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

Earthquake and Tsunami Disaster Preventive Measures for Sea Embankment
at Usa Fishing Port, Kochi Prefecture- Application Examples of Press-In Method to Steel Pipe Pile Installation Daisuke SHIBATAManager, Engineering Division, Japan Port Consultants, Ltd., Tokyo, Japan
Email: daisuke_shibata@jportc.co.jp

Shuichi NAKAMURA
General Manager, Engineering Division, Japan Port Consultants, Ltd., Tokyo, Japan

Yuki ANNOURAEngineering Division, Japan Port Consultants, Ltd., Tokyo, Japan

Masami HOSHINOEngineering Division, Japan Port Consultants, Ltd., Tokyo, Japan

Takao SASABE
Managing Director, Kansai Branch, Japan Port Consultants, Ltd., Hyogo Prefecture, Japan

Masahiro YOSHINAGA
Section Chief, River and Port Construction Section, Chuonishi Civil Engineering Office, Agawa County, Kochi Prefecture,
Japan

ABSTRACTThis paper presents a study on coastal disaster preventive measures for an earthquake and tsunami strike on the sea
embankment installed on the shore of Usa Fishing Port, Kochi Prefecture, Japan. The facility is a slope type structurewith a prefectural road constructed on its crown. Since there are private houses behind, consideration for noise andvibration impact on the surrounding areas is hence a crucial point during the work. Results of past studies reveal thatthe existing embankment does not partly meet crown height requirement against a tsunami by a possible concurrent
strike of Tonankai and Nankai earthquakes. We extracted the following three methods as the disaster preventive
measures considering impact on roads, and vibration and noise emissions: “Double sheet pile installation”, “Steel pipe
pile installation” and “Counterweight fill (this last serves also for soil improvement)” and qualitatively compared them.
Evaluation of the three options resulted in the selection of the steel pipe pile method for its advantages in site
applicability, workability and economic advantages; optimum structural dimensions were established accordingly.
Besides, “Press-in Method” for installing steel pipe piles was successfully adopted for its little environmental impact(noise and vibration) and easiness to work in a restricted space.
Key words: coastal disaster preventive measures, sea embankment,
steel pipe pile installation method, Press-in Method

1. Outline of the project

Bay, Kochi Prefecture and situated along the Black1.1. Place

current line lying to the east of Hagimisaki of Tosa city.

The targeted location for examination is a sea
embankment installed on the Nii seashore that faces Tosa

Fig. 1 shows the target facility and its surroundingarea.

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

2. Structural type and piling method

Japan

2.1. Site condition
The cross section of the initially constructedembankment in the target area is shown in Fig. 2. The
Kochi
Prefecture

facility is a slope type structure having a crown height ofT.P. + 10.5 m. There is a prefectural road behind its
superstructure, which makes it necessary to select aworking method that considers that there will be noadverse impact on the road shoulder width of 0.5 m. In
addition, private houses are built close behind theembankment, which requires selection of a work methodthat emits little vibration and noise annoyance.

Nii coast

Photo 1 section-wise statuses of the superstructureof the existing embankment and its hinterland.
Fig. 1

Targeted location for examination

1.2. Background and objectives of the project
Learning from the Great East Japan Earthquake that
occurred on March 11, 2011, Kochi Prefecture has beenstrengthening protections against earthquake and tsunami
in preparation foraNankaiTrough earthquake

anticipated to break out in the near future. Nankai TroughFig. 2

Typical cross section of the initially constructed

has had repeated big earthquakes at intervals of some 100

embankment

to 150 years. Having passed more than 70 years from thelast earthquake, the outbreak probability of over Mw7.0
within the next 30 years is supposed to be “Around
70 % ”.
In the targeted Nii area of the coast of Usa FishingPort,

amidsttheprogressofdevelopment

andconstruction of residential areas located in the coastal
area, and in view of increasing damage by high-tide,

Superstructure section

embankment has been constructed by around 1963 in a

Photo 1.

Hinterland section

Status of the initially constructed embankment

manner to utilize the limited land areas and to bank thewaterfront areas in front of the private houses. The
original embankment has since been progressively

2.2. Design condition(1) Elevation of the embankment after improvement :upgraded to date in order to ensure the safety of life andpreserve the property of people living in the hinterland

T.P. + 10.5 m(2) Tidal level :against the possible strike of a megathrust and derived

Planned high tide : T.P. + 2.20 m

tsunami. This report presents a study on the earthquake

High water : T.P. + 0.92 m

and tsunami disaster preventive measures taken for the

Low water : T.P. - 0.97 m

existing sea embankment installed on the coast of Nii area.

(3) Extension after improvement : 565 m

Completed in 2014, this facility remains to this day.

(4) Design seismic coefficient : kh
Design seismic coefficient shall be established by
the thickness of alluvium and diluvium.

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

kh = 0.16(for 25 m or more of the above layers’ thickness)
kh = 0.13(for less than 25 m of the above layers’ thickness)(5) Target earthquake ground motions :A Level-2 earthquake - our target design earthquake shall be the modeled Two Continuous Earthquakes(Tonankai earthquake coupled with Nankai earthquake:Mw8.6) defined as such by Central Disaster Prevention
Council in 2003. Fig. 3 shows the acceleration time
history of input seismic waveform. The maximum

Fig. 4

Location of soil survey

acceleration of the earthquake motions is 404.99 Gal. The
Level-2 earthquake is meant to be a maximal earthquake

acceleration（Gal）

that can be considered for the targeted location.

500
400
300
200
100
0
-100
-200
-300
-400
-500

PGA= -404.99(Gal) time= 87.38(s)

0

50

100

150

200

250

300

time（s）

Fig. 3

Acceleration time history

Fig. 5 Profile of soil layers

6) Design tsunami water level : T.P. + 8.0 m

The results of Standard Penetration Test (SPT)7) Crustal movement :conducted in the depth direction at the four boring sites

A crustal movement of -2.03 m is assumed to resultof SP60, SP200, SP320 and SP400 are shown in Fig. 6.

from the modeled earthquake described in item (5) aboveat the sea embankment in Nii area.
2.3. Ground condition
Soil survey consisting of the five boring sites of
Nos.SP60, SP200, SP320, SP400 and SP500 was
conducted along the coastline of the targeted location for
examination, the location of which is shown in Fig. 4.
The profile of soil layers is shown in Fig. 5. The
emergent depth of the mudstone layer that plays the roleof support layer tends to be increasingly greater in theeastward direction of the coastline. At the borehole SP60,
soil layers above the mudstone layer are almost
horizontally being

composed of, in the descendingorder, Reclaimed soil, Alluvial sand 1, Alluvial gravel 2,
Alluvial sand 2, Alluvial gravel 3, Alluvial clay 1,
Alluvial sand 4 , Diluvial clay 1.
Fig. 6- 525 -SPT N Boring dataProceedings of the First International Conference on Press-in Engineering 2018, Kochi

The engineering base layer was set to be the one in

Current embankment height - (Residual settlement*1 +which the soil defined as SPT (N value) ≥ 50 and Shear

Settlement due to drainage*2) + Crustal settlement) >Wave Velocity (Vs) ≥ 300 m/s is intersected continuously

Water level of design tsunami

in the depth direction.

*1: Residual settlement obtained by a two-dimensional

2.4. Performance code
The verification approach for the embankment on*2: Settlement due to drainage calculated from theearthquake response analysis
relative gravity and the excess pore water pressure

the coast of Usa Fishing Port suffering a Level-2
earthquake is based on the following :ratio(3) Relative displacement:- Whether the embankment height after earthquake

Water tightness and continuity of the embankment

exceeds the water level of design tsunami (i.e., noshall be ensured.

overflowing)

Relative horizontal displacement ΔX＝ | δX1－δX2 | ≤ B
Relative vertical displacement ΔY＝ | δY1－δY2 | ≤ B- Whether the embankment continues to function as suchafter earthquake (i.e., faceline of the embankment
remains continuous)
The performance requirements for the embankmentconsist in no impairment of the soundness of the facility
against Level-2 earthquakes and to definitely maintain its(4) Angle of inclination :oAngle of inclination Δθ ≤ 8.0 （Thestipulated value ofKochi prefecture）

sea embankment function of preventing tsunami-induced
overflow. The performance codes corresponding to the

The above are illustrated as a pattern diagram in Fig. 7.

performance requirements are described below :(1) Residual horizontal displacement :The displacement shall not exceed the thickness of theembankment superstructure
Max｜δX1 (horizontal displacement at the crown)，δX2(horizontal displacement at the slope toe) ｜ ≤ B(thickness of the embankment superstructure of 50 cm)

Fig. 7 Pattern diagram of displacements

The reasons for setting the allowable value offollows: If residual horizontal displacements exceed

2.5. Evaluation of seismic capacity
Seismic capacity against a Level-2 earthquake was

the thickness of the embankment superstructure of 50

evaluated for the initially designed structure of the

cm, an outflow of earth and sand can occur at the joints

embankment by conducting a two-dimensional effectiveof the embankment, which makes it impossible tostress analysis (FLIP) and on the basis of themaintain the disaster preventive function as an

afore-mentioned

embankment. In addition, it is necessary to ensure

Element Analysis Program of Liquefaction Process) is an

stability against slide of the embankment that can beeffective stress-based earthquake response analysis

caused by the relative horizontal and/or verticalprogram having a large number of application records fordisplacements at the crown and the slope toe of theanalyzing disaster-affected port structures and conducting

facility.

seismic capacity verification, the applicability andhorizontal displacement to be less than 50 cm are as

performancecodes.

FLIP(Finitereliability of which are well acknowledged. For a model(2) Residual vertical displacement :The crown height of the embankment shall beof shearing stress - shearing strain, the program enlarges

maintained above the design tsunami water level afterand uses a multi-spring model which consists of a large

earthquakes, meaning no overflowing of a tsunami

number of virtual hyperbolic springs.
For an excess pore water pressure generating model,

lower than the design tsunami.

the Iai model was employed, which, using liquefaction- 526 -

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

fronts, expresses effective stress courses under a

Out of the above, Section A that proved to need

non-drainage condition. For the establishment of soil

earthquake-resistant reinforcement was selected as theparameters to be used for the analysis, the soil data

example of the target improvement work.

obtained at borehole Nos. SP60, SP200, SP320 andSP400 out of the afore-mentioned five boring sites wereused.

2.6.2. Selection of target work methods
As stated before, there are a prefectural road on the

As a result of the seismic capacity verification, theembankment and private houses in its hinterland. Withcases setting soil parameters based on the boring surveys

current local situations taken into account, several target

at Nos. SP200, SP320 and SP400 were proved to satisfy

work methods were extracted that consider impact on

the seismic capacity. The result of the case, however,roads, as well as vibration and noise annoyance on thesetting soil parameters based on the borehole No. SP60

houses.

satisfied the required capacity in respect to the slope, but

Measures for liquefaction are roughly classified into

failed to satisfy with the displacements exceeding thethefollowing

methods:“Soil

improvement”,

allowable values in both horizontal and vertical“Restraining and dissipation of pore water pressure”,

displacement at the crown of the embankment.

“Restraining of shearing deformation” and “Restraining

Seismic capacity versus vertical displacementof displacement resulting from liquefaction”, the last

Current crown height : T.P. + 10.46 m

option of which was sorted out as the work method underSettlements :this study because of the following advantages :Crustal settlements : 2.03 m- Enables space-saving work

Residual settlements : 0.73 m- Facilitates execution of works with less vibration

Settlements due to drainage : 0.27 m

and noise emissions

Total settlements : 3.03 m- Has little impact on the surrounding ground

Crown height after settlement (T.P. +10.46m - 3.03m) :T.P. + 7.43 m < T.P. + 8.00 m (Failed)- Has little impact on the prefectural road behind theembankment
As the “methods for restraining displacements in the

Versus horizontal displacement
Displacement at the crown : 26 cm

wake of liquefaction”, the following three options wereDisplacement at the bottom : 102 cm

selected :Relative displacement : 76 cm > 50 cm (Failed)

1) Double sheet pile installation method (Fig. 8 (1))

Versus slope

This is a method to install piles at both sea and land

Angle of inclination: 6.4 o < 8.0 o (Satisfied)sides of the embankment, with the upper part of thepiles connected mutually using tie material to restrain

2.6. Structural type

deformation of the ground and the embankment due

2.6.1. Setting work sections
Taking into account the verification result of

to liquefaction.
2) Steel pipe sheet pile installation method (Fig. 8 (2))

seismic capacity in the preceding sub-clause 2.5, theA method to install steel sheet piles to reduce fluidity

unevenness of the engineering base layer and theof ahinterland conditions of the embankment, target work

displacements of the embankment.

sections were established as follows :liquefiedlayer,

thereby restraining the3) Combination of counterweight fill method and soil

- Section A

improvement (Fig. 8 (3))(length: 200 m : representative Borehole. No. SP60)

A method to strengthen the frontal part of the- Section B

embankment by placing a mound (comprising e.g.

(length: 250 m : representative Borehole. No. SP200)

wave breaking blocks and rubble) in order to- Section C

minimize the displacement of the facility in case the(length: 115 m : representative Borehole. No. SP320)

soil of its hinterland is liquefied, thereby restraining
displacements.

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

Table 1.

Fig. 8 (1)Double Sheet Pile Installation Method

Selection of work method

DoubleSheet Pile

Steel Pipe
Sheet Pile

CounterweightFill

Seismic
capacity○○△

Workability

△

○

○

Applicability

△

○

○

Economy

1.13

1.00

1.17

Evaluation

△

○

△

< Legend > ○: excellent; △: fair
2.7. Design of steel pipe wall
2.7.1. Verification of static stability
Verification of static stability by adopting the steel
pipe sheet pile method confirmed that the generated
Fig. 8 (2)sectional force and the displacements, both calculated by

Steel Pipe Sheet Pile Installation Method

the frame structure analysis, come below the allowablevalues.
1) Steel pipe pile dimensions and embedment length
The steel pipe pile dimensions and the embedment
depth were set as follows :- Steel pipe pile dimensions: φ 1000 mm × t 10 mm- Crown height of steel pipe piles: T.P. + 9.30 m- Bottom end of embedded steel pipe piles :Fig. 8 (3)T.P. – 10.0 m

Counterweight Fill Method

The embedment length of the steel pipe pile wasestablished by the below-mentioned formula using an

2.6.3. Selection of work method
For each of the above three pre-selected work
methods, seismic capacity, workability, applicability toindex called characteristic value β which appears in thedeflection curve of beams on the elastic foundation.

the work site and economic efficiency were evaluated,
L＝2/β

the results of which are shown in Table 1. Since
implementation of the double sheet pile installationwhere

it can leave problems to be solved with respect to

β: Characteristic value (= (kH･D / (4EI))1/4 (1/m)
kH: Coefficient of horizontal subgrade reaction (kN/m3)

workability. The counterweight fill method may cause

D: Unitary width of steel pipe wall (m)the facility to fall down in case hinterland soil is

E: Elastic modulus of steel pipe (kN/m2)

liquefied.

I: Second moment of area of steel pipe (m4)method involves traffic restriction on the prefectural road,2) Loads acting on steel pipe wall

The steel pipe sheet pile installation method was
eventually sorted out because of its advantages over the

Fig. 9 illustrates images of loads derived from soil

others in economic efficiency in addition to seismicpressure under normal condition and at earthquake, andcapacity and workability.

tsunami waves that act on the steel pipe walls.
Considering also scouring effects caused by ocean waves
and typhoons, a design ground elevation was set as T.P. +1.4 m at the bottom end of the existing embankment.

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

2.7.2. Verification of dynamic deformation
Verification of dynamic deformation related to thesteel pipe sheet pile installation resulted in thefollowing : the generated sectional force and thedisplacements, both calculated by the FLIP analysis,
come below the allowable values.
1) Parameters for the analysis
Parameters used for the analysis are shown in Table(i) Under normal condition

3.
Table 3. Parameters for analysis
Reference
Reference
Shear
Weteffective
initial shear Cohesion resistancedensity confining
modulusangle
pressure
ρ
σma
Gma
c
φ
(t/m3)(kN/m3)(kN/m2) (kN/m2)
(o)

Name
of
Layer
Alluvialsand 1
Alluvial
gravel 2
Alluvialsand 2
Alluvial
gravel 3
Alluvialclay 1
Alluvialsand 4
Diluvialclay 1Mudstone(ii) At earthquake(iii) Wave pressure by tsunami
Fig. 9Loads acting on steel pipe walls

-

39.8

1.84

98.0

180100

-

41.9

2.04

98.0

180100

-

41.9

2.04

98.0

128600

-

40.5

1.26

272.0

91800

162.5

-

2.04

98.0

128600

-

40.5

1.29

310.0

335800

200.0

-

1.02

-

-

-

-

3) Results of analysis and evaluation

stability.

Normal66700

The analytical model is shown in Fig. 10.

Table 2 shows the verification results of static

Loadcondition

98.02) Analytical model

3) Results of calculation

Table 2.

1.84

Residual displacements and distribution of excess

Verification results of static stability
Displacement
Stressat the crown2（N/mm ）(cm)
106.3 ≤ 140
6.8 ≤ 50.0

Earthquake

146.3 ≤ 210

9.5 ≤ 50.0

Tsunami

195.8 ≤ 210

8.5 ≤ 50.0

pore water pressure ratios are shown in Fig. 11 and Fig.
12, respectively.

Revetment
Wave dissipating block

Revetment
Retaining wall

Water
Alluvial sand 1（above residual water level）
Alluvial sand 1

Reclaimed soil

Alluvial gravel 2

Steel pipe sheet pile
Alluvial sand 2
Alluvial gravel 3
Alluvial sand 4

Fig. 10Analytical Model- 529 -

Alluvial clay 1
Diluvial clay 1

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

Versus slope
Angle of inclination : 0.04 o < 8.0 o (Satisfied)
2.7.3. Inter-pile treatment
As shown in Fig. 13, the interval of installing thesteel pipe piles was set at 1.18 m in consideration of the0.18 meter clearance between the clamps of the piling
equipment. In addition, for the sake of tsunami water
shielding property and prevention of soil flow-out from
Fig. 11inside the embankment by the drawback of a tsunami,

Residual displacements (SP60)

equal angle steel (H: 200 mm x B: 200 mm x t: 20 mm)
was set double between the piles. The length of the angle
steel was determined to be 1 m below the existingembankment bottom end of T.P. + 1.4 m. Fig. 14 shows
an image of installing the equal angle steel between thepiles.

Main cylinder
Leader mast

Steel pipe pile(pressed-in pile)

Slide frameFig. 12Distribution of excess pore water

Chuck frame

Saddle0.18m

pressure ratios (SP60)

Chuck (Rotating part)The outcome of the FLIP analysis for the target

Chuck claw (Rotating part)structure is detailed below, which confirms that in thecase of steel pipe sheet pile method, the post-quake

Clamp No.3

Steel pipe pile
(Anchor pile)

Clamp No.2

embankment crown height resulting in T.P. + 8.03 m

Clamp No.1

satisfies the required seismic capacity by exceeding the
Fig. 13

allowable value of T.P. + 8.00 m.

Interval of clamps mounted on the piling equipment

Seismic capacity versus vertical displacement- Current crown height : T.P. + 10.46 m- Settlements :Crustal settlements : 2.03 m
Residual settlements : 0.13 m
Settlements due to drainage : 0.27 m
Total settlements : 2.43 m- Crown height after settlement (T.P. +10.46 m -2.43m) :T.P. + 8.03 m ≧ T.P. + 8.00 m (Satisfied)
Versus horizontal displacement
Displacements at the crown : 48.6 cm
Fig. 14

Displacements at the bottom : 49.6 cm

Image of setting equal angle steel
for tsunami water shielding

Relative displacements : 1.0 cm < 50.0 cm(Satisfied)- 530 -

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

2.8. Piling method
As the steel pipe pile installation method, Press-in

Table 4.

Method by Silent Piler was selected, equipment which

Press-in force

2600kN

allows work in a narrow space that has private houses

Pull-out force

2800kN

close behind the embankment and emits less vibration

Running torque1200kN･mand noise. Furthermore, in view that the existence ofStroke1300mmMain specification of Gyro Piler

Main Specification

large size grains of φ 400 mm is confirmed in the
rudaceous layer of the project site, determination was

3.2. Piling data

made of the rotary cutting press-in method. The space(1) Productivity

required for the work is handled by the assortment of a

Pressing in 170 piles took a total of 101 days,

unit runner to mount the power unit, clamp crane toaveraging 1.68 piles a day.

locate the piles, and pile runner to deliver the piles.

(2) Measured data

Being self-propulsion, these units facilitate work

Press-in data were automatically measured at andexecution in narrow spaces. An image of the rotaryduring the press-in work. Fig. 16 illustrates examples of

cutting press-in method is provided in Fig. 15.

press-in force and distribution of torque in the depth
direction that were measured automatically.

Steel pipe pile
Gyro Piler
Power unit

0.18m
Pile runnerClamping crane
Unit runnerFig. 15

Piler stage

Image of the rotary cutting press-in method

3. Press-in piling3.1. Outline of the piling work
The press-in piling work for the steel pipe piles
carried out in the Section A working area referred to in
2.6.1 above is outlined below.
Fig. 16 Examples of press-in piling related data

(1) Work period
August 2014 to June 2016(2) Steel pipe piles installation work
Dimensions of the pile: φ 1000 mm x t 10 mm x L

3.3. Encountered difficulties
Since private houses are crowded in the surroundingarea of the project site, monitoring vibration and noise

19.5 mMaterial : SKK400

emissions was necessary during the execution of the

Number of piles installed : 170

work. Accordingly, instruments were set up to measurenoise and vibration so that the operators can develop(3) Equipment used
Gyro Piler GRV1226 (SP5) was used as the press-in

work by monitoring values of noise and vibration.

equipment at the actual piling work, of which the main

Careful consideration was given to the instruments

specification is provided in Table 4 below.

setting up locations in such a way that the local residents
also can check the degrees of noise and vibration. With

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

all these measures duly taken, vibrations and noises

Publisheremitted during the work have all gone below the standard

Infrastructure, p. 41. (in Japanese)values established by the prevailing regulations (noise:

National

AssociationofFisheries

Ministry of Land. Infrastructure, Transport and Tourism

85dB (A); vibration: 75dB).

(MLIT). Material for MLIT Measures Study
Committee for Earthquake Strike on Kochi Coasts.
(in Japanese)

4. Concluding remarks
As an earthquake and tsunami disaster preventive

The Ports & Harbours Association of Japan. 2007.

measure for the existing sea embankment of a slope typeTechnical Standards and Commentaries for Port andstructure, driving steel pipe sheet piles by Press-in

Harbour Facilities in Japan, p. 330. (in Japanese)

Method was carried out. The work site was a narrow area

Kochi Prefecture. Draft Verification Standards for

with

a

prefecturalroad

constructedbehindtheSeismic Capacity of Shore Protection Facilities insuperstructure of the embankment and private houses

Kochi Prefecture. (in Japanese)

located in its hinterland. Application of Press-in Method

Towhata, I., and Ishihara, K. 1985a. Modelling Soilby the Silent Piler, however, enabled completion of the

Behaviour under Principal Stress Axes Rotation.

improvement work within the prescribed period without

Proc. of 5th International Conf. on Num. Methods inhaving a vibration and noise impact during the execution

Geomechanics, Nagoya, Vol. 1, pp. 523-530.

of the work. In addition, the residents there have reported

Iai, S., Matsunaga, Y., and Kameoka, T. 1992. Strain

to us that the installation of steel pipe sheet piles in theSpace Plasticity Model for Cyclic Mobility. Soils

embankment has helped to eliminate vibrations on theirhouses by ocean waves dashing against the coast, which

and Foundations, Vol. 32, No. 2, pp. 1-15.
Japan Press-in Association. 2015. Guide to Design andtaught us that there was a collateral effect brought by theselected work method.
Many a sea embankment is usually located having
public roads and private houses close behind. The
authors would appreciate it, if the measure hereby taken
would serve as a reference in studying earthquake andtsunami preventive measures at sites having similar
conditions as the present.
5. Acknowledgments
At our conducting research into the tsunami disasterpreventive work this time, Chuonishi Civil Engineering
Office, Kochi Prefecture has provided us with valuableguidance. Furthermore, the company that undertook
implementation of high tide countermeasure works forthe coast of Usa Fishing Port using construction methods
including Press-in Method has also offered us precious
material and information relevant to Press-in Method.
Writing here down their kindness, we express our deep
gratitude for their favor.
References
National Association of Fisheries Infrastructure. 2013. A
Guide to Designing Fishing Port Seashore Business.

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Application of Press-In Method, 522p.