Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

Effects of Grain Size and Density as Pre Bored Pile Filler Material on Bending
Moment Due to Lateral Loading
Adhitya Yoga PURNAMAPhD candidate, Department of Civil and Structural Engineering, Kyushu University, Fukuoka, Japan
Email: adhityayoga7@gmail.com

Noriyuki YASUFUKUProfessor, Department of Civil and Structural Engineering, Kyushu University, Fukuoka, Japan

Ahmad RIFA’I
Assoc. Professor, Department of Civil and Environmental Engineering, Gadjah Mada University, Yogyakarta, Indonesia

ABSTRACT
Integral abutment bridges are becoming popular because the elastomeric bearings are eliminated, which can reduce theconstruction and maintenance costs. However, the girder displacement due to environmental thermal forces is directly
cope by the pile foundation which can increase the pile stresses and bending moment significantly. Pre-bored pilefoundation system can be used to improve the pile flexibility using a pre-bored hole that is filled with elastic materials,
but the behaviour of soil-pile interaction on this system is still rarely explained. In this study, the effectiveness of filler
material properties such as soil grain size and density were examined to reduce the pile cracking possibility effectively.
An experimental study will be performed using single pile model test. The behaviour of ground soil and filler material
due to cyclic lateral loading was performed using macro-scale testing to evaluate the effectiveness of this system. Results
were presented in the form of cyclic load-displacement curves and normalized bending moment charts against pile depth
and cycle time for each soil properties. The appropriate filler properties and dimension of this system are expected toreduce the bending moment along the pile due to lateral displacement loading which can solve the problem on the integral
abutment bridge foundation.
Keywords: Pile foundation, Elastic-plastic behavior, Cyclic lateral loading, Pre-bored hole, Bending moment

to increase the flexibility of pile foundation using a pre-1. Introduction
Conventional bridges are usually designed with theelastomericbearing

to

allow

the

superstructurebored hole that is filled with elastic materials as shown in
Fig. 1.

displacement due to environmental conditions. Thiselastomeric bearing needs to be maintained periodically.
Nowadays, integral abutment bridges are becoming
popular because the elastomeric bearings are eliminated,which reduce the construction cost and maintenance costs.
However, the girder displacement due to environmental
thermal forces was directly cope by the substructure. In
the case of pile foundation in a stiff soil, the top area of thepile cannot move freely due to the fixed condition by soil
stiffness. Pile stresses and moment will increasesignificantly. Previous researchers have proposed a system- 109 -

Fig. 1

Integral abutment bridge with the pre-bored hole

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

Fig. 1 show the configuration of the pre-bored pile

Lateral cyclic displacement was applied to the pile head.

foundation system. The pile is installed on the pre-augured

Fig. 3 illustrates the cyclic loading pattern of lateral load

hole followed by inserted the ring in the hole. The area

applied on the pile head model during experimental testing.

between pile and ring was filled with filler material tomaintain the displacement of the pile due to lateral loads.
A steel or concrete ring should be placed in the hole toseparate the filler material and ground soil. This ring is
expected to maintain the filler material properties inside
the hole in long term conditions due to cyclic loading.
Dunker and Liu (2007) shows the Iowa Departmentof Transportation in 2006 proposed the pre-bored holediameter is twice the diameter of the pile with 3.05 m ofdepth. Deeper holes may be used for special conditions.
Khodair and Hassiotis (2005) suggested that a galvanizedsteel sleeve of 0.6 m in diameter filled with sand issufficient for accommodating the lateral pressure from thegirder bridge due to thermal loading. The empty holes

Fig. 2

Experimental testing scheme

cause long-term maintenance problems, so the holes
Pile head displacement,y (mm)

should be filled with an elastic material, such as bentonite,
loose sand, or pea gravel. In addition, to increase the pile
flexibility, pre-bored holes have the advantage ofeliminating down drag from compressible fills (Dunker
and Liu, 2007). However, the soil characteristic and soil
response due to this system are still rarely explained.
In this study, the effectiveness of filler material
properties such as soil grain size and density are evaluatedPile head displ, y=3mm

4
3
2
1
0
-1
-2
-3
-4

Pile head displ, y=1mm

0

20

40

Fig. 3

Loading frequency

to reduce the cracking possibility effectively. The effective
dimension of the pre-bored hole also conducted to60
80Time, t (s)

100

120

determine the effective depth of the system that can reducethe bending moment along the pile. The appropriate filler

Two-way symmetric cyclic lateral loading isproperties and dimension of this system are expected tohorizontally imposed on two opposite sides of a pile head

reduce the bending moment along the pile due to lateralmodel to provide horizontal deflection on the pile head.

displacement loading that can solve the problem on thePile head displacement of 3 mm (20% of pile diameter)

integral abutment bridge foundation. The effective system

was applied for each side to evaluate the soil-pile behavior

will be evaluated by considering the soil behavior due toin one-layered soil and two layered soil cases. In case of

cyclic lateral loading on the pile foundation.

pre-bored pile foundation model test, pile headdisplacement of 1 mm (about 6% of pile diameter) was

2. Methodology

applied to evaluate the behavior of soil and pre-bored pile2.1. Experimental test apparatus
Macro-scale testing was performed to determine soil

structure impacted by girder displacement due to thermal

behavior due to cyclic lateral loading and to evaluate theloading, equivalent to a change in temperature up to 42 °C,

effectiveness of this system. Fig. 2 shows the experimental

is corresponded to a change in displacement up to 0.023 m

test setup which is used in this study. An experimental(about 6-7% of pile dimension) with pile dimension

study was performed using a pile model test in sandy soil

design of 0.376 m x 0.356 m. The cyclic lateral load isthat has different soil grain size and uniformity coefficient.

applied to 0.0083 Hz (y=3mm) and 0.025 Hz (y=1mm) andforce. Khodair and Hassiotis (2005) shows the thermal- 110 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

it is applied to 50 cycles in all experiments, so it generallyusing Multiple Sieving Pluviation (MSP) method (Miuracan simulate the impact of the slow cyclic lateral

and Toki, 1982). They introduced a method for preparation

displacement loading of a girder bridge. The bendingof sand samples using MSP apparatus by controlling the

moment, lateral load capacity, horizontal displacement,

rate of sand discharge. The medium density and dense

and vertical settlement were measured and monitored

sand of relative densities of 50% and 80% have been

during the experimental tests.

achieved by using this method. The height of falling andnozzle diameter can control the rate of sand discharge. The
calibration of the height and nozzle diameter was

2.2. Pile foundation model
The pile models are manufactured from a closed-end

conducted to obtain the targeted density.

aluminum alloy pipe with the outer diameter of 15mm andwall thickness of 1.2mm. The Young’s Modulus of theused aluminum alloy pile model is 7x10

10

Table 1.

Index properties of ground soil

2

KN/m .

ToyouraEquivalence law is used for designing the model pilematerial, dimensions, the applied speed and displacement.

Soil properties

K-7(Awad-Allah

K-4

and Yasufuku,

The scaling formula as shown in Eq. 1, proposed by Woodet al. (2002) is used in this research.

Em I m1
E p I p n5

(1)

2013)
D50 (mm)

0.17

0.75

0.18

Uc

2.96

1.24

1.4

Max. dry density

1.51

1.48

1.6

Min. dry density

1.18

1.24

1.31

Ground density

1.44 (Dr=80%) 1.43 (Dr=80%) 1.53 (Dr=75%)
1.34 (Dr=50%) 1.36 (Dr=50%) 1.44 (Dr=45%)

Where: Em is modulus of elasticity of pile model, Ep
is modulus of elasticity of prototype pile, Im is moment ofFineinertia of model pile, Ip is moment of inertia of prototype100%% Finer by Weight

pile; and n is scale factor for length. In the experimental
work, the scaling factor for length is adopted as n=15.
Hence, if an aluminum tube pile model of outer diameter
15 mm and wall thickness 1.2 mm is used, it will beequivalent to a prototype of steel hollow pile of outer
diameter 0.5 m with a wall thickness of 6 mm in terms of60%

angular, Kumamoto sand type of K4 (medium sand) andK7 (fine sand) which has uniformity coefficient range
from 1.24 to 2.96 and it commonly used in Japan. The
index properties of each soil are given in Table 1. The
results were compared with the experimental test
conducted by Awad-Allah and Yasufuku (2013) whichused Toyoura sand type as a ground soil. Fig. 4 shows thegrain size distribution of soil sample used in this study. In
this study, two different states of relative densities (Dr) areconsidered, including medium density and dense sand of
50% and 80%. The relative density of soil was achievedcoarse40%
20%Fig. 42.3. Soil setup
The soil, used in this experimental study, is sub-Sandmedium

K-4
K-7
Toyoura

80%

0%
0.001

the bending stiffness.

fine

0.01
0.1
1
Grain Diameter (mm)10Grain size distribution of soil

2.4. Testing procedure
The pile model is placed at the center of the testingtank by clamping it into the guide bar to maintain thecenter position of the pile, while the measurement of its
vertical alignment was done. Then, sand is poured evenly
by the layer thickness of 10 cm using the MSP method.
After reaching to the uppermost layer of sand, the guidebeam is removed, and the top surface is flattened. Threepile experimental characteristics were conducted in thisexperimental study, single pile in the one-layered soil,
single pile in the two-layered soil, single pile with the pre-- 111 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

bored ring system. Three different pile slenderness ratios

3. Results and Discussionsof 10, 20 and 30 were used in one-layered soil test. On the
two-layered soil and pre-bored ring system test, pile3.1. Bending moment of the model pile
In most cases, the maximum bending moment of theslenderness ratio of 30 was used. The detailed test cases

pile is considered as the key parameter in laterally loaded(20 tests) and the associated test conditions are

piles design. The main focus of this experiment isrepresented in Table 2.

measurement of the pile bending moment which isperiodically monitored by using attached strain gauges

Table 2.

Total number of experimental tests conditions

along the pile. Then, those measured values were analyzed
and the maximum measured value (Mm) was normalized

One-Layered Soil
Cycle

Pile headagainst the yielding moment (My). The normalized

time (N)displc. (mm)bending moment, which is the ratio of the measured

10

50

3

bending moment to the yielding moment of pile material

K7

20

50

3

(Mm/My), were estimated. The bending moment is

80

K7

30

50

3

calculated from the bending strain measured at various

OL04

80

K4

10

50

3

points along the length of the instrumented model piles

OL05

80

K4

20

50

3

using the following equation.

OL06

80

K4

30

50

3

OL07

50

K7

10

50

3

OL08

50

K7

20

50

3

OL09

50

K7

30

50

3

OL10

50

K4

10

50

3

OL11

50

K4

20

50

3

OL12

50

K4

30

50

3

material, I is moment of inertia of the model pile,  ismeasured bending strain and r is horizontal distance

OL13

80

K7

30

50

1

between strain gauge position (outer surface of the pile)

Test

Dr

Soil

ID

(%)

type

OL01

80

K7

OL02

80

OL03

L/D

Mm 

EI
r

(2)

Where, E is Young’s modulus of the model pileand neutral axis. Yielding moment (My) of the pile model
Two-Layered Soil
Dr

ID

(%)

TL01

80

TL02

80

TL03

Soil type

K7 (bottom)
K4 (upper)
K7 (bottom)
K4 (upper)
K7 (bottom)

80

K4 (upper)

x/D

Cycle

Pile headtime

displc.

(N)

(mm)

3

50

3

10

50

3

My 

15

50

ID

(%)

PB01

-

PB02

0.2

0.4

0.6

100
150
200
250

Cycle

Pile headtime (N)displc. (mm)

Empty

50

1

350

40%

Toyoura

50

1

400

PB03

70%

Toyoura

50

1

450

PB04

90%

Toyoura50

1

Filler type

Normalized bending moment (Mm/My)

50

3(Ground Soil: K7 sand, Dr=80%)
Dr

(3)

r

0

Pre-bored system

Test

 yI

0

Depth (mm)Test

is calculated by using Eq. 3, with y is yield stress ofmodel pile material.

300

K4, Dr=80% (OL06)
K4, Dr=50% (OL12)
K7, Dr=80% (OL03)
K7, Dr=50% (OL09)

Fig. 5 Effect of soil density on bending moment- 112 -

0.8

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

Fig. 5 illustrate the relationships between normalized

leads to hardening of sandy soil and reduction of void ratio.

bending moment and pile depth for single piles

Consequently, enhancement of soil properties occurs forconstructed into medium dense sand (Dr=50%) and dense

loose sand and confining pressure increases during cyclic

sand (Dr=80%) on a static lateral loading. It is noticed thatloading.

the higher density will provide the higher bending moment.
1.0

K7 sand with high density provides 3 times higher bending
Normalized bending moment(Mm/My)moment value than the medium density. While the highdensity of K4 sand provides 1.5 times higher bending
moment value than the medium density. It indicates thepotential of increasing bending moment on the K4 sandthat has lower uniformity coefficient, is smaller than theK7 sand. The maximum bending moment location andpoint of rotation (bending moment  0) also changed on
the different soil density. This phenomenon occurred due

K7 Dr=80%
Toyoura Dr=75%*
K4 Dr=80%

0.8
0.6
0.4
0.2

*Awad-Allah & Yasufuku (2013)

0.0
0

10
20
30
Pile slenderness ratio (L/D)

to the different stiffness of dense and medium density of

40

soil. Dense sand provides lower point of rotation due toFig. 6 Effect of pile slenderness ratio due to the static lateral

the soil stiffness is higher to hold the pile movement. Fig.

loading for each soil type

6 shows the effect of the ground soil type for each pile
slenderness ratio. Pile with higher slenderness ratio

1.00

Normalized Bending
Moment (Mm/My)

provides the higher bending moment for all soil cases. It
shows that soil with the higher grain size (D50) and lower
uniformity coefficient (Uc) such as K4 sand provides alower bending moment with the similar soil relative
density. The cyclic lateral loading effect is shown in Fig.
7. While the cyclic loading was conducted 50 times, there

K7, Dr=50% (OL09)
K4, Dr=50% (OL12)
Toyoura, Dr=50%*

0.80
0.60
0.40
0.20

*Awad-Allah & Yasufuku (2013)

is no significant increase in the bending moment in piles

0.00

in sand with lower uniformity coefficient. It indicates that

1

10
Cycle timesmall densification effect occurred due to the cyclicloading.

100

Fig. 7 Effect of cyclic lateral loading on medium soil density

3.2. Lateral capacity of the model pile
Monitoring of lateral loading (H) and lateral60

displacement (yH) were also measured by using load cell

40

Lateral load (N)and dial gauge that was recorded using data logger and PC.
The incremental ratio gives the tangent stiffness modulusof the system. Typical results of cyclic lateral loading tests
are shown in Fig. 8 for each K4 and K7 sand with high-4

and medium density and the cyclic loading is performed

20
0
-2

0
-20

to 50 two-way cycles. It can be noticed that the first2
4
K4, Dr=50% (OL12)
K4, Dr=80% (OL06)

loading cycle generates a lower lateral load then increase-40

K7, Dr=50% (OL09)

K7, Dr=80% (OL03)-60*black curve cycle time, N=1
Pile head displacement (mm)during the cyclic loading until it reaches 50 times of cyclicload. The tangent stiffens related to the first cycle is lower
than those related to cyclic phase. The stiffness increases
with the number of cycles, N, tending then towards a

Fig. 8 Cyclic load-lateral displacement curves for single piles

maximum value. This happened due to cyclic loading

in dense and medium density soils- 113 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

accordance with Yang and Robert (2006), that explained

3.3. Effective properties of filler material
Fig. 9 shows the summary of bending moment due tothe lateral performance of a pile was highly affected by thestatic and cyclic loading on each soil type and density.

stiffness of the surface with the layer depth ratio (x/D) of

Sand with high uniformity coefficient and high density

2. During the cyclic loading, there is no significant

provides stable bending moment during the cyclic loading,increase in the bending moment on the layer depth ratio

but the values of bending moment are so high. If the(x/D) of 3 as shown in Fig. 10. However, this condition

density is reduced to be medium, the bending moment will

only occurred in the layer depth ratio (x/D) of 3, for thebe smaller, and it will be increase significantly of 54.71%

other layer thickness, the bending moment increases(OL12) after 50 times of cyclic loading was applied.

during the cyclic displacement loading. It occurred due to

However, the sand with lower uniformity coefficient, suchthe plastic deformation of the soil on surface layer during

as K4 sand and Toyoura sand (Awad-Allah and Yasufuku,

the cyclic lateral loading.

2013), provides a stable bending moment during the cyclic
1.00

0.55
0.75

0.64
0.82

0.54

0.72
0.84

Normalized Bending
Moment (Mm/My)

0.40

0.25

0.60

0.36
0.55

0.80

0.53
0.68

1.00

0.80

0.60
N=1
N=50

0.20
0.40
0

Toyoura Dr=45%*

Toyoura Dr=75%**Awad-Allah & Yasufuku (2013)

K7, Dr=50%(OL09)

K7, Dr=80%(OL03)

N=1
N=50

K4, Dr=50%(OL12)

0.00

K4, Dr=80%(OL06)

Normalized bending moment(Mm/My)loading.

Fig. 105
1015Layer depth ratio (x/D)

20

Normalized bending moment with various depth ratioof upper layer

Fig. 9 Summary of bending moment on each soil type3.4. Two-layered soil system
This section presents an experimental study onlaterally loaded pile models in two-layered sandy soil withdifferent soil properties to determine the effective depth of
the system. An experimental study was performed using(a)pile test model in two-layered sandy soil using K7 sand as
the bottom layer and K4 sand as the top layer with thesame relative density. Three different upper layer depth

Fig. 11 Conditions after 50-time of cyclic loading (TL01)(a) condition on surface layer (b) condition on the border layer

ratio (x/D) of 3, 10, and 15 were tested and lateral cyclic
displacement was applied on the pile head. Fig. 10 shows
the results of maximum normalized bending moment withvarious layer depth ratio. Based on Fig. 10, it shows the
maximum bending moment of the pile can be reduced bychanging the top soil layer using sandy soil with lower
uniformity coefficient. There is no significant further
reduction of bending moment observed by changing the
top layer depth beyond the layer depth ratio (x/D) of 3 forstatic lateral displacement loading. The result is in(b)

Plastic deformation that occurred in the surface area
(Fig. 11a) causes reduction of soil-pile interaction, and it
makes the bending moment, and lateral capacity
insignificantly increases during the cyclic loading.
Moreover, on the layer depth ratio (x/D) equal to 3, theupper soil layer was moving down into the bottom layer(Fig. 11b) due to the high lateral deflection of the pile inthis area and it can increase the plastic deformation of theupper soil layer. This condition does not occur on the layer- 114 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

depth ratio (x/D) of 10 and 15 because of the lateral pile
displacement is very small on this area, so the upper soil
layer cannot penetrate the bottom layer.
3.5. Effective diameter of pre-bored ring
To optimize the utilization of filler material, theeffective diameter of pre-bored ring need to be determined.

Failure zone width

It is expected to maintain the bending moment with the

(a)

(b)

(c)

(d)

optimum utilization of filler material. The pre-bored ring
diameter is determined based on the failure zone during
the cyclic lateral loading. Awad-Allah et al. (2017)illustrated the plastic deformations which was created on
the top soil surface were extended laterally as a shape of
ellipse with major and minor axes of 6D and 4D after
applying 50 two-way lateral cyclic loading. The plastic
deformation width on the surface area, in the loading

Fig. 13

Conditions after 50 times of cyclic lateral

direction, occurred about 5-7cm or 3 to 5 times of pile

displacement with lateral displacement in pile head of 1mm (a)diameter and 3-4cm or 2 to 3 times of pile diameter forK7 80% without ring (b) Filler Toyoura 40% (c) Filler Toyoura

3mm and 1mm pile head displacement respectively (Fig.

70% (d) Filler Toyoura 90%

13a). Experimental tests on pile with pre-bored ringsystem using ring diameter of 4D (60mm) and ring depth0of 10D (150mm) were conducted with pile head

Normalized bending moment (Mm/My)
0.1
0.2
0.3
0.4

0.5

0

displacement load 3mm and 1mm. Based on the results of

50

cyclic lateral loading in pre-bored system foundation, the100Pile depth (mm)ring was moved up about 10 mm after 50 times of cyclicloading due to 3mm pile head displacement (Fig. 12), but
for 1mm pile head displacement the ring was not
significantly moved as shown in Fig. 13 (b), (c) and (d).
This occurred because of the ring was placed in the area

150
200
250
300
350

of failure zone. In this area, the plastic deformation of the

400

soil occurred during the cyclic lateral displacement, so the450

friction between soil and ring inflict the movement of the500

ring. The different properties of soil inside and outside theK7, Dr=80% (OL13)
Empty Ring (PB01)
Toyoura, Dr=90% (PB04)
Toyoura, Dr=40% (PB02)
Toyoura, Dr=70% (PB03)

Fig. 14 Effect of filler material properties on static lateralring also could affected the ring movement.

loading with 1 mm pile head displacement

3.6. Pre-bored system using filler material
After the effective dimension of pre-bored ring wasselected, an experimental test on the pre-bored ring systemwith trial of filler material density using Toyoura sand was
carried out. Three types of soil density of 40%, 70% and
90% of Toyoura sand were used to determine the effect ofsoil density on filler material of pre-bored foundation
system. The experimental test of the empty ring also
Fig. 12

Conditions after 50 times of cyclic displacement withring diameter 4D and 3mm pile head cyclic displacement

conducted. Fig. 14 shows the results of bending moment
along the pile depth with various density of filler material- 115 -

Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

on static loading condition. Based on Fig. 14, the smallest

2) Substitution of the top soil layer using sandy soil withbending moment provided in the empty ring case.

lower uniformity coefficient can reduce the bending

However, the concentrated moment occurred in the

moment of the pile. There is no significant reduction

maximum value, so it is possibly to inflict a pile buckling.

of pile bending moment observed by changing the top

For the loose sand filler material, densification happened,soil layer beyond the layer depth ratio (x/D) of 3 forso it needs to determine the optimum filler material

static lateral displacement loading.

properties (optimum density or material with similar

3) Bending moment of the pile on the layer depth ratio

diameter size). Toyoura sand with 40% density provide the(x/D) of 3 during cyclic loading did not significantly

lower

but

increase until cycle time of 50 due to the plastic

densification occurred on the surface area. The soil surface

deformation occurred on the surface layer and reducedof filler material moves down for each density 40% andthe soil-pile interaction.

bending

moment

than

other

density,

70% for 0.7mm and 0.4mm and there is no densification

4) The diameter of pre-bored ring smaller than the failureon the 90% of filler density for pile head displacement ofzone area can inflict the pre-bored ring movement.

1mm as shown in Fig. 13. The result of static loading5) The density of filler material effects on reducing pileillustrates the filler density of 70% and 90% providing abending moment. However, enhancement of soil

little higher bending moment, but after 50 times of cyclic

properties occurs for loose sand during cyclic loading.

loading it provide a lower bending moment as shown in
Fig. 15. It indicates that the sand with lower uniformity
coefficient provides a stable bending moment of pile

References
Awad-Allah, M.F. and Yasufuku, N. 2013. Performance ofduring the cyclic loading as a filler material.

Pile Foundations in Sandy Soil Under Slow Cyclic
Lateral Loading. The 5th International GeotechnicalSymposium on Geot. Eng. For Disaster Prevention &0.35

Normalized Bending Moment(Mm/My)Reduction, Incheon, pp. 291-300.
Awad-Allah, M.F., Yasufuku, N. and Mandandhar, S. 2017.
Three dimensional (3D) failure pattern of flexible

0.30

pile due to lateral cyclic loading in sand. Lowland
Technology International. 19 (1). pp. 1-12.
Dunker, Kenneth F and Liu, Dajin. 2007. Foundations for

K7, Dr=80% (OL13)
Toyoura, Dr=40% (PB02)
Toyoura, Dr=70% (PB03)
Toyoura, Dr=90% (PB04)

0.25

Integral Abutments. Pract. Period. Struct. Des.
Constr., 12 (1), pp. 22-30.
Khodair, Yasser A and Hassiotis, Sophia. 2005. Analysis

0.20
1
Fig. 15

10Cycle timeof Soil–pile Interaction in Integral Abutment,

100

Computers and Geotechnics 32. Pp. 201–209.
Miura, S. and Toki, S. 1982. A Simple Preparation Method

Effect of filler material properties after 50 time of

and Its Effect on Static and Dynamic Deformation-

cyclic lateral loading with 1 mm pile head displacement

Strength Properties of Sand, Soils and Foundations,
22 (1), pp. 61-77.

4. Conclusions
1) Pile bending moment due to lateral loading are

Wood, D., Crewe, A. and Taylor, C. 2002. Shaking Table

affected by ground soil density, pile slenderness, andTesting of Geotechnical Models, Internationalsoil properties. Increasing the slenderness ratio of pile

Journal of Phys Model Geotech 1, pp. 1–13.

will provide a higher bending moment. The higher

Yang, Ke and Liang, Robert. 2006. Numerical Solution for

density of ground soil provides bigger bending

Laterally Loaded Piles in Two-Layer Soil Profile. J.

moment due to the increasing of soil stiffness. The

Geotech. And Geoenviron. Eng. 132 (11). pp. 1436-

ground soil with lower uniformity coefficient results a

1443.

smaller bending moment.

- 116 -