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

A Case Study of Design Change in the Press-in Method
Naoki SHIBATA
Administrator, Sales Planning, Fujii Co. Ltd., Osaka, Japan
Email: nok-shibata@o-fujiigumi.co.jp

ABSTRACTThis paper describes a renovation work of the old Kaishin Bridge over a class-I Nishiyoke River in Kitanoda, Higashiku, Sakai, Osaka. The project was ordered by the Civil Engineering Office of Tondabayashi, Osaka. The site was near thestation with a heavy traffic of vehicles and pedestrians, and the work had to be done adjacent to residential houses on boththe sides of the river. Since steel sheet piles were used as a temporary earth retaining wall to remove an old weir and build
a new abutment, the Press-in method with water jetting was selected at the design stage. However, the soil boring log
showed the maximum SPT N-value is over 50, indicating that it might be impossible to press-in piles. Furthermore, there
were possibilities that the sludge might flow into the river and the surrounding ground would be affected. Hence, the HardGround Press-in Method was selected instead, after the design change. The whole construction process including the pullout works of steel sheet piles was completed by us, the prime contractor, Fujii Co., Ltd.
Key words: Press-in Method with water jetting, Hard Ground Press-in Method, design change

1. Outline of the project

2. Structural type and piling method

1.1. Location
The construction work on the Kaishin Bridge over a2.1. Site condition
The construction was carried out, moving the roadclass-I Nishiyoke River and in the river in Kitanoda,

onto the temporary platform on the downstream side, withHigashi-ku, Sakai, Osaka. This was a renovation work

vehicle and pedestrian roads close to each other. Infor an old bridge and its abutment. We received this order

addition, on both right and left river banks except on thefor the lower structures as the prime contractor. The siteroad, this work was carried out in the construction yard

was near the Kitanoda station of the Nankai Electricadjacent to residential houses (Fig. 1).

Railway with a heavy traffic of vehicles and pedestrians.
Besides, it is adjacent to residential areas.

2.2. Ground condition
According to the result of the standard penetration

1.2. Background and objectives of the projectThis was a renovation work of an old bridge. After

test (SPT N-value), both boreholes No. 7 and No. 8 werebuilding a temporary platform onto which the road is to bepress-in piles in the ground with the maximum N-value

moved, the work should be continued while allowing

over 50 (Fig. 2).

mainly in the sand and gravel layer, it was necessary to

traffic of vehicles and pedestrians. For this reason, thethird-person disaster must not be allowed. In addition,
since the site was adjacent to residential houses, it wasnecessary to minimize the environmental impacts such as
ground displacement, noise and vibration.

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

Pavement
Vehicular accessWorking space

Pedestrian bridge

C arpark

Kaishin bridgeke
Nish iyo
river

Fig. 1

Fig. 2

Detour plan

Soil borehole logs

Fig. 1 Detour plan
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Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

2) Construction of a new bridge abutment

2.3. Structural type1) Removal of the old weir

The sheet piles were pressed in as a temporary

The steel sheet piles were pressed in as a temporary

cofferdam for the construction of a near bridge abutment

earth retaining structure on the right and left banks of the(Figs 5 and 6):

Nishiyoke River (Figs 3 and 4):・ Abutment A1:
98 no. U-shaped steel sheet piles, type III, L=10.00m

・ Right bank:
39 no. U-shaped steel sheet piles, type ⅤL, L=11.5m
・ Left bank:
26 no. U-shaped steel sheet piles, type IVw L-=9.5m

・ Abutment A2:
101 no. U-shaped steel sheet piles, type III, L=10.5m

Cantilevered sheet pile earth retaining wall
(Non-extraction) L=15.6ｍ
U shaped sheet pile,type VL L=11.50m N＝39 no.

▽57.333

BB▽57.320

Cantilevered sheet pile earth retaining wall
(Non-extraction) L=15.6ｍ
U shaped sheet pile,type Ⅳw L=9.50m N＝26 no.

Fig. 3

Removal of old weir: Plan of temporary earth retaining structure

Temproray road
500

4000

Temproray road
500

21000

1500

56.6684000

57.29656.860
H.W.L 55.668

Cantilevered sheet pile earth retaining wall

Cantilevered sheet pile earth retaining wallU shaped sheet pile,type VL L=11.50m N＝39 no.

U shaped sheet pile,type Ⅳw L=9.50m N＝26 no.

Fig. 4

Removal of old weir: Cross section of temporary earth retaining structure- 469 -Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

57.73

6800

M

NO.169

T

8000
T4940

12800

NO.6

3100 3100

Abutment
A212885

12800

Abutment
A1

57.67
雨仕カン57.38

1660

1176

050

ET

50
2768006800

NO.168BC.6
車道HPφ200

Fig. 5New bridge abutment: Plan of temporary earth retaining structure

Abutment A26800

7255

57.50057.400WL=55.388▽152.780 (I=250)

Fig. 651.056
DL=50.000
4056

3656

10000

6344

6444

▽

10500

60(55.59)

Abutment A1

New bridge abutment: Cross section of temporary earth retaining structure

2.4. Piling method
The Press-in Method with water jetting was selectedby the Ministry of Land, Infrastructure and Transport

for the original design. However, as shown in the soil

ground should be selected for the maximum N-value

boring log in Fig. 2, the maximum N-value exceeded 50

between 50 and 600 (MILT, 2017). Therefore, thein some areas. According to Section 1) – 2: Selection oforiginal design was changed to the Hard Ground Press-piling and appurtenant machines for hydraulic press-in Method (Table 1).

in/pull-out construction methods, Chapter 6: Temporary
work in the estimation standard of civil engineering work

- 470 -汚(MLIT), a press-in machine capable of handling hardProceedings of the First International Conference on Press-in Engineering 2018, Kochi

Table 1. Selection of machine type and appurtenant machineType of work

Press-in operation
Nmax≦25

Type of steel sheet piles

Maximum N-value

Nmax≦50

50＜Nmax≦600

Type Ⅱ, Ⅲ and Ⅳ

Engine type unit/emission control type (primary standard value)
Press-in force 981 to 1,471kN
Pull-out force 1,079 to 1,569kN

Type ⅤL and ⅥLEngine type unit/emission control type (primary standard value)
For wide steel sheet piles
Press-in force 981 to 1,471kN
Pull-out force 1,079 to 1,569kN

Engine type unit (for hardground)/emission control type(2ndary standard value)
Press-in force 800kN
Pull-out force 900kN
Engine type unit (for hardground)/emission control type(2ndary standard value)
For wide steel sheet piles
Press-in force 800kN
Pull-out force 900kN

Appurtenantmachine

Types Ⅱw, Ⅲw and Ⅳw

For driving piles
Water jetting

Engine type unit/emission control
type (primary standard value)
Pressure 14.7MPa
Discharge 325ℓ/min――

3. Press-in piling3.1. Layout
1) Removal of the old weir

90 ton crawler crane
50 ton rough-terrian cranePower Unit EU-300

NO.169

TNO.169

＠55.056T

57.42

57.27)(55.97)57.

)(55.01)

57.57
Pedestrian bridge

.84

41

57.57
Pedestrian bridge

雨.20

T.13

(57Wφ200

Wφ200

56.82

56.82

F

57.

G

(56(53MPower Unit EU-300T.90)

48

Crush Piler SCU400M

Crush Piler SCU400M

56.55

NO.6

3T＠51.056
57.59

57.58

57.40

57.58

NO.5

57.44

NTT(55HPφ400
T.4
57.26

57.

G(56.15)

CMGφ200

57.38

ETGφ2001176

57.40.55)

62

NO.4

BC.6

BC.6

050

NO.16850
27

As00
10NO.16802
50050

Fig. 7000

車道HPφ200(55.59)

Removal of historic spot: Plan of temporary earth retaining wall- 471 -Proceedings of the First International Conference on Press-in Engineering 2018, Kochi2) Construction of a new bridge abutment

Cantilevered sheet pile earth retaining wall
(Non-extraction) L=15.6ｍ
U shaped sheet pile,type VL L=11.50m N＝39 no.

Cantilevered sheet pile earth retaining wall
(Non-extraction) L=15.6ｍ
U shaped sheet pile,type VL L=11.50m N＝39 no.

Crush Piler SCU-ECO600S
75 ton telesc opic boom craw ler crane

BPow er Unit EU-300

B

75 ton telesc opic boom craw ler craneCrush Piler SCU-ECO600S
Pow er Unit EU-300

Cantilevered sheet pile earth retaining wall
( Non-ex trac tion) L=15.6ｍ
U sha ped sheet pile,type Ⅳw L =9.50m N＝26 no.

Fig. 8Cantilevered sheet pile earth retaining wall
( Non-ex trac tion) L=15.6ｍ
U sha ped sheet pile,type Ⅳw L =9.50m N＝26 no.

New bridge abutment: Plan of temporary earth retaining structure2) Construction of a new bridge abutment

3.2. Piling data
1) Removal of the old weir

For Abutment A1, the actual productivity was larger

Compared with the assumed productivity per day inthan the estimated productivity. This was because thethe estimation standard for the civil engineering workwidest construction yard could be ensured in the site, andquoted in the material by MLIT, the actual productivity

the construction condition was relatively in good

was lower than the estimated productivity. It was becauseenvironment. On the other hand, as for Abutment A2, thethe construction was implemented in a narrow site and theactual productivity per day was close to the estimation

locations where the sheet piles could be pressed-in werestandard.

limited, necessitating to have a set-up change on both rightand left river banks.
Table 2.

Removal of old weir: Press-in construction data
Specification/
number of sheets

Average numberof
installed sheets

RightBank

39 no. U sheet piles,
Pile length=11.5m
Embedded length=10.5m
type ⅤL

LeftBank

26 no. U sheet piles,
Pile length=9.5m
Embedded length=8.5m
type Ⅳw

Unit rate in
the estimation
standard※1

Table 3.

New bridge abutment: Press-in construction data
Average numberofinstalled sheets

Unit rate in
the estimation
standard※1

Remarks

Specification/
number of sheets

4.9 no./day

Narrow space
6.1no. /dayWith one set-up(50＜Nmax≦100)
change98 no. U sheet piles,
Abutment Pile length=10.0m
A1
Embedded length=9.0m
type Ⅲ12.3 no./day

Narrow space
9.2no. /dayWith one set-up(50＜Nmax≦100)
change4.3 no./day

Narrow space,
stepped section
8.2no. /day
(50＜Nmax≦100) with one set-upchange101 no. U sheet piles,
Abutment Pile length=10.5m
A2
Embedded length=9.5m
type Ⅲ

6.7 no./day

Narrow space,
stepped section
6.9no. /day
(50＜Nmax≦100) with one set-upchange- 472 -Remarks

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

3.3. Productivity
1) Removal of the weir
Table 4.

Removal of old weir: Press-in construction data
Specification/
number of sheets

Average numberofinstalled sheets

Number ofconstruction days

Remarks

RightBank

39 no. U sheet piles,
Pile length=11.5m
Embedded length=10.5m
type ⅤL

4.9 no./day

11 days

Assembly/
disassembly with
one set-up change

Left
Bank

26 no. U sheet piles,
Pile length=9.5m
Embedded length=8.5m
type Ⅳw

4.3 no./day

9 daysAssembly/
disassembly with
one set-up change

Photo 2.

Construction site (during construction)2) Construction of a new bridge abutment
Table 5.

4. Concluding remarks
In this project, the Press-in Method with water jetting

New bridge abutment: Press-in construction data
Specification/
number of sheets

Average numberof
installed sheets

98 no. U sheet piles,
Abutment Pile length=10.0m
A1
Embedded length=9.0m
type Ⅲ
101 no. U sheet piles,
Abutment Pile length=10.5m
A2
Embedded length=9.5m
type Ⅲ

Number ofconstruction days

Remarks

had been selected for the original design. However, since
we had concerns about the difficulties described in the12.3 no./day

10 daysTwo assembly/disassembly
repetition

18 days

Assembly/
disassembly with
one set-up change

previous section, we talked with the client in advance, andit was agreed that the design be changed to the Hard

6.7 no./day

Ground Press-in Method. In addition, our company was
the prime contractor, and carried out the construction of
the temporary earth retaining structure and temporary
platform as the piling contractor at the same time. Usually

3.4. Encountered difficulties
The Press-in Method with water jetting was selected

the prime contractor makes the design change infor the original design. However, the design was changed

specialty contractor, had an opportunity to take this role.

due to the following challenges, according to the “FiveSo, this was one of the projects from which we could learn

Principles in Construction” (see Photos 1 & 2):

many things (Fig. 9).

1)

consultation with the client, but in this case, we, as theTreatment of sludge generated (contamination ofIt may appear that it was a simple design change fromthe river)the Press-in Method with water jetting to the Hard Ground2)

Effect on the surrounding ground by water jetting

Press-in Method, but the same contractor did not only3)

Effect on the existing leveemake a design change as both the prime and the specialty4)

Difficulty in pressing in piles in the ground with

contractor in consultation with the client, but also carriedNmax larger than 50

out the construction as the subcontractor in a series of

Scrapping ratio of pulled-out sheet piles

design change works. This unique situation gave us an5)

opportunity to grow a great deal as a company. We believe
Effect on theTreatment ofexisting
levee
generated sludge③既設護岸への影響へthat there must be other projects where a specialty①発生した泥水の処理

contractor can act as the prime contractor, implementing
the whole process from the supervision to the actual

New Abutment
A2の影響（河川への汚濁）

construction, and that there should be more projects to be
implemented this way. From now on, even though we area subcontractor as a piling contractor, we aim to be acompany who can make suggestions without entirely

New Abutment A1
Effect on the surrounding ground by water jetting
Photo 1.

②ウォータージェットによるdepending on the prime contractor. (Kitamura, 2017)(GIKEN, 1967)

Construction site (before construction)
周辺地盤への影響- 473 -Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

References
Ministry of Land. 2017. Infrastructure and Transport(MLIT), Estimation standard in civil engineering

Kitamura, A. 2017. Revolution in Construction Method.
GIKEN LTD, pp. 27-33. (in Japanese)
GIKEN LTD. 1967. Business creed. (in Japanese)work, FY2017 version, pp. 222-240. (in Japanese)■ Usual construction system

ClientPrimary contractor

Primary subcontractor

2ndary subcontractor(General contractor)(Specialty contractor)(Specialty contractor)

Primary subcontractor

2ndary subcontractor(Specialty contractor)(Specialty contractor)□ Construction system of this project

ClientPrimary contractor

Primary subcontractor(Fujii Co. Ltd.)(Fujii Co. Ltd.)

Fig. 9

Primary subcontractor

2ndary subcontractor(Specialty contractor)(Specialty contractor)

Construction system diagram- 474 -