto, Paulus P. Rahardjo

INNOVATION IN PILE TECHNOLOGY

INNOVATION IN PILE INSTRUMENTATION TECHNOLOGY FOR DRIVEN AND

JACKED-IN PILES J1-1

S.K. Lee, Y.W. Chong, H.G. Li, A.H. Tan

ix

PILE FOUNDATIONS IN CHALLENGING SOFT SOIL CONDITIONS THE IMPORTANCE OF

GEOTECHNICAL AND GEOLOGICAL KNOWLEDGE J2-1

Linda de Vries

APPLICATION OF FIBRE OPTIC TO ANALYSE LOAD DISTRIBUTION AND CONCRETE QUALITY OF

BORED PILE DURING AXIAL LOAD TEST J3-1

Adityaputera Wirawan, Andy Sugianto, Paulus Pramono Rahardjo, Tee Bun Pin

INNOVATIVE FOUNDATION DESIGN FOR HIGH RISE BUILDING USING COMBINATION OF

GROUND IMPROVEMENT AND JACK-IN PILES J4-1

C.K. Lee, C.W. Ong, W.K. Lai, C.C. Ng, M.H. Ang, S.H. Chew, C.S. Lee, Richard Lee, and C.S. Liau

THE USE OF DIFFERENT SHEARING RATE IN DIRECT SHEAR TEST TO DETERMINE DAMPING IN

SOILS AND SOIL-CONCRETE INTERFACE FOR INPUT IN PILE DRIVING ANALYSIS J5-1

Rudy Febrijanto, Paulus Pramono Rahardjo, Aflizal Arafianto

PILES IN MOVING GROUND

IMPLEMENTATION OF THE BORE-PILED STRUCTURES FOR CUT SLOPE PROTECTION ON THE

MORPHOLOGICAL TERRAIN OVER CLAY-SHALE DEPOSITS K1-1

Eddie Sunaryo, Ahmad Numan, Dinny Kus Andiany, Maulana Iqbal

UPLIFT AND SETTLEMENT CHARACTERISTICS OF HOLLOW PILES UNDER CYCLIC LOADED

EMBEDDED IN SILTY SANDS K2-1

Manish V Shah, Ashvin Vaghani

USE OF BORED PILES AND GROUND ANCHOR TO STABILIZE HIGHWAY SLOPE FAILURES K3-1

Aris Handoko, Paulus Pramono Rahardjo

PREDICTION OF PILE LATERAL DISPLACEMENT IN BANDUNG SOFT CLAY DUE TO

EMBANKMENT CONSTRUCTION BASED ON DILATOMETER TESTS DATA K4-1

Asriwijanti Desiani, Paulus Pramono Rahardjo

Proceeding of PILE 2017, ISBN 978-979-15020-4-7

Bali - Indonesia, September 26 – 27, 2017

F1-1

EFFECTS OF PILE LATERAL MOVEMENT, PILE SPACING AND

PILE NUMBERS ON LATERALLY LOADED GROUP PILES

ABSTRACT: Based on 3D finite element numerical analysis on 3x3 pile group Gouw and Hidayat (2015)

suggested that that when base friction of the pile cap and the passive pressure acting against the pile cap are

neglected, the effects of the pile cap thickness against group lateral efficiency is marginal and can be safely

neglected. They also briefly mentioned that the center to center pile spacing and the lateral movement of the

piles also affect the capacity of the laterally loaded group piles. To investigate the effect of the magnitude of

pile lateral movement and pile spacing to larger pile groups, the study was continued by carrying further analysis

on 5x5 and 9x9 pile groups, taking the same modelling assumption where base friction and passive resistance

induced by pile cap were neglected. The study revealed that pile group lateral efficiencies were found to be

larger when the center to center pile spacing were wider. It was also found the greater the number of piles in

the group the lower the pile lateral efficiency. However, pile head lateral (horizontal) movement only have

marginal effect on the lateral efficiency of group piles.

Keywords : Group piles, finite element, pile group lateral efficiency, pile lateral movement

INTRODUCTION

Many methods have been developed in estimating single pile lateral capacity, starting from

Broms method (Broms, 1964a, 1964b), Reese and Matlock method (Reese and Matlock, 1956),

Poulos and Davis method (Poulos and Davis, 1980), to many other researches, e.g. Kim and Kim,

1999; Kumar et al, 2000. For pile group lateral capacity, it is generally calculated by reducing the

modulus of horizontal subgrade reaction of the soil, kh (Prakash, 1962). Prakash method does not

consider the effect of the thickness of the group pile cap, the number of piles in the group and the

lateral movement of the piles. By employing 3D geotechnical finite element computer software, e.g.

PLAXIS 3D, Gouw and Hidayat (2015) concluded that that when base friction of the pile cap and the

passive pressure acting against the pile cap are neglected, the effects of the pile cap thickness

against group lateral efficiency is marginal and can be neglected. They also briefly mentioned that

the center to center pile spacing and the lateral movement of the piles also have effects on the

capacity of laterally loaded single pile and group piles. Taking the same modelling assumption

where base friction and passive resistance induced by pile cap are neglected, Gouw carried out

further research by analyzing larger pile groups of 5x5 and 9x9 to investigate the effect of

magnitude of pile head lateral movement, pile spacing and number of piles in the group on the

pile group lateral efficiency in resisting lateral load. Effect of the moment induced by pile lateral

load is not considered. This paper presented the results of the study.

GOUW Tjie-Liong

Geotechnical Consultant

Former faculty at Civil Eng. Department,Binus University, [email protected]

F1-2

RESEARCH METHODOLOGY

As presented in previous paper (Gouw and Hidayat, 2015), the research is carried out by

employing PLAXIS 3D geotechnical finite element software (Brinkgreeve et al, 2015) with the

following methodology:

(1) The piles are circular bored piles with 1m or 1000mm diameter.

(2) The subsoil is clay with an undrained shear strength, Su, of 50 kPa and soil stiffness, E, of 500

times undrained shear strength, E = 25.000 kPa. The soil is assumed to be in undrained

condition under the basis that the lateral load on building piles are normally induced by wind

or earthquake loads which generally take place for a short duration.

(3) Mohr Coulomb soil model is used.

(4) Model and carry out single pile analysis subjected to lateral load. The lateral load carrying

capacity of the single pile is determined at 6mm, 9mm, 12mm, 25mm, 40mm and 100mm

lateral movement of the pile head. Named the single pile capacity at certain lateral movement

as Q1h = x mm. Note that the chosen magnitudes of lateral movements are based on the

following criteria:

6 mm is normally adopted as allowable lateral movement under static condition.

9 mm is allowable lateral movement under small earthquake shaking.

12 mm is allowable lateral movement under medium earthquake shaking.

25 mm is allowable lateral movement under strong earthquake shaking.

40 mm is based on the local practice (Jakarta, Indonesia) that the pile ultimate load is

determined at pile head movement of 4% pile diameter, i.e. 4% x 1000mm = 40mm.

100mm is the original Terzaghi's 10% pile diameter failure criteria for lateral

movement, i.e. 10% x 1000mm = 100mm.

(5) The piles are modelled as embedded beam with unit weight of 24 kN/m3 and structural

stiffness of 3x107 kN/m2.

(6) Model 3x3, 5x5 and 9x9 piles group subjected to lateral load.

(7) Lateral load is applied at the side the of the pile cap. Magnitude of the load is adjusted until

all piles in the group move laterally by 100mm or more.

(8) The center to center pile spacing is varied from 3D, 4D, 5D, 6D, 8D to 10D (D=pile diameter).

(9) Since it has been found that the effect of pile cap thickness is marginal, on this further study

the pile cap thickness for all pile groups are taken as 2D. The pile caps are modelled as soil

cluster with non-porous, linear elastic material model, with the unit weight of 24 kN/m3,

stiffness of 3x107 kN/m2, and Poisson’s ratio of 0.15.

(10) To eliminate the effect of soil friction between the base of the piles cap and the underlying

soil, a 10-cm thin layer of dummy soil with nearly zero strength and zero stiffness is placed

under the pile cap.

(11) To eliminate the effect of soil passive resistance acting on the pile cap, the pile cap is placed

on the ground surface.

(12) The lateral movement of each pile in the group is then generated by Plaxis 3D. Then, load

carrying capacity of each pile is derived at the corresponding pile head lateral movement of

6mm, 9mm, 12mm, 25mm, 40mm and 100mm.

F1-3

(13) The group total lateral capacity at a certain magnitude of lateral movement, Qgh= x mm, is

determined by summing up the load acting in each individual pile at the corresponding

magnitude of the lateral movement.

The lateral pile group efficiency, then computed as,

= Qg h = x mm / (n x Q1h = x mm) ≤ 1 (1)

where:

Qg h = x mm = group lateral capacity obtained by summing up each pile load carrying

capacity at certain lateral movement of x, say at 6mm. It is derived from

group pile finite element analysis.

n = number of piles in the group, i.e. 3x3 group n = 9,

5x5 group n = 25, 9x9 group n = 81

Q1h= x mm = single pile lateral capacity at certain lateral movement of x, say at 6mm.

It is obtained from single pile finite element analysis.

THE FEM MODELLING

As mentioned in the research methodology, the analysis was first carried out to derive single

pile movement, followed by carrying out analysis for 3x3 piles, 5x5 piles and 9x9 piles. Figure 1

shows the typical finite element modelling of 3x3 piles group. Figure 2 shows the pile head lateral

(horizontal) movements of a single pile, 3x3 piles, 5x5 piles and 9x9 piles with pile spacing of 3D (3

times pile diameter) and pile cap thickness of 2D. Horizontal movements of the same pile group

arrangement with pile spacings of 4D, 5D, 6D, 8D to 10D were analyzed and the results are

presented in Figures 3 to 7. The graphs show that for the same spacing of piles, the larger the pile

group, i.e. bigger number of piles, the lower the carrying capacity of each pile in the group. The

load carried by each pile in the group was determined at the lateral movement of 6, 9, 12, 25, 40,

and 100mm. It was then compared with the single pile capacity to derive the group efficiency as

per equation (1).

Figure 1. Typical Finite Element Model of the Pile Group (Gouw and Hidayat, 2015)

F1-4

Figure 2. Pile Head Lateral Movement for Pile Spacing of 3 Pile Diameter


y = -0.1242x2 + 48.838x

y = -0.0751x2 + 26.031x

y = -0.053x2 + 18.977x

y = -0.0386x2 + 13.704x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)

Pile Head Lateral Movement, ux (mm)

Single Pile Capacity One Pile Capacity in 3x3 group

One Pile Capacity in 5x5 group One Pile Capacity in 9x9 group

Pile Spacing:

3 Pile DiameterS = 3D

SinglePile

3 x 3Group

5 x 5

9 x 9

y = -0.1242x2 + 48.838x

y = -0.084x2 + 30.973x

y = -0.0685x2 + 24.208x

y = -0.0472x2 + 18.268x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)




Pile Spacing:


SinglePile

3 x 3Group

5 x 5

9 x 9

F1-5



y = -0.1242x2 + 48.838x

y = -0.0879x2 + 34.37x

y = -0.0769x2 + 28.368x

y = -0.056x2 + 22.997x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)




Pile Spacing:


SinglePile

3 x 3

Group

5 x 5

9 x 9

y = -0.1242x2 + 48.838x

y = -0.0937x2 + 37.338x

y = -0.0809x2 + 31.92x

y = -0.0726x2 + 29.103x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)




Pile Spacing:


SinglePile

3 x 3

Group

5 x 5

9 x 9

F1-6



EFFECT OF PILE LATERAL MOVEMENT

The pile group lateral efficiencies are then plotted against lateral movement of pile head as

presented in Figures 8 to 10, for 3x3, 5x5 and 9x9 piles, respectively. The results show that in term

of pile center to center spacing, S, for all group piles the larger the pile spacing the higher the pile

lateral efficiency, .

y = -0.1242x2 + 48.838x

y = -0.1048x2 + 42.32x

y = -0.1037x2 + 41.378x

y = -0.0819x2 + 37.439x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)




Pile Spacing:


Single

Pile

Group3 x 35 x 5

9 x 9

y = -0.1242x2 + 48.838x

y = -0.1142x2 + 47.496x

y = -0.1145x2 + 46.584x

y = -0.0807x2 + 43.122x

0

500

1000

1500

2000

2500

3000

3500

4000

0 10 20 30 40 50 60 70 80 90 100

Late

ral

Loa

d,H

x(k

N)




Pile Spacing:


Single

Pile

Group3 x 3

5 x 5

9 x 9

F1-7

In term of pile head lateral movement, for 3x3 and 5x5 group piles: up to pile center to center

spacing of 5 pile diameters (S=5D), the larger the pile movement the lower the lateral efficiency.

For spacing larger than 5 pile diameters (S>5D), the pile lateral efficiencies remain almost constant

regardless of pile head movement. For 9x9 group piles: the lateral efficiencies reduce with pile

movement for pile spacing up to 4D, remain almost constant for pile spacing of 5 to 6D, and then

start to increase for pile spacing greater than 6D.

Closer examination on the magnitude of lateral efficiencies against pile movements show that

the changes is marginal. For example: the group of 3x3 piles at pile spacing of 3D, for pile

movement of 6mm to 100mm, the lateral efficiency only reduces by 0.023. For 9x9 piles at pile

spacing of 10D, for pile movement of 6mm to 100mm, the lateral efficiency only increases by 0.076.

Figure 8. Pile Head Lateral Movement vs Group Efficiency for 3x3 Group Piles


y = -0.0003x + 0.5339R² = 0.9957

y = -0.0001x + 0.6347R² = 0.9957

y = -2E-05x + 0.7038R² = 0.9957

y = 4E-05x + 0.7644R² = 0.9957

y = 8E-05x + 0.8663R² = 0.9957

y = 0.0002x + 0.9719R² = 0.9957

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Pile Head Lateral Movement (mm)

3 X 3 PilesPile Cap Thickness 2D

S = 10D

S = 8D

S = 6D

S = 5D

S = 4D

S = 3D

y = -0.0001x + 0.3891R² = 0.9957

y = -0.0002x + 0.4964R² = 0.9957

y = -0.0001x + 0.5813R² = 0.9957

y = 7E-06x + 0.6536R² = 0.9957

y = 4E-05x + 0.8471R² = 0.9957

y = 0.0001x + 0.9535R² = 0.9957

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S = 10D

S = 8D

S = 6D

S = 5D

S = 4D

S = 3D

F1-8


EFFECT OF PILE SPACING

Figures 11, 12 and 13 show the results of analysis in term of pile spacing vs pile group lateral

efficiencies for 3x3, 5x5 and 9x9 group piles, respectively. The graphs show that for each group

piles, the wider the pile spacing the larger the pile group lateral efficiencies. However, for each pile

spacing, the magnitude of pile movement only have marginal effect on pile lateral efficiency.

Figure 11. Pile Spacing vs Group Efficiency for 3x3 Group Piles

y = -0.0001x + 0.281R² = 0.9957

y = -2E-05x + 0.3741R² = 0.9957

y = 7E-05x + 0.4706R² = 0.9957

y = 4E-05x + 0.5958R² = 0.9957

y = 0.0004x + 0.7653R² = 0.9957

y = 0.0008x + 0.88R² = 0.9957

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S = 10D

S = 8D

S = 6D

S = 5D

S = 4D

S = 3D

y = 0.3166x0.4892

R² = 0.9964

y = 0.3159x0.4904

R² = 0.9963

y = 0.3152x0.4916

R² = 0.9963

y = 0.3121x0.4971

R² = 0.996

y = 0.3081x0.5039

R² = 0.9957

y = 0.289x0.5388

R² = 0.9937

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2 D 3 D 4 D 5 D 6 D 7 D 8 D 9 D 10 D

Pil

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Pile Spacing (in term of Pile Diameter)

3 x 3 PilesPile Cap Thickness 2D

Hx =100mm

Hx = 40mm

Hx = 25mm

Hx = 12mm

Hx = 9 mm

Hx = 6 mm

F1-9



EFFECT OF PILE NUMBERS

Figure 14 shows the plot of group lateral efficiencies for all group piles. It shows that number

of piles in a group also influenced the group pile lateral efficiency. The greater the number of piles

in a group the smaller the lateral group efficiency.

y = 0.1715x0.7544

R² = 0.9968

y = 0.1712x0.7554

R² = 0.9968

y = 0.1708x0.7565

R² = 0.9968

y = 0.1692x0.7613

R² = 0.997

y = 0.1671x0.7673

R² = 0.9971

y = 0.1572x0.7978

R² = 0.9976

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2 D 3 D 4 D 5 D 6 D 7 D 8 D 9 D 10 D

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5 x 5 PilesPile Cap Thickness 2D

Hx =100mm

Hx = 40mm

Hx = 25mm

Hx = 12mm

Hx = 9 mm

Hx = 6 mm

y = 0.0969x0.983

R² = 0.993

y = 0.0966x0.9852

R² = 0.9931

y = 0.0963x0.9874

R² = 0.9932

y = 0.0948x0.9975

R² = 0.9938

y = 0.093x1.01

R² = 0.9945

y = 0.0847x1.0717

R² = 0.9969

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2 D 3 D 4 D 5 D 6 D 7 D 8 D 9 D 10 D

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9 x 9 PilesPile Cap Thickness

Hx =100mm

Hx = 40mm

Hx = 25mm

Hx = 12mm

Hx = 9 mm

Hx = 6 mm

F1-10

Figure 14. Effect of Number of Piles on Group Efficiency

CONCLUSIONS

The 3D numerical finite element studies reveal that when base friction of the pile cap and the

passive pressure acting against the pile cap is neglected:

The effect of the pile cap thickness against group lateral efficiency is marginal and can be

safely neglected (Gouw and Hidayat, 2015).

For pile spacing less than 5 pile diameters, the larger the lateral movement of the pile, the

lower the pile lateral efficiency. For pile spacing of 5 to 6 pile diameters the lateral efficiency

does not change with pile movement. For pile spacing larger than 6 pile diameters, the lateral

efficiency increases with pile movement. However, the changes of the lateral efficiency is

marginal and can simply be neglected.

The center to center spacing of piles have significant effect on the group pile lateral efficiency.

The lateral group efficiency increases with the pile spacing up to a maximum group efficiency

value of one at pile spacing of around 10 pile diameters.

The number of piles in a group also influenced the group pile lateral efficiency. The greater

the number of piles in a group the smaller the lateral group efficiency.

Finally, it is to be noted that other than the lateral group efficiency, the moment induces due to

lateral load also must be checked so as not to exceed the allowable moment capacity of the piles.

ACKNOWLEDGEMENTS

The author greatly deeply indebted to the Directorate General of Higher Education of

Indonesian Ministry of Education for funding the research. The help and support of Binus University

in obtaining the funding is greatly acknowledged. Great gratitude is directed to Mr. Irpan Hidayat

for his great help in arranging all the research administrative procedure.

3x3 Groupy = 0.3093x0.5018

R² = 0.9944

5x5 Groupy = 0.1678x0.7655

R² = 0.9964

9x9 Groupy = 0.0936x1.0058

R² = 0.993

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1 D 2 D 3 D 4 D 5 D 6 D 7 D 8 D 9 D 10 D

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Pile Spacing (in term of Pile Diameter D)

3x3 5x5 9x9 Power (3x3) Power (5x5) Power (9x9)

F1-11

REFERENCES

Broms, B.B, “Lateral resistance of Piles in Cohesive Soils”, Journal of Soil Mechanics and Foundation

Engineering, ASCE, 1964a, Vol. 90, SM2.

Broms, B.B, “Lateral resistance of Piles in Cohesionless Soils”, Journal of Soil Mechanics and

Foundation Engineering, ASCE, 1964b, Vol. 90, SM3.

Brinkgreeve, R.B.J., Broere W, Waterman, D., “Plaxis 3D Manual”, 2014, Plaxis BV, Delft, Netherlands.

Kim, B.T and Kim, Y.S, “Back Analysis for Prediction and Behavior of Laterally Loaded Single Piles in

Sand”, Electronic Journal of Geotechnical Engineering, 1999 vol. 4. Available at ejge.com as

Paper 1999.9908,

http://www.ejge.com/1999/Ppr9908/Abs9908.htm

Gouw, T.L. and Hidayat, I., 2015, “Effects of Pile Cap Thickness and Magnitudes of Lateral Movement

on Laterally Loaded Group Piles”, Electronic Journal of Geotechnical Engineering, 2015 Vol. 27

Bundle 27, pp. 13179-13188, Available at ejge.com as Paper 2015.1320ma,

http://www.ejge.com/2015/Ppr2015.1320ma.pdf

Kumar, S., Alizadeh, M., and Lalvani, L, “Lateral Load-Deflection Response of Single Piles in Sand”,

Electronic Journal of Geotechnical Engineering, 2000. Available at ejge.com as Paper 2000.0018,

http://www.ejge.com/2000/Ppr0018/Abs0018.htm

Poulos, H.G. and Davis, E.H., “Pile Foundation Analysis & Design”, 1980, John Wiley & Sons, Canada.

Prakash, S., “Behavior of Pile Groups Subjected to Lateral Loads”, 1962, PhD thesis Univ. of Illinois,

Urbana, USA.

Reese, L.C. and Matlock, H., “Non Dimensional Solutions for laterally Loaded Piles with Soil Modulus

Assumed Proportional to Depth”, Proc. 8th Texas Conference on Soil Mech. and Found. Eng.,

1956, University of Texas, Austin.

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