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

Introduction of Video-CIM System to Pile Driving Construction at the Extremely Weak GroundKiyotaka SUDA
Kankyo fuudo Techno Co., Ltd，Arai, Nakano-ku, Tokyo, Japan
Email: k-suda@bolero.plala.or.jp

Norio KANI
Kani Construction Co., Ltd, Komaki, Aichi, Japan

Akihiro KAZUMI
Mtech Co., Ltd

Kazuyosi TATEYAMA
College of Science and Engineering, Ritsumeikan University

ABSTRACTThis report summarizes the results of the ICT construction executed at Daitourou area of the Shonai river located in Aichi
Prefecture. Although self-standing type of steel sheet piles were penetrated into the ground of water side with the SilentPiler Method for building a cofferdam, a collapse of the penetrated piles was apprehensive because of the extremely weaksoil of the river side and the fluctuation of water level due to the change of tide. In the project, the video CIM (ConstructionInformation Management) system was implemented besides an automated measurement system of pile displacement tomonitor both the progress of construction and the movement of piles. The possibility of implementing the visual information system in the pile driving construction was discussed with the results of both monitoring systems.
Key words: ICT construction，self-standing type of steel sheet pile, Video CIM management, monitoring

1. Introduction
Coastal revetment works for river improvement weretained through a full circumference type camera. The pos-

executed at Daitourou area of the Shonai river located in

the pile driving construction was discussed with the results

Aichi Prefecture in 2017. Fig. 1 and 2 respectively showof both monitoring systems.

sibility of implementing the visual information system inthe plane and the side view of the site. Although self standing type of steel sheet piles were penetrated into theground of water side with the Silent Piler Method for

レーザー変位計（下流）LDT
at upstream レーザー変位計（中流）LDT at central レーザー変位計（上流）LDT at downstreambuilding a cofferdam, a collapse of the penetrated piles
was apprehensive because of the extremely weak soil ofside and outside of the sheet piles due to the change of tide.

Artificial
ﾌﾟﾚｷｬｽﾄ法枠slope

内水位（水位計）InsideWL

the river side and the difference of water level between in-排水釜場
Supm

In the project, the Video CIM (Suda et al., 2015; Kaniet al., 2018) system was implemented besides an automated measurement system of pile displacement to monitor both the progress of construction and the movement ofpiles. Fig. 3 shows an example of the video image ob-- 661 -Boring point
Outside WL at lower
下流ボーリング位置

外水位（水位計）

排水釜場
止水鋼矢板
Sheetpiles Boring
上流ボーリング位置
point Supmat upperRiver flow

LDT : Laser Displacement Transducer,

WL : Water Level

Fig. 1 Plane figure of the siteProceedings of the First International Conference on Press-in Engineering 2018, Kochi

Sheet piles

止水鋼矢板

レーザー変位計of the pile tip
Measurement : movement

LDT

ﾌﾟﾚｷｬｽﾄ法枠

Coastal revetment works
by artificial slope

Fig. 2(1) Hanging work of a pile(2) Setting of a pile(3) Jacking operation(4) Silent Piler machine

A side view of the site

Fig. 4 Pile driving method by Silent Piler Method(GIKEN LTD, 2018)
Fig. 3

View of the site through a full circumference type camera

2. Pile driving method and ground conditions
The Silent Piler Method was employed for driving
steel type sheet piles into the ground at the side of the river.
Fig. 4 shows the process of the piling method. A steellayer

pile was penetrated with a jacking machine getting the re-12345
678
910

action force from the piles penetrated at the former process.
Fig. 5 shows a borehole log and the properties of the(1) Hanging work of a pile ground measured at the site.
The ground was composed of alternation strata of weak
clay and sandy soil. Fig. 6 shows the record of the jacking

Thickness
(m)
2.59
1.05
0.8
1.05
2.4
1.05
1.4
1.05
0.7

Soil type N value
clay
clay
sandclayclay
sandclaysandclay
sandforce obtained when a pile was driven into the ground. It
can be grasped that the weak area is distributed from theFig. 5

Borehole log and properties of the groundshallow part to the deeper part at the upstream area of theUpstream
boring
上流側ボーリン グ point

river.

０ N値 5０

Downstream
point
下流側ボーリboring
ング05

3. ICT construction

10152０3.1. Monitoring of pile behavior by transducers
A collapse of the piles was apprehensive because of
the extremely weak soil of the river side, as mentioned in

圧入力（ ×10kN）

the previous section, and the difference of water level dueto the change of tide.

Thus, the behavior of piles and tidewere monitored in the site. Table 1 shows the monitoring
items employed in the construction site.

Fig. 6- 662 -Record of the jacking force

06852631605

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

Table 1.

Monitoring items

Measurement
item

Measurement location

Horizontal displacement

Tip of steel sheet pile at 3 points(Upstream, Central, Downstream)

Strain of pile

One vertical siding

Strain of connecting rod

One horizontal siding

Water level

Inside and outside of temporary cofferdam at two points

The stability control of the steel sheet piles wasFig. 8Monitoring page on the PC

mainly carried out by displacement measurement at the tipof a steel sheet pile. The vertical strain of a pile (longitudinal direction) was measured to grasp its deformation

3.2. Monitoring of pile behavior by video system
Generally speaking, the video data has a possibility

mode and the strain of a connecting rod which connected

to draw out various information not only qualitative infor-

the neighboring piles with each other was also measured

mation concerning physical phenomena but also theirto check the connecting effect of the rod members.

quantitative data such as displacement, deformation, vi-The allowable horizontal displacement at the tip ofbration or so on.

A network camera system was tenta-piles was set to be not more than 120mm that was defined

tively introduced in the site for grasping the site conditions

by 3% of the pile length following the art of design forand monitoring the behavior of the piles, as shown in Fig.

river structure to keep the piles stable (Chubu Regional

9. The video image taken with the camera was shared

Development Bureau, MLIT:, 2016)

among the engineers not only at the site office but also at

The water level was measured with the water pres-other offices out of the site on the PC or the mobile phone

sure transducer both inside and outside of the sheet piles.

through the telephone communication system. Fig. 10

The displacement of the pile tip was measured with an au-

shows the video image monitored on the PC monitors oftomatic measurement system by a laser type displacement

the head office. When the alarm system explained in 3.1.

transducer (see Fig. 7) for 24 hours. The laser displace-section caught some irregular phenomena, the site condi-

ment transducer was set at the shore side and the displace-tions were immediately checked through the video image

ment of the pile was measured by the change of the dis-of past hours to grasp the reason of the alarm and sometance between the transducer and the pile tip, as shown incountermeasures were speedily taken not to lead to a seri-Fig. 1 and 2.

ous trouble or accident.

While the measurement data of the dis-placement of the pile tips were checked all the time during
construction, as shown in Fig. 8, the alarm system wasequipped to warn when the displacement exceeded the allowable displacement of 120mm.

The data could bemonitored and analyzed on the monitor page of the PC,
not only at the site office but also at other offices by a remote monitoring system.

100mm Model: DT 500 - A 511
Measurement range: 0.2 to 70 m
Output: 4 to 20 mA
Measurement accuracy: ± 3 mm
Spot diameter (70 ḿ) 100 mm

Fig. 7

Fig. 9Laser type displacement transducer- 663 -Video image of the construction siteProceedings of the First International Conference on Press-in Engineering 2018, Kochi

also made clear that the daily maximum displacement periodically fluctuated, being linked with the periodical fluctuation of the tide, while the daily minimum displacement
showed comparatively small fluctuation. Therefore, thedifference between the daily maximum displacement andthe daily minimum one was thought to be induced by theperiodical fluctuation of the tide.
Fig. 10

PC monitor of the head office

4. Construction management
4.1. Fluctuation of water level
Fig. 11 shows the data of water level during the construction period. While the water level periodically fluctu-Fig. 12 Pile tip displacement (WL difference: maximum)

ated at outside of the sheet piles, being linked with thefluctuation of tide in the river, it kept almost constant at
inside of the sheet piles due to the pomp up drainage forcoastal revetment works after the middle of February.
Thus, the difference of the water level between insideand outside of the sheet piles also fluctuated periodicallyby 1 m around the average water level of 2 m. The differ-Fig. 13 Pile tip displacement (WL difference: minimum)

ence of water level induced the difference of water pressure between inside and outside of the sheet piles and it
acted on the sheet piles to possibly induce the displacement and deformation of the sheet piles.

The pile tip displacement that exceeded the allowablehorizontal displacement of 120 mm was observed at theupstream area of the river even in the case of the minimum
water level displacement.

It is thought to be induced bythe soil condition weaker than that expected from the borehole investigation. The sheet piles had to be penetrated
into the ground to a larger penetration depth than the design determined from the result of the borehole investigaFig. 11tion.

Water level at inside and outside of the piles

The construction was forced to be managed more

carefully not to induce more displacement of sheet piles.

4.2. Displacement at the tip of sheet piles
Fig. 12 shows the displacement of the tip of sheet
piles measured at 3 points (upstream, central and downstream area) in the case where the maximum difference of
the water level between inside and outside of the sheetpiles (WL difference: maximum) was observed each day.
Fig. 13 also shows that in the case where the minimum
difference (WL difference: minimum) was observed. It
can be seen from these figures that the larger displacement
was observed at the upstream area than the downstream
area due to the extremely weak ground condition of theupstream area, as mentioned in the previous section. It is

4.3. Deformation characteristics of the sheet piles
Fig. 14 shows the relation of the water level
difference between inside and outside of the sheet piles tothe displacement of the sheet pile tip. It is clearly observedthat the pile tip displacement showed the typical behavior
observed in the repetative process of loading and unloding,being linked with the fluctuation of the water level
difference. It is also found that the plastic displacememnt
obviously increased with the repetative loading process at
the upstream area of the river, while the pile tip
displacement showed the comparatively elastic behavior
at the downstream area of the river.

- 664 -

It can be said withProceedings of the First International Conference on Press-in Engineering 2018, Kochi

assurance that the ground became gradually weak from thedownstream to the upstream and the plastic difference wasinduced beyond the design condition at the upstream areaof the river.

Fig. 15Additional measure to prevent the sheet pile deformation with sandbags(1) Upstream(2) Central stream(3) Downstream
Fig. 14(4) All of three points
Fig. 16

Relationship between water level displacement andDrainage pomp to lower the water level
inside the sheet piles

pile tip displacement

4.4. Utilization of Video image
The video image obtained by the camera was used formeaning of the construction management, being combinedgrasping the situation of the construction site, especiallywith the digital monitoring system of transducers, it wasat the time when the larger displacement of the pile tip than

not used for quantitative measurement of the movement in

the allowable displacement was measured by the displace-the site. The video image has a possibility to grasp various

ment transducer. It was a quite effective system because

kinds of quantitative movement in the site such as the dis-the situation of the site could be grasped by engineers inplacement of pile tip, etc. We analyzed the video image ofcharge of the project even if they were not in the site.

the site with the image processing method and tried to ex-

They could give accurate directions for countermeasures

tract the quantitative data of the displacement and inclina-

against any undesirable situations. For instance, the situa-tion of the sheet pile or the deformation of the artificial

tion of the sheet piles and the neighboring area in the site

slope. However, we have not yet succeeded in taking somewas checked with the video image shown on the monitor

accurate data from the video image. We are going to con-properly and some additional counter measures to prevent

tinue to build a method to collect the quantitative data

progress of the pile deformation by holding the piles withfrom the video image data.

Although the video image was effectively used in thesandbags, or by removing the drainage pomp to reduce theeffect of water level lowering on the piles, etc. Fig. 15
shows an example of the holding works with sand bags.

5. Conclusion
The ICT construction was executed at coastal revet-Fig. 16 shows the drainage pomp moved from the closed

ment works for river improvement of the Shonai river lo-

area of the piles. Such rapid measures prevented a serious

cated in Aichi Prefecture. A collapse of the sheet piles pen-

accident from happening in the site under the critical situ-

etrated into the ground of water side for building a coffer-ation

dam was apprehensive because of the extremely weak soilof the river side and the fluctuation of water level due to- 665 -Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

the change of tide. The fluctuation of the water level of theVideo image in construction industry. JACIC Infor-river and the movement of the piles were monitored withmation, No. 117. (in Japanese)the digital transducers. The measurement was made it

GIKEN LTD. 2018. Technical Catalogue for Press-inclear that the water level difference between inside andMethod.

outside of the sheet piles induced the difference of water

Chubu Regional Development Bureau, MLIT. 2016. De-pressure acting on the piles and that the displacement ofsign guidance for river structure 2016, Self-standing

the sheet piles fluctuated, being linked with it. Especiallysteal sheet piles for temporary structure. (in Japa-the ground around the sheet piles behaved in the plasticnese)zone at the upstream area and the piles might fall into a
dangerous situation of collapse, so some careful and precise management was required to prevent any accident in
the site.
The video image of the site was also filmed by video
cameras to grasp the situation of the construction. The
video image has an advantage to be able to extract various
information without any specific transducers. The rapid
and accurate measures were done through comprehensive
management system of the digital transducers and video
image to prevent any serious accidents such as a collapseof the piles under a critical situation. Unfortunately, wehave not yet succeeded in obtaining some quantitative datasuch as a behavior of the piles by analyzing the video image, we are going to continue to build a method to collectthe quantitative data from the video image data.
The combination of the digital measurement withsome transducers and the video image has a possibility tomake more precise and accurate management of the construction site than just by digital measurement because additional information can be obtained depending on the situation of the construction site. This system is quite effective especially for comparatively small size of construction projects where the site had to be managed with a few
engineers who manage other job sites at the same time.
The research for extracting some quantitative informationfrom the video image is expected to expand the usefulnessof this method widely.
References
K. Suda, N. Kani, Y. Shibuya and K. Tateyama. 2015. Development of Video-CIM method for small and medium size construction companies. Proceedings ofsymposium on construction method and machinery,JCMA, pp. 67-79. (in Japanese)
N. Kani, K. Suda, K. Tokinae and K. Tateyama. 2018.
Communication and technology succession through- 666 -