International Press-in Association

Volume 8, Issue 4 December 2023

www.press-in.org

I NSIDE T HIS I SSUE
1. Messages (P1)
New Directors

Messages

From the New Director
Kenichi Horikoshi

2. Special Contribution (P2)

President & Representative Director
Seiwa Consultants Co., Ltd.

3. Director’s Research &Activities (P11)First of all, I am greatly honored to serve as a directorof the International Press-in Association (IPA), which
stands as one of the most promising organizations in
the field of geotechnical engineering. I will contributeto the continued growth and development of theassociation.

4. Reports (P13)・RED HILL 1967 (Part1)
・21st Southeast Asian
Geotechnical Conference
and 4th AGSSEA
Conference
・17th Asian Regional
Conference on Soil
Mechanics andGeotechnical Engineering2023
5. Young Members (P21)
6. Event Diary (P22)
7. Corporate Members (P23)
8. Editorial Remarks (P25)

EDITORIAL BOARD
Nor Azizi Bin Yusoff
Michael Doubrovsky
Ramin Motamed
Chun Fai Leung
Pastsakorn Kitiyodom
Anh Tuan Vu
Mark Albert H. Zarco
Shinji Taenaka
Adnan Anwar Malik
Chen Wang
Tsunenobu Nozaki
Daisuke Hirose
Hongjuan He
Maki Kato

Before joining Seiwa Consultants, I spent more than
30 years at a research institute in Taisei Corporation,a major contractor in Japan. During my tenure, I was
deeply involved in projects primarily related to pilefoundations and ground improvements. I also
engaged in the management of technology
developments, including strategy makings, budget controls, and intellectual property
managements. I am confident that my extensive experience in these areas will greatly
benefit the association's development.
Furthermore, I had the privilege of serving as the Secretary General for the Asian Civil
Engineering Coordinating Council (ACECC) from 2013 to 2020. ACECC now consists of
17 civil engineering societies/institutions from around the world. ACECC hassponsored the International Conference on Press-in Engineering (ICPE) in 2018, 2021,
and will sponsor ICPA 2024. With ACECC's extensive world-wide network, I am
enthusiastic about leveraging these connections to further the goals of IPA.
The ongoing process of urbanization has made infrastructure construction
increasingly complex and constrained. Despite densely packed infrastructure andbuildings, it is imperative to minimize the adverse impacts of construction onneighboring structures and the environment while also reducing construction costs
and periods. Given the pressing issues of global warming, climate change, and thelooming threat of significant earthquakes, disaster mitigation measures are urgently
required in many countries. Press-in technologies offer vital solutions to addressthese challenges.
To foster the continued advancement of press-in technologies, it is essential to invite
more members from divers organizations of academia, industry and government byraising awareness of IPA's activities. It will also very important to invite young people
who will make future developments. I hope I can strongly support to the expansionof IPA members from these aspects.

◆ A brief CV of Dr. Kenichi Horikoshi

Dr. Kenichi Horikoshi has held the position of President & Representative Director at
Seiwa Consultants Co., Ltd since 2021. Prior to this role, he worked at Taisei
Corporation as a geotechnical research engineer. He obtained Ph.D. in 1996 from the
University of Western Australia after completing his Master's course at Kyoto
University in 1987. Dr. Horikoshi served as the Secretary General of ACECC. He also
held the position of Vice President at the Japanese Geotechnical Society.
1Volume 8, Issue 4 December 2023

Special Contribution

Enhancing Bored Pile Integrity Evaluation and Anomaly
Issues with Disturbed Fibre Optic Sensor Technology: A CaseStudy
Bun Pin Tee1,4, Rini Asnida Abdullah2, Ahmad Safuan A. Rashid1,2*, Hisham Mohammad31,
Afiqah Ismail
1Departmentof Geotechnics and Transpiration, Faculty of Civil Engineering, Universiti Teknologi
Malaysia.
2Centre of Tropical Geoengineering, Universiti Teknologi Malaysia.
3Department of Civil and Environmental Engineering, Universiti Teknologi Petronas.
4Smart Sensing Technology Sdn. Bhd.

Abstract
The integrity of cast-in-place foundation piles is a major concern in geotechnical engineering. This study outlines a method
for identifying common defects in bored cast-in-situ piles during instrumented load tests using Distributed Optical Fibre
Strain Sensing (DOFSS) technology. DOFSS technology relies on Brillouin Optical Time Domain Analysis (BOTDA), which
offers the advantage of recording continuous recording strain profiles, in contrast to traditional discrete sensors likeVibrating Wire strain gauges. In the context of pile instrumentation, obtaining a distributed strain profile is crucial for
analysing a pile's load transfer and shaft friction while detecting irregularities in the strain pattern. Defects such as neckingof the pile shaft, concrete disruptions, foreign material intrusion, and improper toe formation due to soil particle
contamination at the base can potentially lead to pile failure. This study introduces a novel approach to detecting such
defects using DOFSS technology, which may serve as a valuable addition to existing non-destructive testing (NDT)
methods. Additionally, the paper includes discussions on the performance of instrumented piles based on maintained
load tests.
Keywords: Pile, Fibre Optic Sensor, Integrity testing

1. Introduction
Pile foundations have a rich history spanning thousands of years, but the last five decades have witnessed a significant
increase in the usage of concrete piles. As we've embraced larger diameter and longer piles, concerns about the quality
and integrity of cast-in-place foundation piles have grown. This concern is exacerbated by the inherent challenges in
inspecting these piles, given their substantial depth, limited accessibility, and the potential instability of the shafts.
Furthermore, repairing pile foundations can be a complex and expensive endeavour, especially when addressing
significant defects. As a result, there is a substantial demand for effective testing techniques to assess the integrity ofbored piles. Traditional methods for evaluating pile integrity include cross-hole sonic logging (CSL), sonic echo (SE) testing,radiation-based gamma-gamma logging (GGL), and, more recently, thermal integrity testing methods like thermal
integrity profiling.
In civil engineering, the use of Distributed Fibre Optic Strain Sensing Systems (DFOS) has only gained traction in the past
decade. Initially, universities and research institutions were the primary adopters of DFOS for academic investigations(Iten, 2012). Over time, this technology has started to garner interest from the industry, gradually shifting from a purely
research-oriented tool to one with practical applications. Notable references include the works of Feng et al. (2013), Gaoet al. (2015), Glisic and Inaudi (2012), Hoult et al. (2014), Leung et al. (2015), and Zeni et al. (2015). The increasing
recognition of DFOS in the domain of structural health monitoring can be attributed to its numerous benefits, which
include a dense collection of spatial data, straightforward installation, and dependable performance.
Instrumented test piles are vital in validating pile performance and assessing geotechnical capacity. One major
disadvantage of using conventional instruments such as strain gauges in instrumented pile load tests is that each sensor
requires an individual cable for measurement. It ends up with complicated cable management required during themeasurement process. To enhance the efficacy of instrumented test piles and achieve more precise geotechnicalparameter determination through load-transfer analysis, there is a need for a more comprehensive and dependable
system. This research introduces a novel approach by utilising DFOS with Brillouin Optical Time Domain Analysis (BOTDA)
2

Volume 8, Issue 4 December 2023
technology to enhance the functionality of instrumented test piles. BOTDA is an advanced technique for measuringcontinuous strains, with inherent distinct advantages over conventional point-wise sensors (Mohamad and Tee, 2015).
This paper presents a case study of an instrumented load test carried out on top loaded bored pile using a DFOS technique.
This innovation improves accuracy in load transfer analysis for piles and complements the existing pile integrity testing
methods.

2. Principle Measurement and Pile Instrumentation
2.1. Brillouin Optical Time Domain Analysis (BOTDA)
In this research, a commercially available BOTDA from OZ Optic Ltd. was employed to assess the distribution of loads
along the pile shaft. The BOTDA sensor operates by utilising two distinct light sources launched from opposite ends of an
optical circuit. The system relies on the principle of backwards stimulated Brillouin scattering (SBS), where a pumping
pulse light is launched from one end of the optical fibre and travels within the fibre, while a continuous wave (CW) lightis launched from the opposite end and propagates in the opposite direction (as illustrated in Fig. 1). In this setup, thepump pulse generates backward Brillouin gain while the CW light interacts and amplifies the pump pulse light, creating
stimulated Brillouin scattering. The Brillouin frequency shift within the single-mode fibre is directly proportional tochanges in strain or temperature at that specific scattering location. A complete strain profile can be subsequently
determined by precisely measuring these frequency shifts and propagation times. One notable advantage of BOTDA,
compared to other distributed strain sensing systems like BOTDR (Brillouin Optical Time Domain Reflectometry), is its
capacity to obtain data with greater precision.

CW Probe

CW Probe

Pump Pulse

Fig. 1. Principle measurement of the BOTDA system

2.2. Distributed Fiber Optic Strain (DFOS) Sensing Cable
A 5.0 mm diameter optical cable that was designed to be embedded inside cast-in-situ concrete piles is shown in Fig.2.
Six strands of steel wire reinforce the single-core, single-mode optical fibre in this cable, and it is covered in a polyethylene
cable jacket. To make sure that any external strain caused by the concrete is ultimately transferred from the exteriorcoating to the inner core, the inner glass core and the outer plastic sheath are securely linked (Mohamad et al., 2011).

Fig. 2. Fiber optic strain sensing cable3Volume 8, Issue 4 December 2023
3. Installation and Procedure
This study aims to develop a method of instrumented test pile on the cast in-situ bored pile by using a distributed fibre
optic sensor via BOTDA. Two study areas, Bangi (TL1) and Kuala Lumpur Town Centre (TL2), have been chosen to test thepile.

Fig. 3. Instrumentation setup in test pile (TL1)

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Volume 8, Issue 4 December 2023
3.1. Top Loaded Static Load Test on Cast-in-situ Bored Pile for TL1
The TL1 was equipped with DFOS. Concrete coring and an unconfined compression test validated the pile's integrity andanomalous. The diameter of the pile was 1200 mm. The details of the test pile are presented in Table 1. This test pile hasa length of 31.8 m. According to the soil investigation report, the first 15.0 m of the soil was not hard, with SPT-N values
ranging from 20 to 30. Beyond 18.0 m of depth, there was a hard layer with SPT-N > 50. The test pile was constructedusing grade 30 concrete and a 12T25 primary reinforcing cage. Polymer was the stabilising fluid that was utilised to drill
the hole. This test pile was installed with the DFOS to measure the strain along the pile during the loading stages. The
optical cables were brought to the top of the pile with all the cables tied to the steel cage. From the top to the bottom of
the pile, two pairs of distributed fibre optic strain sensing cables (S1a-S1b & S2a-S2b) were fixed to the major reinforcing
bars (see Fig. 3). The continuous strain profile provided by these two pairs of distributed fibre optic sensors along the pilecan be used to calculate the continuous shortening profile of the pile.
Table 1. Detail of instrumented test pile (bored pile – TL1)

Type of Test Pile
Pile Diameter
Working Load
Test Load
Types of Instrumentation
Test Equipment
Location
Pile length
3.1.1.

Bored Pile (TL1)
1200 mm
7200 kN
14400 kN
Fibre Optic Strain Cable
Linear Voltage Displacement Transducers (LVDTs)
Load cells
Hydraulic jacks
Bangi, Selangor
31.8 m

TL1 Testing Procedure

This test used two hydraulic jacks to deliver axial loads to the pile's top. Two load cells were placed between the pile top
and the hydraulic jacks to quantify the actual force imposed on the pile. Linear Variable Differential Transformers (LVDTs)
were also used to measure the settlement of the pile's top.
The methods used to carry out the static load test were following ASTM D 1143/D 1143/M - 20 (2020). A predeterminedload cycle and program were followed throughout the static load test. Two loading cycles totalling 14400 kN, or a
maximum load of two times the Working Load (WL), or 7200 kN, were applied to the test pile. With five incremental load
steps, the first cycle's maximum test load was set at 1 WL. The maximum test load was doubled to 2 WL in the second
cycle, with 10 load increment steps.
The spatial resolution of the BOTDA analyser was set to 5 nanoseconds, which corresponds to a gauge length of 50 cm. It
should be noted that readings could be taken at 5 cm intervals along the cable's length. At each loading stage,
measurements were taken. The data collected from numerous instruments was evaluated to find any problems oranomalies with pile integrity. Additionally, the pile's integrity and any anomalies were cross-validated using test methods
such as concrete coring and unconfined compression testing.
3.2. Top Loaded Static Load Test on Cast-in-situ Bored Pile for TL2
The TL2 was outfitted with DFOS. The integrity and anomaly of the pile were checked by exposing the pile structure forvisual inspection. The pile had a diameter of 900 mm. Table 2 contains information about the test pile.
This test pile has a length of 43.3 m. According to the soil investigation report, the first 31.5 meters of the foundation
were not hard, with SPT-N values in the 20s. Beyond 31.5 m depth, there was a hard layer with SPT-N > 50. The test pile
was built with grade 40 concrete and a 14T16 primary reinforcing cage. The polymer was employed as a stabilising fluid
during the hole-drilling process.
The DFOS was installed with this test pile to measure the strain along the pile during the loading stages. Fig. 4 depicts the
instrumentation setup. All optical cables were carried to the top of the pile and fastened to the steel cage. Two pairs of
distributed fibre optic strain sensing cables were attached to the major reinforcing bars from pile top to pile toe. These
two distributed fibre optic sensing cables offer a continuous strain profile along the pile, which was utilised to calculate
the pile's continual shortening profile and detect any pile integrity issues or anomalies. At each loading and unloading
stage, LVDT readings were taken.
5Volume 8, Issue 4 December 2023
Table 2. Detail of instrumented test pile (bored pile – TL2)

Type of Test Pile
Pile Diameter
Working Load
Test Load
Types of Instrumentation
Test Equipment
Location
Pile length

Bored Pile (TL2)
900 mm
5500 kN
11000 kN
Fiber Optic Strain Cable
Linear Voltage Displacement Transducers (LVDTs)
Load cells
Hydraulic jacks
Kuala Lumpur Town Centre
43.3 mFig. 4. Instrumentation setup in test pile (TL2)
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3.2.1.

TL2 Testing Procedure

In this experiment, two hydraulic jacks were utilised to apply axial loads at the top of the pile. Two load cells werepositioned between the pile's top and the hydraulic jacks to measure the actual load applied to the pile accurately. LVDTs(Linear Variable Differential Transformers) were employed to monitor the settlement of the pile's top.
The static load test procedures followed the guidelines outlined in ASTM D 1143/D 1143/M – 20 (2020). The static load
test was carried out according to the prescribed load cycle and program. The test pile was subjected to a maximum loadof 2 times the Working Load (WL), equal to 5500 kN, or a total of 11100 kN distributed over two loading cycles. The
maximum test load was set at 1 × WL in the first cycle, with four incremental load steps. In the second cycle, the maximum
test load was increased to 2 × WL, with eight load increment steps.
The BOTDA analysers were configured with a spatial resolution of 5 nanoseconds, which corresponds to a gauge lengthof 50 cm. Notably, readings could be recorded at 5 cm intervals along the cable's length. Measurements were taken ateach loading step. The data from various instruments were analysed to identify any issues related to pile integrity or
anomalies. Furthermore, the pile's integrity and any anomalies were confirmed by visually inspecting the pile structure.
4. Measurement Results
4.1. Top Loaded Static Load Test on Cast-in-situ Bored Pile -TL1
With the continuous strain profile, DFOS is able to detect anomaly measurements in some of the test piles andsubsequently increase the reliability of pile performance interpretation. For TL1, a DFOS sensor was installed in the test
pile. Anomalies measurement was detected near the pile head. A coring test was carried out on the test piles to verify
the problem physically. The mentioned test pile diameter is 1200 mm in diameter and 32 m in length. The whole lengthof the pile is constructed in soil strata with the top 10m in a soft layer with SPT N value ≈ 10. As shown in Fig. 5, thecontinuous strain profile was measured during the load test.
With the low SPT N value near the pile top, the pile top was not expected to have high soil friction. The strain profile near
the pile top was expected to be nearly vertical with a gentle gradient. As the anomalies were near the pile head, a core
test can be carried out to verify the concrete quality relatively easily. A 3 m length of the concrete sample had been coredout from the pile at the pile head, and the photo of the core sample is shown in Fig. 6. The core length shows that theconcrete quality near the pile top is bad, and some of the length is empty. The core samples were tested with theunconfined compressive strength test. Some core samples could only achieve 10.4 MPa instead of the designated strengthof the pile, which should be 35 MPa.

Fig. 5. Anomalies high strain measured near pile head7

Volume 8, Issue 4 December 2023

Fig. 6. Unconfined Compressive Strength of core sample
4.2. Top Loaded Static Load Test on Cast-in-situ Bored Pile- TL2
DFOS sensors were also installed in the test pile in another load test. Anomalies measurements were detected near thepile head. The anomaly measurement Kanwas detected at about 5 m depth from the pile head. The pile diameter was
1200 mm and 12 m in length with grade 40 N/mm2 concrete. The top 5.5 m length of the pile was in soft soil, and thefriction was negligible. The pile was constructed with a 4.5 m length permanent steel casing. With the 4.5 m length steel
casing and negligible soil friction near the pile top, the vertical straight line strain profile was expected to be recorded up
to 5 m depth (Fig. 7). The pile was tested up to 220%WL. In the progress of increasing the test load to 230%WL, the soundof strong concrete crushing can be heard at the site, and the pile head settlement increased drastically from 20 mm to53 mm. The DFOS sensing cable is broken, and the measurement is not able to continue at 230%WL. The pile was
excavated to the suspected broken level to verify the test result. The test pile was confirmed broken at approximately 5m depth just below the permanent steel casing, as shown in Fig. 7.

Fig. 7. Anomaly measurement of strain profile and visual validation8

Volume 8, Issue 4 December 2023
5. Discussion
The primary advantage of employing a Distributed Fiber Optic Sensing (DFOS) system for measurements lies in its ability
to easily capture the complete strain profile rather than discrete data points obtained from traditional strain gauges. This
continuous strain profile provides a more accurate understanding of overall pile performance and facilitates the detectionof any abnormal pile behaviour. Such insights were previously challenging or uneconomical to obtain using conventional
measurement systems.
BS8110-1:1997 (2007) has proposed a stress-strain curve for concrete, as depicted in Fig. 8, for adoption in reinforced
concrete design. According to this suggested stress-strain curve, concrete with characteristic strength (fcu) values of 35
N/mm2 and 40 N/mm2 should reach their elastic limits at strain values of 1159 με and 1239 με, respectively, consideringa material safety factor (γm) of 1.5. An important assumption in interpreting the results of instrumented test piles is thatthe concrete remains within its elastic range. The pile load transfer analysis uses the concrete's Young's modulus (Ec). If
the concrete exceeds its elastic limit while still using Young's modulus for elastic concrete, it can introduce uncertainty
and errors into the pile load transfer analysis.
DFOS enables the effective identification of pile sections with abnormally high strain. These high-strain sections often
comprise subpar-quality concrete, as Fig. 6 and 7 illustrate. Pile sections with inferior concrete quality have reduced
structural stiffness and deform more than other sections with good-quality concrete. They tend to reach or exceed theelastic limit earlier, as shown in Fig. 5 and 6. Inferior concrete quality contributes to a lower and more uncertain Ec value.
To obtain reliable results regarding pile performance, pile sections with poor-quality concrete should be excluded fromthe pile load transfer analysis.

Fig. 8. Design Stress-Strain Curve for Normal Weight Concrete (adopted from BS8110: Part 1:1997)
6. Conclusion
It has been successfully executed to use a novel approach for instrumenting bored piles with distributed optical fibrestrain sensors. The findings of field tests have generally shown that there is excellent agreement between fibre optic (FO)sensors and conventional sensors. When compared to the discrete data produced from conventional strain gauges, themain benefit of adopting dispersed measurements is the simplicity with which the entire strain profile can be easily
captured. Traditional strain gauges frequently require data extrapolation between a few sensing locations, require timeconsuming installation, and are prone to data problems caused by localised measurement inaccuracies.
When assessing a pile's load transfer and shaft friction and locating any anomalies in the strain pattern, having access to
a comprehensive, continuous strain profile is crucial. In the case studies, this innovative approach successfully locatedcharacteristics of concrete contamination in problematic piles. Existing non-destructive testing (NDT) techniques may
benefit from the Distributed Fiber Optic Strain Sensing (DFOS) technology. Until recently, conventional measurement
devices were unable to provide such comprehensive information.

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Volume 8, Issue 4 December 2023
Credit authorship contribution statement
Bun Pin Tee: Conceptualization, Methodology, Writing – original draft, Preparation, Validation, Formal analysis,
Investigation, Writing – review & editing, Visualisation. Rini Asnida Abdullah: Writing – review & editing, Validation,
Supervision, Resources, Project administration, Methodology, Investigation, Funding acquisition, Formal analysis,
Conceptualisation. Hisham Muhammad: Writing – review & editing, Validation, Supervision, Resources, Project
administration, Methodology, Investigation, Funding acquisition, Formal analysis, Conceptualisation. Ahmad Safuan A
Rashid: Writing – review & editing, Validation, Project administration, Methodology, Investigation, Formal analysis,
Conceptualisation. Afiqah binti Ismail: Writing – review & editing, Visualization, Methodology, Investigation, Formal
analysis, Data curation, Conceptualisation.
Declaration of Competing Interest
The authors declare that they have no known competing financial interests or personal relationships that could haveappeared to influence the work reported in this paper.
Data availability
Data will be made available on request.
Acknowledgement
The authors would like to thanks to the Ministry of Higher Education of Malaysia in providing a grant(FRGS/1/2022/TK06/UTM/02/14) and Universiti Teknologi Malaysia (Q.J130000.21A2.06E91) in preparing thismanuscript.
References
Iten, M. (2012). Novel applications of distributed fiber-optic sensing in geotechnical engineering (Vol. 19632). vdf
Hochschulverlag AG
Feng, X., Zhou, J., Sun, C., Zhang, X., & Ansari, F. (2013). Theoretical and experimental investigations into crack detection
with BOTDR-distributed fiber optic sensors. Journal of Engineering Mechanics, 139(12), 1797-1807.
Gao, L., Ji, B., Kong, G., Huang, X., Li, M., & Mahfouz, A. H. (2015). Distributed measurement of temperature for PCC
energy pile using BOFDA. Journal of Sensors, 2015.
Glisic, B., & Inaudi, D. (2012). Development of method for in-service crack detection based on distributed fiber optic
sensors. Structural Health Monitoring, 11(2), 161-171.
Hoult, N. A., Ekim, O., & Regier, R. (2014). Damage/deterioration detection for steel structures using distributed fiber
optic strain sensors. Journal of Engineering Mechanics, 140(12), 04014097.
Leung, C. K. Y., Wan, K. T., Inaudi, D., Bao, X., Habel, W., Zhou, Z., Ou, J., Ghandehari, M., Wu, H. C., & Imai, M. (2015).
Optical fiber sensors for civil engineering applications. Materials and Structures, 48(4), 871-906.
Zeni, L., Picarelli, L., Avolio, B., Coscetta, A., Papa, R., Zeni, G., Di Maio, C., Vassallo, R., & Minardo, A. (2015). Brillouin
optical time-domain analysis for geotechnical monitoring. Journal of Rock Mechanics and Geotechnical Engineering,
7(4), 458-462.
Mohamad, H., Soga, K., Pellew, A., & Bennett, P. J. (2011). Performance monitoring of a secant-piled wall using distributed
fiber optic strain sensing. Journal of geotechnical and geoenvironmental engineering, 137(12), 1236-1243.
Mohamad, H. and Tee, B.P. (2015) "Instrumented pile load testing with distributed optical fibre strain sensor", Jurnal
Teknologi (Sciences & Engineering), 77(11), 1–7.

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Volume 8, Issue 4 December 2023

Directors’ research and development activities

The Application of Partial Floating End Bearing Sheet Piles to
Mitigate Liquefaction-Induced Foundation Settlements
Md Kausar Alam Anik and Ramin Motamed
University of Nevada Reno, USA
Introduction
Liquefaction-induced tilting and settling of buildings founded on top of saturated sandy soils has been a major contributor
to damage in many past earthquakes. These included the 2011 Tohoku Earthquake in Japan, the 2010-2011 earthquakes
in New Zealand, the 2015 Nepal earthquake, and the most recent 2023 Turkey earthquakes. Geotechnical engineers haverecommended the installation of sheet piles near foundations as aneffective strategy to mitigate settlement induced by liquefaction as
illustrated in Fig. 1. However, the cost associated with full-length
sheet piles can be reduced by implementing partial floating sheet
piles (PFS).
Initially, the PFS approach was conceived as a solution to counteract
subsidence caused by the load of a river embankment constructedon soft clay ground within residential areas. This method involved
the combination of partially floating sheet piles and end-bearing
sheet piles. The partially floating sheet piles were situated in theliquefiable layer, while the end-bearing sheet piles were supported
by a stable layer. Consequently, the utilization of the PFS techniqueallowed for a reduction in the weight of sheet piles used, cutting it
approximately in half.
However, previous research investigated that sheet piles with gaps
or half-lengths in liquefiable soils did not effectively mitigateliquefaction-induced shallow foundation settlements. To achieve Fig.1. Application of the sheet pile to mitigate
improved performance in reducing liquefaction-induced foundation the liquefaction-induced foundation
settlements, it is necessary to use full-length sheet piles that cover settlement.
the entire liquefiable layer. As a result, our study involved only changing the configuration of the end-bearing portion of
sheet piles to prepare the PFS.

Experimental Program
In this study, the model ground properties were scaled down according to the similitude law, which was obtained basedon a large-scale shake table test. The scaled model comprised three distinct soil layers with different relative densities: a
50% relative density top crust layer, a 30% relative density middle liquefiable layer, and an 85% relative density bottom
dense layer. A shallow foundation was placed atop the crust layer, followed by the insertion of sheet piles (both full-lengthand PFS) at 0.625 times the foundation width from the center, utilizing the press-in technique as shown in Fig. 2(i). This
study included five 1g shaking table tests. Test 1 had no mitigation measures (NM). Test 2 used full-length sheet piles (FL),
while Tests 3 to 5 employed partial floating end-bearing sheet piles. For instance, "5-cut" indicates that 5 cm of the endbearing sheet pile was removed to prepare 5 cm of PFS, as depicted in Fig. 2-ii(b).

11Volume 8, Issue 4 December 2023

(i)

(ii)

Fig. 2. (i) Schema�c view of the model ground, sheet pile, founda�on, and structure, (ii) Sheet pile types u�lized inthis study

Performance of PFS against Liquefaction-Induced Foundation Settlements
In this study, the settlement of the shallow foundation is represented in the form of settlement time histories as depicted
in Fig. 3a. The maximum foundation settlement was determined from the recorded settlement-time histories in Fig. 3aand then plotted against the corresponding experiment number in Fig. 3b. In Fig. 3b, the installation of sheet piles
resulted in a decrease in foundation settlement. For ‘FL’, ‘5-cut’, and ‘10-cut’ of PFS configurations, the sheet pile achieved
sufficient fixity of bottom into the dense layer when compared to the ‘20-cut’ of PFS. As a result, an increase in PFS led
to a higher maximum foundation settlement.
-120

120
(b)

(a)
Test 1 (NM)Test 2 (FL)
Test 3 (5-Cut)

80

Test 5 (20-Cut)-40

Settlement, (mm)Test 4 (10-Cut)

Max Foundation

Foundation Settlement, (mm)

-80

40

0
20
0

10

20

0

30

NM

Time, (s)

FL

5-Cut

10-Cut20-CutExperiment Number

Fig. 3. (a) Founda�on setlement-�me histories, (b) The varia�on of maximum founda�on setlement with theexperimental number.

Conclusions
The objective of this investigation was a comparative analysis of partial floating end-bearing sheet piles within a model
ground, aiming to mitigate liquefaction-induced foundation settlement using a series of scaled 1-g shaking table tests.
The experimental outcomes demonstrated that the foundation settlement measured by installing 25% (5-cut) and 50%(10-cut) of PFS closely approximated the settlement observed with full-length sheet piles. please note our comprehensive
research paper will be presented at the Third International Conference on Press-in Engineering in 2024, hosted in
Singapore.

12Volume 8, Issue 4 December 2023

Serial Report“RED HILL 1967TM” Press-in Technology Dissemination Hub -Part 1Tsunenobu Nozaki
General Manager
IPA Secretariat
Foreword
GIKEN LTD. has inaugurated "RED HILL 1967" as the hub for disseminating the information about the superiority of pressin piling technology in Akaoka-cho, Konan City, Kochi, Japan. The facility is open to the public and tour reservations started
being accepted from May 10 2023.
RED HILL 1967 comprises four distinct areas as shown in Fig.1; (1) "Sozokan (The Museum of Piling Machines)", whichfeatures piling equipment from around the world and successive press-in piling machines, (2) "Research Building",
housing a research facility, a theater hall and an exhibition space dedicated to press-in piling technology, (3) the world's
first "demonstration exhibition hall" that showcases actual structures created through the “ImplantTM Method”, utilizing
the cutting-edge pile press-in/extraction machine "SILENT PILERTM", and (4) "Kochi Factory 3”, the GIKEN’s largest factoryin Japan.

① Sozokan (The Museum of Piling Machines)② Kochi Factory 3③ Research Building④ Demonstration Area

Fig. 1 Facility’s Full View
Facility Outline
Location : 246-3, Daito, Akaoka-cho, Konan-city, Kochi, Japan, 781-5310
Site Area: 36,000m2
Capital: 1,637 million yen (excluding Kochi Factory 3)
Hours: 9:00 a.m. - 4:00 p.m.（Last admission at 15:00）
Closed: Weekends & National Holidays (As per the company holidays)
Admission: Free (Advance booking is necessary)13Volume 8, Issue 4 December 2023
Message from the founder of GIKEN (Mr. Akio Kitamura, Executive Chairman of GIKEN LTD.)"Seeing is believing" is a phrase that means if you see something yourself, you will believe it to exist or be true. It isdifficult to explain a “machine structure” or “construction method” with unique processes that one has never seen before
in words to a person in a precedent-based industry. It is also challenging for the listener to understand the true meaningof what is being explained. In addition, there are language barriers overseas, and it is a challenge to explain through aninterpreter. However, once you see it, you can accelerate your understanding by using the knowledge, experience, andimagination in your brain. RED HILL 1967 is an “actual” exhibition and demonstration facility to realize a method basedon this principle.
The Press-in Method is an innovative method with an exceptional advantage of the Press-in Principle, based on the “FiveConstruction Principles,” and scientifically supported. However, the truth of the method is still not known to the public.
As a common occurrence, it is said that where there are advantages, there are disadvantages. Except, Press-in Principle
has no drawbacks. Although, it had its weaknesses. The CRUSH PILERTM and GYRO PILERTM overcame the weak point,
which was the installation of piles into hard ground. Meaning, the Press-in Principle overcame its weak point and entered
the realm of perfection. The “RED HILL 1967” is a facility where visitors can immediately understand such domain. Thatis, a place that embodies “seeing is believing,” a base to distribute the true facts of the Press-in method, and meets thefollowing conditions.

Introduction of the facility: Sozokan (The Museum of Piling Machines), Approx. 2,400m2
This warehouse facility represents an expansion of the pre-existing "Museum of Piling Machines" formerly located at
GIKEN’s Kochi Head Office. Here, an impressive array of 50 actual machines is showcased, including the inaugural SILENTPILER, a certified mechanical heritage. This collection, which we are proud of, encompasses GIKEN’s continuous lineageof inventions and advancements, as well as pile drivers utilizing diverse principles from around the globe.
Visitors will gain insight into the historical progression of press-in piling machines and the differences in construction
principles through informative panels and videos.
The facility building is a completely new structure that breaks with conventional building standards, using steel sheet
piles as the main structural members and confined ground seismic dampers* for the foundation (See Fig. 2, Fig. 3 and Fig.
4).

Fig. 2 Overview of The Museum of Piling Machines14

Volume 8, Issue 4 December 2023

Confined Ground
Seismic Damper

Fig.3 Confined Ground Seismic Damper*

Fig. 4 Facility Interior*Confined Ground Seismic Damper
A technology that suppresses lateral spreading due to soft ground or liquefaction and absorbs seismic motion while
suppressing subsidence of the building by enclosing and tightening the ground that forms the foundation of the building
through continuous steel sheet pile walls.

Introduction of the facility: Research Building, Approx. 900m2
In addition to establishing laboratories for various demonstration tests, GIKEN has also created a theater and an exhibition
space. This space offers visitors an accessible platform to grasp the evolution of press-in principles and technology,
spanning the past, present, and future.
This structure stands as the inaugural architectural structure that leverages a continuous wall formed by pressing-in steel
sheet piles, seamlessly integrating the functions of pile foundations, columns, and walls, shown in Fig. 5 and Fig. 6. The
encompassing nature of this wall imparts a confined ground seismic damper structure. Notably, the elevator shaft, whichis the path of the elevator, employs a large steel tubular pile measuring 2 meters in diameter as the world’s first trial (Fig.
7).
While sharing the same steel sheet piles as the Sozokan, this curved building is distinct in its design approach.

Fig. 5 Overview of the Research Building

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Volume 8, Issue 4 December 2023

Fig. 6 perspective View of the Research Building

Fig. 7 Elevator Shaft used a Steel Tubular Pile

Fig. 8 Theater RoomIn the theater room, a concept video of the press-in piling technology will be shown to visitors as the starting point here
in this theater room. The theater room will also be used for seminars and lectures (Fig. 8).
The essentials, history and future prospects of the press-in piling technology are displayed using panels and videos at the
Exhibition Space (Fig. 9), across from the Theater Room.

Fig. 9 Exhibition SpacePart 2 to be continued in the next issue of the Newsletter (March 2024).
16

Volume 8, Issue 4 December 2023

Event Report
21st Southeast Asian Geotechnical Conference and 4th AGSSEA
Conference, Bangkok, Thailand, 25-27 October 2023
Mark Albert H. Zarco
Professor, Institute of Civil Engineering
University of Philippines Diliman, Quezon CityThe 21st Southeast Asian Geotechnical Conference and 4th Association of Geotechnical Societies in Southeast Asia
(AGSSEA) was held on 25-27 October, 2023, at the Centara Grand and Bangkok Convention Center at Central World,
Bangkok, Thailand (Photo 1 and 2). The conference was organized by the South East Asian Geotechnical Society (SEAGS),Engineering Institute of Thailand under H. M. The King’s Patronage, and the Thai Geotechnical Society (TGS), and under
the auspices of the International Society for Soil Mechanics and Geotechnical Engineering (ISSMGE).
The conference was attended by more than 240 experts from 19 countries with the main theme “Innovative
geotechnology to meet new challenges in the region and beyond”. The technical program consisted of five keynote
lectures as well as parallel session covering topics on seismic geotechnics, admixture in geotechnics, foundations, ground
improvement, numerical analysis, sustainability in geotechnics, construction & excavation, slope stability, geosynthetics,
and ground investigation.
During the 11th AGSSEA Council Meeting held on October 26, 2023, Prof. Kuo-Chieh Chao of the Asian Institute ofTechnology was elected as the next president of the SEA Geotechnical Society, while Prof. Suttisak Soralump of Kasetsart
University would assume the chairmanship of the AGSSEA. It was also decided that the 22nd Southeast Asian GeotechnicalConference and 5th Association of Geotechnical Societies in Southeast Asia (AGSSEA) would be held in 2026 in Manila,
Philippines. In attendance at the conference were Dr. Pastsakorn Kitiyodom and Prof. Mark Zarco, with Prof. Anh-Tuan Vu
attending the council meeting online.

Photo 1. Opening ceremony by with ISSMGE Vice President for Asia Prof. Keh-Jian Shou, SEAGS and Thai
Geotechnical Society President Prof. Suttisak Soralump, and Prof. Warakorn Mairang, Chairperson, 21st SEAGC & 4th
AGGSE Conference Organizing Committee.

17Volume 8, Issue 4 December 2023

Photo 2. Group picture by members of the AGSSEA Council.

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Volume 8, Issue 4 December 2023

Event Report
17th Asian Regional Conference on Soil Mechanics and GeotechnicalEngineering
Mark Albert H. Zarco
Professor, University of the Philippines, Diliman
The 17th Asian Regional Conference on Soil Mechanics and Geotechnical Engineering was held on 14 – 17 August, 2023,
at the Hilton Astana Hotel, Astana, Kazakhstan (Photo 1). The conference was organized under the auspices of ISSMGE(International Society for Soil Mechanics and Geotechnical Engineering), the Kazakhstan Geotechnical Society (KGS),
Akimat of Astana, the Eurasian National University, and “Geotechnical Center” Ltd. (Saint Petersburg, Russia).
The conference was attended by more than 600 experts from 90 countries with the main theme “Smart Geotechnics for
Smart Societies”. The technical program consisted of eight keynote lectures, six special lectures, six invited lectures, sixthematic lectures, and three Bright Spark lectures. One of the invited lectures entitled “Creep after Surcharge Unloading”
was given by IPA President Prof. Leung Chun Fai (Photo 2).
Topics covered during the conference included: soil characteristics and properties; underground spaces and deep
excavations; tunneling; slope debris flows and embankments; dams; shallow and deep foundations; soil dynamics andgeotechnical earthquake engineering; soil improvement; Geoenvironmental engineering; geosynthetics andgeoproducts; engineering geology and rock engineering; offshore and harbor geotechnics; Geotechnical training andeducation; in-situ testing and monitoring; GeoEnergy; case histories; investigations of foundations of historical structures,
buildings and monuments; numerical analysis of soil-structure interaction; geotechnical infrastructures; marine
geotechnics; mining and geotechnics; design and modelling; transportation geotechnics, engineering, and technology,
pile foundations, technologies, and testing; trenchless technology in underground constructions; pipelines on
problematic geotechnical conditions; frost geotechnics; BIM technology and geotechnical engineering; and Megaprojects
and Megastructures in difficult geotechnical conditions.
During the ISSMGE Council Meeting held on August 13, 2023, IPA Director Dr. Andrew McNamara assumed the positionof ISSMGE Secretary General from Prof. Neil Taylor (Photo 3). During the Asian Council Meeting held on August 15, 2023,
it was decided that the next Asian Regional Conference on Soil Mechanics and Geotechnical Engineering would be heldin 2027 in Bangkok, Thailand. It was also decided that the 1st Geotech Asia Conference will be held in Mumbai, India in
2025.

Photo 1. Group picture at the closing of the 17th Asian Regional Conference on Soil Mechanics and GeotechnicalEngineering
19Volume 8, Issue 4 December 2023

Photo 2. IPA President Prof. Leung Chun Fai delivering an invited lecture entitled “Creep after Surcharge Unloading”

Photo 3. IPA Director Dr. Andrew McNamara assuming the position of ISSMGE Secretary General during the ISSMGE
Council Meeting held on 13 August, 2023.
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Volume 8, Issue 4 December 2023

Young Members Column

Investigation on offshore pile foundation subjected tocoupled marine environmental factors
Hanbo Zheng
Ph.D. student, Tongji University

I obtained my bachelor's degree in mining engineering from Central South University in 2019 andbecame to a postgraduate student by recommendation. I applied a successive postgraduate anddoctoral program in 2021 and and I am currently a third-year Ph.D. student at Tongji University,
Department of Geotechnical Engineering. The institute is mainly oriented to solving problems
encountered in civil engineering practice, such as the mechanical behavior of pile foundations foroffshore wind turbines, scour phenomenon around hydraulic structures, and seismic response of
pile foundation. I have gained much experience in the field for the past three years since I joined
this institute at Tongji University. I have also learned how to critically analyze experimental data andconvert it into abstract physical laws that can be applied in engineering practice. I joined theInternational Press-in Association (IPA) on Nov 28, 2019, as a young researcher.
With an increase in the demand for renewable energy and the maturity of offshore construction technology, offshore
wind farms have been rapidly constructed and have flourished worldwide over the past decade. As one of the mostpopular supporting structures used for offshore wind turbines (OWTs), monopile foundations accounted for 81% of theinstalled OWT substructures in Europe. My current research work focuses on the long-term cyclic response and bearing
capacity of offshore wind turbines foundation considering local scour effect. Monopile-supported OWTs are subjected to
a complex combination of environmental loadings when deployed in extreme marine environments, including extreme
wind and wave loads due to typhoons and storm surges as well as the removal of soil due to scour, which necessitates
formidable requirements for the ultimate bearing capacity of the monopile foundations. I interested in the mechanicalresponse of OWT system under the combined effect of cyclic loading and scour, such as the cumulative rotation evolution,
natural frequency migration, ultimate bearing capacity reduction. The main research methods interest me including theflume model tests and the numerical investigation through advanced constitutive models
In addition, I have some previous works focused on theoretical analysis during the installation process of pile foundations,such as a spherical cavity drained expansion solution for overconsolidated soils, and a theoretical method on the timevarying capacity of a cast-in-place pile based on cavity contraction theory. I interested in the application of advanced soil
constitutive models in above studies. I understand that the International Press-in Association (IPA) serves as an
exceptional platform, fostering collaboration among engineers and researchers hailing from diverse organizations andinstitutions. Through this remarkable platform, they can exchange invaluable experiences and share groundbreaking
findings, ultimately contributing to the development of innovative technologies that aim to enhance and uplift society as
a whole. By facilitating this exchange of knowledge and expertise, the IPA plays a pivotal role in driving progress andfostering a brighter future for our global community.
Acceleration sensor

Load cell

Cyclic loading device

ADV

Comparison on reduction of scour depth Sd/Sd(single) with Guan et al.

Present study
Guan et al. (2019)

Singlescour

Lower
amplitude

Higheramplitude

100.0%

94.8%

88.9%

100.0%

91.5%

86.6%

Flow
0min

Unidirectional Flow

Laser displacement sensor

5min

15min

90min

240minData and power cable

Zhang, H., Zheng, H. B., Wang, C., & Liang, F. (2022). Coupled effects of long-term cyclic loading and scour on themechanical responses of monopile-supported offshore wind turbines. Ocean Engineering, 265, 112556.



Liang, F., Zheng, H. B., & Zhang, H. (2021). Theoretical Analysis of Postconstruction Load-Carrying Capacity of a Castin-Place Pile Installed in K0-Consolidated Anisotropic Clayey Soil. International Journal of Geomechanics, 21(9),04021166.

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Volume 8, Issue 4 December 2023

Event Dairy
Title

Date

Venue

■ IPA Events

https://www.press-in.org/en/event

The Third International Conference on Press-in
Engineering (ICPE 2024)

3-5 July 2024

Singapore■ International Society for Soil Mechanics and Geotechnical Engineering
http://www.issmge.org/events

16th International Conference on Structural andGeotechnical Engineering

27-28 December 2023

New Cairo, Egypt

14th Austrian Geotechnical Conference - Vienna
Terzaghi Lecture

1-2 February 2024

Vienna, Austria

Geo-Congress 2024

25-28 February 2024

Vancouver, Canada

7th International Conference series on Geotechnics,
Civil Engineering and Structures (CIGOS)

4-5 April 2024

International Conference on Geotechnical Engineering(ICGE'24)

25-27 April 2024

Hammamet, Tunisia

8TH INTERNATIONAL CONFERENCE ON EARTHQUAKEGEOTECHNICAL ENGINEERING (8 ICEGE)

7-10 May 2024

Osaka, Japan

Conference on Foundation Decarbonization and Reuse

28-30 May 2024

Amsterdam, Netherlands

SuperPile 202412-14 June 2024

San Francisco, California

20 December 2023

Bangkok, Thailand

Ho Chi Minh City,
Vietnam■ Deep Foundations Institutehttps://www.dfi.org/events/■ Others
EIT Tea Talk Seminar on Press-in Method

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Volume 8, Issue 4 December 2023

Editorial Remarks from persons in charge
How time flies! We are pleased to publish the December issue. This issue will guide readers to explore the 'RED HILL 1967'
architecture in Akaoka-cho, Japan, and introduce various research and development activities, including Enhancing Bored
Pile Integrity Evaluation and research on settlement caused by liquefaction leading to Floating End Bearing Sheet Piles.
In addition, the conference in Thailand and in Kazakhstan will be reported.
Confronted with the escalating challenges of climate change and its worldwide consequences, the adoption of sustainable
construction practices is crucial, particularly within nearshore pile foundation projects. Coastal regions, susceptible torising sea levels and extreme weather events, demand resilient infrastructure. A pioneering development in this field isthe incorporation of press-in techniques, surpassing traditional approaches. This progressive strategy not only elevates
engineering efficiency but also constitutes a strategic initiative to attain carbon neutrality and address environmental
issues. Through the implementation of press-in techniques, nearshore pile engineering emerges as an essential solution
to fortify infrastructure against the impacts of climate change, ensuring both longevity and environmental sustainability.
The International Press-in Association would like to share information, build relationships, and deepen the discussion
with researchers in the related areas.
Again, the 3rd International Press-in Conference is coming and will be held next year on 3-5 July 2024. As reported andnoted in our previous issues, the theme of this international conference is 'Superiority of press-in piling towards
sustainable construction in tackling climate change for infrastructure development' The deadline for submission of
abstracts has been extended to 31 October 2023 (https://2024.icpe-ipa.org/abstracts). We look forward to yourattendance at this international conference.
On behalf of the editorial board, we wish you all the best for the coming new year!

Chen Wang

Ramin Motamed

25

Nor Azizi Bin Yusoff