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

Earthquake Behavior of Cylindrical Underground Structure and Verification of
Analytical Model
Takamasa TAKEUCHI
Assistant Manager, Construction Solutions Department, Giken Ltd., Japan
Email: takeuchi@giken.com

Hideo FURUICHI
Procjet Manager, Construction Solutions Department, Giken Ltd., Japan
Email: furuichi@giken.com

Tsuyoshi NISHI
Director, Construction Project Consultants Inc., Japan
Email: t_nishi@cpcinc.co.jp

ABSTRACTThe mechanical advantage of cylindrical underground structures against external forces has been known to manyengineers. A cylindrical structure reinforced by intermediate ring beams with hat -shape steel sheet piles as an outershell is not an exception. However, more discussions are required regarding the behavior study and the design
methods at the time of earthquake, since similar structures and their case studies are scarce. With these backgrounds,stresses and acceleration exerted in main structural members have been measured since 2009 under ordinary andseismic conditions, installing measuring instruments inside the structures, and the following points were verified;
1) Based on the acceleration obtained from the actual measurements on structures at the t ime of the Great East Japan
Earthquake (2011), the seismic acceleration waves for a layer equivalent to technical reference base were calculated
by means of the ground response analysis. As a result, it was verified that the simulated waves were consistent withthe measured results, and that the behavior of the underground structure was in harmony with that of the ground;and 2) Conducting a dynamic analysis based on the seismic acceleration waves calculated in 1), it was verified thatthe underground structure had a sufficient resistant capacity against an earthquake.
Key words: cylindrical underground structure, seismic behavior, hat-shape sheet pile
dynamic analysis, Great East Japan Earthquake

1. INTRODUCTION

utilized in different fields, such as roads and railways

1.1. Use of underground space in Japan

including stations, regulating ponds, lifelines, and vehicle

In Japan, about 70 % of land is occupied by forests,

and bicycle parking (Kimura and Kitamura, 2012; ENAA,

and most of the social infrastructures and population are

2013; Takeuchi and Kimura, 2015). Among theconcentrated in small flat areas, getting close to saturation.

underground facilities described above, our attention has

Under this social environment, utilizing undergroundbeen paid to the facilities for attracting customers such as

spaces has a great advantage so that it might solve an issue

stations, and the issues specific to urban areas have beenof saturation of various urban functions and creates more

identified. It is because there would be more possibilities

leeway. Underground spaces have superior features suchfor proposing facilities with more convenience if

as shielding performance, constant temperature andunderground spaces are utilized. The effects such facilities

humidity and earthquake resistance, and have been

can provide are also being investigated (Nishikawa and- 175 -

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

Takeuchi, 2015).
Illegally parked bicycles due to shortage in parking
space have become a social problem around stations andUpper floor(Composite slab deck)

Entrance / exit Booth

Lattice beams(H-type steel)commercial facilities in Japan. These illegally parked
but also block emergency activities such as disastermeasures and rescue works, and eventually reduce urban
functions and spoil scenery. As a solution to the bicycle
parking problem, introduced across the country is the ECO
Cycle, an automated underground bicycle parking that isspace-saving and highly convenient (Takeuchi et al.,2014).

Outer shell(Hat-shapesteel sheet pile)：n=43：L=16.2m
Intermediatering beam(H-type steel)：n=5：D=7.95m
Bottom floor(Reinforced
concrete)：t=1.2m

Currently 49 units including ones under construction
are introduced in 21 different locations across the country.
1.2. Basic principle in structural design

Parking space 11.65 m

bicycles may not only make walking environment worse,

Fig. 1

Inner Deameter：8.15m

Structural outline of the bicycle parkwith the borehole logging results at the planned site

STEP1 Press-in

STEP2 Excavate

STEP3 Install (Machinery)

STEP4 Inatall (Entrance booth)As this facility, ECO Cycle, has few people in and out
at ordinary times, there will be few human damages evenwhen the facility is affected by a major earthquake. For thisreason, In the basic principal, the performance under seismic
condition has been referred to the Aseismic Performance Ⅰ.

However, it is necessary to consider a possibility of
having a damage to the neighboring areas due todeformation of the surrounding ground caused by a large
deformation of the main structures at the time of a major
earthquake. Therefore, it is essential to examine theFig. 2

behavior of the underground structures and verify theConstruction method

analysis model especially under seismic conditions. Duesteel sheet piles (NS-SP-J) with an effective width of 600

to such background as this, the inside of the structure has

mm as the outer shell, reinforced by intermediate ring

been instrumented since 2009, and the stress andbeams made of H beams. The bottom is made ofacceleration exerted in the main structures have been

reinforced concrete, and the floor deck (termed upper floor

monitored both under ordinary and seismic conditions.

deck hereinafter) that support entrance/exit booth has aThis paper presents the results of measurement of thisstructure at the time of the Great East Japan Earthquake,composite slab deck structure supported by H beam steellattice girders.

and those of a dynamic analysis that was performed, where
the behavior of underground structures under seismic
conditions are taken into consideration.

2.2. Outline of construction method
The construction method of this structure is depicted
in Fig. 2. An outer shell is built, continuously pressing-in

2. OUTLINE OF STRUCTURE OF AUTOMATED

16.2 m-long hat-shape steel sheet piles in a cylindrical

UNDERGROUND BICYCLE PARKING AND

shape with inner diameter of 8.15 m. The soil inside the

ITS CONSTRUCTION METHOD

continuous wall is then excavated, and the installation of

2.1. Outline of structure
A structural overview of the automated undergroundring beams and the excavation of inner soil are repeated.

bicycle parking facility is shown in Fig. 1. ECO Cycle ismachine units are installed, the upper floor deck is built,

a cylindrical underground structure that uses hat-shapeand the facility is completed by installing the entrance/exit

Finally, the bottom concrete slab is laid. Consequently, the- 176 -

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

booth. The completed facility is shown in Fig. 3.
3. MEASUREMENTS IN UNDERGROUNDSTRUCTURE
3.1. Measurement device and measurement locations
As shown in Fig. 4, measuring instruments such as
strain gauges have been installed on the undergroundstructure since the completion of the facility in May 2009.
Six strain gauges were installed on each 1st, 3rd and5th intermediate ring beam, while the accelerometers (inParking Capacity

the N-S and E-W directions) were installed on the 1st and204 bicycles per 1 Unitrd

3 intermediate ring beams and on the bottom slab floor
to verify difference in acceleration with depth. Note thatthe accelerometer on the bottom floor is not likely to beaffected by various vibrations from other parts of thestructure, and it was thought that the measurement data at
the bottom floor would be very useful in the analysis, bycomparing with the accurate seismic vibration.
Hachijoguchi West bicycle park,

3.2. Measured items and frequency

Kyoto station, Kyoto

Under an ordinary condition, strain is monitored once

Fig. 3a day. Considering the effect of normal machine operationon the measurement result, strain was monitored when the

Perspective view
1st intermediate Ring Beam
Strain gauge: n=6
Accelerometer : n=1
Thermometer : n=1

frequency of the use of bicycle parking facility was low.
Under a seismic condition, on the other hand, once anaccelerometer perceives an earthquake with a magnitude

3rd intermediate Ring Beam
Strain gauge: n=6
Accelerometer : n=1
Thermometer : n=1

larger than 10 gals, all the instruments start automatedmeasurements, with a sampling interval of 0.05 seconds

5th intermediate Ring Beam
Strain gauge: n=6
Thermometer : n=1
Thermometer : n=1

for 180 seconds.
4. MEASUREMENT RESULTS

On the bottom floor
Accelerometer : n=1

4.1. Measurement results in normal condition
Fig. 5 depicts the information on the annual change
in stress on the intermediate ring beam. Measurement has
been continued since May 2009 till now for about 9 years.
The reason why the change in stress of the 1st intermediate

Fig. 4

Measurement instruments and measurement locations

ring beam is larger than that of the other ring beams is thata temperature correction has been applied to the measured
1st ring beamstrain, taking into account the temperature change in theunderground space. Note that it has been confirmed that

The 2011 off the Pacific coastof Tohoku Earthquake

5th ring beam

the stress has hardly changed from the time of completion
3rd ring beam

till now, indicating that there is hardly any effect by thechange in cross sectional area e.g., by corrosion of steel
material.

Fig. 5- 177 -

Change in stress with time (May 2009 - February 2018)

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

4.2. Measurement results under seismic condition
The Great East Japan Earthquake that took place on
March 11, 2011 recorded the maximum seismic intensityof 7 in the Richter scale in Kurihara, Miyagi Prefecture,
Japan, and 5+ in this project site. Fig. 6 shows theacceleration recorded on the 1st ring beam of the structure,indicating the maximum response of 172 gals in the N-S
direction. The acceleration response measured became
larger as the measurement point became closer to theground surface, verifying that the measurement data are ingood order.
4.3. Comparison of results between normal andseismic conditions
Table 1 shows the measured and allowable stresses of
the ring beam under ordinary and seismic conditions. It may

Fig. 6

Acceleration obtained

be seen that the values in the table are measured maximum
stresses, and that they are all within the allowable stresses.

Table 1.

Measured stress and allowable stress of thering beams under ordinary and seismic conditions

5. OUTLINE OF VERIFICATION
5.1. Verification principle
Based on the measured acceleration, a simulation
analysis was carried out, calculating seismic acceleration

Bending StressOriginary

Seismic(N/mm2)

(※1)

(※2)

1st Ring beam

29.5

29.4

3rd Ring Beam

148.3

5th Ring Beam

121.8

※2 - ※1

Allowable Stress(N/mm2)-0.1

156（235）

152.2

4.0

216（325）

141.8

19.9

216（325）waves on the layer equivalent to the technical reference
base by the earthquake response analysis. After

Upper floor
Element : Plateconfirming that the measured results were represented

Steel sheet pile
Element : Beamwell in the simulation, the applicability of the analysis
model was evaluated.
Analysismodel

Using the same analysis model and inputting Level 2Intermediatering beam
Element : Beamearthquake, the behavior against the earthquake at thislevel was then predicted. Based on the prediction results,

Bottom floor
Element : Plate

the resistance capacity of each member was investigated

Inner soil
Element : Solidin detail, and the safety against Level 2 earthquake was
evaluated.
Foundation
model

5.2. Outline of analysis model
The analysis model of this structure is shown in Fig. 7.
The outer shell and the intermediate ring beams are

Input data
(Earthquake acceleration wave)

modelled by beam elements, while the bottom slab and theFig. 7

upper floor deck are modelled by plate elements. Since the

Schematic view of analysis modelouter shell is formed by interlocking hat-shape steel sheet
piles including interlocks which are not rigid, thewere allowed between steel sheet piles. The upper floor

connection between piles are slightly flexible. Therefore,deck is used to transfer surcharge load, but was modelled

the outer shell was not modelled by plate elements, but byin such a way that its behavior could be as realistic as

independent beam elements where relative displacements

possible. The lattice girder by H-shape steel and the upper- 178 -

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

deck composite slab were modelled by the beam and plate

Underground structure(ECO Cycle)

Underground structure(ECO Cycle)

elements at the same time. The ground below the bottom
Foundationmodel

slab which was confined by the outer shell was modelled

Foundation
model

by the solid element.
In addition, as shown in Fig. 7, since the earthquake
analysis was dynamic, a one-dimensional ground model(solid ground model in reality) was made, and this groundmodel was connected with the structure model withground springs.
The actual model is shown in Figs. 8 and 9. Fig. 8
is an entire analysis model, and the ground is modelled as

Ground springs

solid ground, and is connected with the structure using the
ground springs. Fig. 9 shows the model without the
ground springs, while the ground is modelled by multilayer model. Stiffness of each soil layer is determined by

Fig. 8Overall analysis modelFig. 9Analysis model(without spring)the converged stiffness in separately performed onedimensional ground response analysis by an analysis code
“SHAKE”. The dynamic analysis itself is carried out as a

Earthquake on the technical reference base isalmost equal to that measured on a hard rockoutcrop.

Waveform
observation

linear analysis. Note that the stiffness and mass of theground was assumed 105 times larger than that of normal

Subsurface groundground, so that the response of the structure would notaffect the ground response.

Propagation of seismic motion→Seismic motion is amplified
by ground conditions.

Input dataof seismic motion

6. SEISMIC TREMOUR FOR CONSIDERATION

Technical reference base

6.1. Simulation analysis
As for the earthquake for evaluation, an earthquake

Fig. 10 Earthquake on the technical reference baseon the technical reference base was set up based on the
1000

records from the accelerometer installed on the bottom
Acceleration(gal)
加速度(gal)Ⅱ-Ⅰ-1

slab of the underground structure (Fig. 6). That is to say,it was assumed that the bottom slab was rigid, and that themeasured acceleration was the same as that of the ground.
Based on this assumption, in the ground response analysis
by “SHAKE”, the acceleration measured on the bottom

0
-500
-1000
0

10

20

30
time (sec)
時刻t(sec)

10

20

30
time (sec)
時刻t(sec)

Acceleration
加速度(gal) (gal)1000slab was applied to the ground at a depth where theaccelerometer was installed, and the seismic acceleration
wave was calculated in the layer equivalent to thetechnical reference base. Thus-calculated acceleration was

Ⅱ-Ⅰ-2
500
0
-500
-1000
0

used as input data. The earthquake acceleration wave wasapplied at the same time in the X- and Y-directions.

500

Fig. 11 Type I ground wave, Chapter V, Guideline for road bridges)

6.2. Level 2 earthquake
The earthquake on a layer equivalent to the technicaltechnical reference base is equal to that measured on areference base is not prescribed in the existing guidelines

prescribed for the type I hard ground is used as input datasuch as the specifications for highway bridges in Japan. In(Fig. 10).

hard rock outcrop, and the earthquake acceleration wave

this evaluation, assuming that the earthquake on the- 179 -

Fig. 11 shows the earthquake acceleration wave. AsProceedings of the First International Conference on Press-in Engineering 2018, Kochi

Table 2.

shown here, 2 type-II waves II-1-1 and II-1-2 are selected
Strataamong those in Level 2 earthquakes in Chapter V of the

Altitude Layer

N

Ground Condition
γ

Vs

G0

kN/m3

m/s

kN/m2

ν

h0

Remarks

6.020

specifications for highway bridges (JRA, 2012). These

5.195

0.825

3

19.0

116

26,0650.45

0.01

waves are spectrum-adjusted from the seismic waves

4.895

0.300

3

19.0

116

26,0650.45

0.01

in the N- and E-directions observed at the Kobe Marine

4.690

0.205

3

19.0

116

26,065

0.45

0.01

4.190

0.500

3

19.0

116

26,0650.45

0.01 Sheet pile top

3.663

0.527

3

19.0

116

26,0650.45

0.01 1st Ring beam

3.137

0.526

3

19.0

116

26,065

0.45

0.01

2.610

0.527

3

19.0

116

26,065

0.45

0.01

2.420

0.190

3

19.0

116

26,065

0.45

0.01

1.805

0.615

3

13.0

141

26,215

0.49

0.01

1.190

0.615

3

13.0

141

26,215

0.49

0.01

1.120

0.070

3

13.0

141

26,215

0.49

0.01

0.690

0.430

14

17.0

193

64,6590.49

0.01 2nd Ring beam

0.190

0.500

14

17.0

193

64,6590.49

0.01-0.310

0.500

14

17.0

193

64,6590.49

0.01-0.810

0.500

14

17.0

193

64,6590.49

0.01-1.310

0.500

14

17.0

193

64,6590.49

0.01 3rd Ring beam

-1.810

0.500

14

17.0

193

64,6590.49

0.01-2.310

0.500

14

17.0

193

64,6590.49

0.01-2.810

0.500

14

17.0

193

64,6590.49

0.01-3.310

0.500

14

17.0

193

64,6590.49

0.01 4th Ring beam

-3.810

0.500

14

17.0

193

64,6590.49

0.01-4.310

0.500

14

17.0

193

64,6590.49

0.01-4.810

0.500

14

17.0

193

64,6590.49

0.01-5.310

0.500

14

17.0

193

64,6590.49

0.01 5th Ring beam

-5.810

0.500

14

17.0

193

64,6590.49

0.01-6.310

0.500

14

17.0

193

64,6590.49

0.01-6.930

0.620

14

17.0

193

64,6590.49

0.01-7.480

0.550

14

17.0

193

64,6590.49

0.01-8.130

0.650

19

19.0

252

122,726

0.49

0.01

-8.430

0.300

19

19.0

252

122,726

0.49

0.01

-8.975

0.545

19

19.0

252

122,726

0.49

0.01

-9.520

0.545

19

19.0

252

122,726

0.49

0.01

Fill

Observatory at the time of the Hyogo-ken Nanbu
Earthquake in 1995.
6.3. Ground condition

Organic

The ground condition is summarized in Table 2. The

clay

shear wave velocity shown in the table is from therelationship by Imai et al. shown in Fig. 12. The standard
curves shown in Materials 1504 and 1778 of the Public
Works Research Institute (PWRI) of the Ministry of Land,
Infrastructure, Transport and Tourism are used to describe
non-linear features of the ground.

Fine sandwith silt

6.4. Converged

physicalproperties

bygroundresponse analysis
As described previously, the converged values in the
ground response analysis by a code “SHAKE” are used for thephysical properties of the ground used in the dynamic analysis.
Note the spring constant of the ground may be calculatedusing the following equation (Kawashima, 2011):
kn = 2G / R,

ks = k n / 3

kn: Spring constant in normal direction (kN / m3)
ks: Spring constant in tangential direction (kN / m3)-10.065

0.545

19

19.0

252

122,726

0.49

0.01

Fine sand-10.610

0.545

19

19.0

252

122,726

0.49

0.01

with clay-11.330

0.720

19

19.0

252

122,726

0.49

0.01

-11.510

0.180

19

19.0

252

122,726

0.49

0.01

-12.010

0.500

19

19.0

252

122,726

0.49

0.01

-12.510

0.500

19

19.0

252

122,726

0.49

0.01

-13.010

0.500

19

19.0

252

122,726

0.49

0.01

-13.780

0.770

19

19.0

252

122,726

0.49

0.01

20.0

300

R: Radius of the structure (m)G: Elastic Shear modulus of ground (kN / m2)
7. ANALYSIS RESULTS

Foundation

Bottom floor

Groundimprovement

Sheet pile tip

analysis
The record of measured acceleration on the bottom
slab (ADN) in the N-direction is shown in Fig. 13, while
the calculated result at the same location is shown in Fig.
14. Furthermore, the both results are superimposed andcompared in Fig. 15, extracting the values at the time
between 80 and 90 seconds, where acceleration is rather

Shear wave velocity Vs (m/s)

7.1. Comparison of response values in simulation
Alluvial clay

Alluvial sandDiluvial clay

Diluvial sandbig. It may be seen that the calculated acceleration at the

N value

1st ring beam is rather high, but that the calculated andFig. 12

measured values are relatively in good agreement.

N value

Relationship between shear wave velocity
Vs and N-value (Imai et al., 1977)

Similarly, the measured and calculated acceleration
values are compared in Fig. 16 in the E-direction. As inwith the measured values. It is therefore judged that the

the N-direction, calculated values are in good agreement

analysis could simulate the measurement results.

- 180 -

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

加速度(gal)(gal)
Acceleration

100
50

底版観測(ADN)
Measuredwave (on the bottom slab)

0
-50
-100
0

20

40

60

80

100

120

140

160

time
(sec)
時刻t(sec)

Fig. 13 150Measured
wave of seismic acceleration (N-direction)
３段目リング観測(AR3N)
100

加速度(gal)
加速度(gal)(gal)
Acceleration

50
100
0 底版解析(ADN)
Calculated result (on the bottom slab)
50
-50

-100
0
-150
0
-50

加速度(gal)加速度(gal)
加速度(gal)(gal)
Acceleration

Fig. 14

20

40

60

200
-100
0 １段目リング観測(AR1N)
20
40
60
100
150
1000 ３段目リング解析(AR3N)

80

100

80

100

160

120

160

140

Fig. 17 Maximum resultant displacement obtained
from simulation analysis (unit:m)

time
(sec)
時刻t(sec)

Calculated result of seismic acceleration (N-direction)

50
-100
100
0 On
底版(ADN)
the bottom slab
-200
50
-50
0
20
40

-100
0
-150
0
-50

20

40

60

80

100

120
140
時刻t(sec)

160

60

80

100

120
140
時刻t(sec)

160

88

90

観測記録 Measured values
200
解析結果 Calculated values-100 １段目リング解析(AR1N)
80
82
84
100

加速度(gal)
加速度(gal)(gal)Acceleration

120
140
時刻t(sec)86

時刻t(sec)
time
(sec)

150
0
rd
ring beam
100 3３段目リング(AR3N)

50
-100
0
-200
-500

20

-100

40

60

80

100

観測記録 Measured values
解析結果 Calculated values

-150
80

82

84

86

120
140
時刻t(sec)

160

88

90

Fig. 18

time(sec)
時刻t(sec)

Distribution of maximum resultant acceleration
obtained from simulation analysis (unit:m)

加速度(gal)(gal)Acceleration

200
st
1１段目リング(AR3N)
ring beam

100
0
-100

観測記録 Measured values
解析結果 Calculated values

-200
80

82

84

86

88

90

時刻t(sec)
time
(sec)

Fig. 15 Comparison of measured and calculated values (N-direction)(gal)
Acceleration
加速度(gal)100
50

底版(ADE)On
the bottom slab

0-50

観測記録 Measured values
解析結果 Calculated values

-100
80

82

84

86

88

Fig. 19 Maximum resultant displacement
under Level 2 earthquake(unit:m)90

時刻t(sec)
time
(sec)
150

Acceleration
加速度(gal)(gal)rdring beam
100 3３段目リング(AR3E)
50
0
-50
-100
-150
80

観測記録 Measured values
解析結果 Calculated values
82

84

86

88

90

時刻t(sec)
time
(sec)

加速度(gal)(gal)Acceleration

200
100

st
1１段目リング(AR1E)
ring beam

0

-100
-200
80

観測記録 Measured values
解析結果 Calculated values
82

84

86

88

90

time
(sec)
時刻t(sec)

Fig. 16 Comparison of measured and calculated values (E-direction)- 181 -

Fig. 20

Distribution of maximum resultant acceleration
under Level 2 earthquake (unit:m)Proceedings of the First International Conference on Press-in Engineering 2018, Kochi

7.2. Distributions of deformation, acceleration and

Table 3.

Calculated sectional force in the simulation analysis

cross-sectional force in simulation analysis
Member

The maximum displacements are shown in Fig. 17.
In the figure, relative values to the input base of the

Ring beams

Unit

H-200×200×8×12

Hat-shape
steel sheet pile

Cross sectional area

m2

6.35E-03

9.45E-03

Moment of inertia of area

m4

4.72E-05

6.16E-05

Section modulus

m3

4.72E-04

5.99E-04

Maximum bending moment

kNm

4.36E-01

1.15E+01

Bending stress

N/mm2

9.24E-01

1.92E+01

kN

3.14E-01―

Stress due to axial force

N/mm2

4.95E-01―

resultant acceleration was 266 cm/s at the top of theMaximum shear force

kN

4.86E-01

1.77E+01

structure. The cross sectional forces are summarized in

Shear stress

N/mm2

7.65E-02

1.88E+00

earthquake are shown, and the maximum displacements
are resultant values in the X-, Y- and Z-directions. The
maximum resultant displacement is 17.1 mm, and thisis consistent with the maximum forced deformation of
16.7 mm calculated by a static response deformation
method for the same model. Fig. 18 shows the
distribution of maximum acceleration. The maximum
2

Maximum axial force

Table 3. It may be seen that neither intermediate ring
beams nor hat-shape steel sheet piles show large stress
Table 4.

increments.
7.3. Comparison

betweenmeasurement

Comparison between measured and calculated values
Bending StressMeasurement

Analysis(N/mm2)

(※1)

(※2)

and

※2 - ※1

simulation analysis

1st Ring beam

-0.1

-0.7

-0.5

Table 4 compares the measured and calculated

3rd Ring Beam

4.0

0.8

-3.1

5th Ring Beam

19.9

4.3

-15.6

stress increments of the ring beam at the time ofearthquake. It may be seen that the calculated values are
somewhat smaller than those measured. It may be
because the analysis is concerned with earthquakes inTable 5.

Calculated sectional force under Level 2 earthquake

the horizontal direction only, and the ground andMemberstructures were modelled in a simplified ideal condition.
Note that the differential stress is only several percent

Unit

Ring beams
H-200×200×8×12

Hat-shape
steel sheet pile

Cross sectional area

m2

6.35E-03

9.45E-03

Moment of inertia of area

m4

4.72E-05

6.16E-05

Section modulus

m3

4.72E-04

5.99E-04

Maximum bending moment

kNm

8.01E+01

1.05E+02

cross-sectional force under level 2 earthquake

Bending stress

N/mm2

1.70E+01

1.75E+02

The maximum displacement is shown in Fig. 19,

Maximum axial forcekN

2.35E+02―

of the yield stress, and it is judged that there will be no
problem.
7.4. Distributions of deformation, acceleration andwhile the maximum resultant displacement is 295 mm

Stress due to axial force

N/mm2

3.69E+01―

at the top of the structure, suggesting that large stress is

Maximum shear forcekN

7.05E+00

1.57E+02

acting on the structure. Fig. 20 shows the distribution

Shear stress

N/mm2

1.11E+00

1.66E+00

of the maximum acceleration. The maximum resultant
acceleration was 1,248 cm/sec2 at the top of thestructure.
Table 5 summarizes the cross-sectional forces.
Though there were no large stress increments on theintermediate ring beams, they were large in the hatshape steel sheet piles.

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

8. SUMMARY
In this paper, the underground structure wasoverviewed, the contents of measurements were described,
Chiba Urban Monorailand the measured and calculated results of the behavior at
the time of earthquakes were compared. Judging from themeasurement results, it was proven that the underground

ECO Cycle

structure possessed sufficient aseismic performance forearthquakes with the intensity of about 5+. The facility
referred to for this paper is revisited in Fig. 21. From theresults of a dynamic analysis using the measurement results,
as previously predicted, it was confirmed that the structure

Mechanical Underground Bicycle Parking,
East Exit of Japan Railways Chiba Station, Chiba

would behave harmoniously with the ground, and a useful
set of data were obtained. In addition, as a result of verifying

Fig. 21

Photo after completion of the facility

the behaviour calculated in the analysis with the same
analysis model under Level 2 earthquake, main members
did not reach the yielding point. It was therefore concluded
Tokaido Shinkansenthat the structure possessed sufficient aseismic performanceand would not fail under the Level 2 earthquake.
Lately, interest in the aseismic performance of thestructures has been rapidly increasing. In addition, fromthe features of installation location of the undergroundstructures, the constructions adjacent to important
structures such as railway structures have an increasing
trend in number. As an example, Fig. 22 introduces a casestudy adjacent to a railway track and a bridge pier of a

Hachijoguchi West bicycle park, Kyoto station, Kyoto

viaduct of a bullet train line. The construction was only 13

Fig. 22 Excavation of inner soil (construction status)

m away from the bridge pier of the viaduct. The structuresand construction methods that would not affect theneighboring area were required to be finally adopted.

REFERENCES
Engineering Advancement Association of Japan (ENAA).

With the revision of the Guideline for the Road Bridges,

2013. A Guide to develop Underground Spacethe design method is shifting from the conventional

Utilization and Planning. (in Japanese)

specification type to the performance provision type, andJapan Road Association (JRA). 2012. Specifications for

it is necessary to propose more suitable structures andHighway bridges, Part V: Seismic Design. (inanalysis methods for the underground structures. In

Japanese)

addition, with the revision of the guideline, the design in-

Kawashima, K. 2011. Aseismic design of undergroundservice period is prescribed to be 100 years as a standard.

structures, Kajima Publishing Co. (in Japanese)

Implementation of suitable maintenance during this period

Nishikawa, K. and Takeuchi, T. 2015. Effect of measuresis also prescribed. The measurement method described inagainst illegally parked bicycles at the South Exit

this paper uses automated and remote-controlled dataof the Shinagawa Station, Japan Road Conference,acquisition from the instruments installed in theJune 2015. (in Japanese)

underground structures and contributes to labour-saving in

Public Works Research Institute (PWRI) of the of themaintenance works. In future, we will carry out more

Ministry of Land. 1979. Infrastructure, Transport

suitable maintenance work using continuous measurements

and Tourism, Materials 1504.

and develop more accurate analysis methods.

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

Public Works Research Institute (PWRI) of the of the
Ministry of Land. 1982. Infrastructure, Transport
and Tourism, Materials 1778.
Takeuchi, T., Furuichi, H. and Nishi, T. 2014. Verificationof dynamic behavior of an underground mechanicalbicycle park during earthquake with numericalmodel, Proceedings of the 69th JSCE annual
assembly. (in Japanese)
Takeuchi, T. and Yasumasa, K. 2015. Effective Utilizationof Underground Space in Urban Area, 15th AsianRegional Conference on Soil Mechanics andGeotechnical Engineering.
Yasumasa, K. and Akio, K. 2012. Underground
Mechanical Car Parking Facilities/Foundations,
World Conference of Associated Research Centers
for the Urban Underground Space (ACUUS 2012).

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