Kizawa tunnel cracked on 23 October 2004 Mid-Niigata earthquake: An example of earthquake-induced damage to tunnels in active-folding zones

Konagai, Kazuo; Takatsu, Shigeki; Kanai, Tetsuo; Fujita, Tomohiro; Ikeda, Takaaki; Johansson, Jörgen

doi:10.1016/j.soildyn.2008.04.002

Cited by 52 publications

(19 citation statements)

References 3 publications

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“…Where [ ] = ∫ [ ] [ ] can be computed for each single − ℎ boundary element, T denotes transpose operation. Application of expression (22) for all boundary elements along the contact interface boundary Γ leads to the global matrix [ * ] =…”

Section: Representation Of the Bem Model As A Mfementioning

confidence: 99%

“…Nevertheless, some underground structures registered significant damages in recent large earthquakes, such as Baladeh, Iran, [40] and Mid-Niigata, Japan. [22] These facts emphasize the importance of the seismic design of underground structure. One distinct aspect in this seismic design is the higher correlation of underground structure's response to the surrounding ground response instead of it's own inertia.…”

Section: Introductionmentioning

confidence: 97%

“…Historically, underground facilities have experienced a lower rate of damage than surface structures. Nevertheless, some underground structures registered significant damages in recent large earthquakes, such as Baladeh, Iran, and Mid‐Niigata, Japan . These facts emphasize the importance of the seismic design of underground structure.…”

Section: Introductionmentioning

confidence: 99%

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Wave propagation through poroelastic soil with underground structures via hybrid BEM‐FEM

et al. 2018

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A hybrid model for evaluation of the seismic response of a complex poroelastic soil region containing an underground structure is developed. The model is based on an efficient computational technique unifying the benefits of both boundary element method (BEM) and finite element method (FEM). The mechanical model takes the whole seismic wave path from the seismic source, through the heterogeneous geological saturated deposits, till the local site with underground structure into consideration. The seismic load comprises time‐harmonic or transient P‐ and SV‐wave, thus covering the plane strain case. A viscoelastic isomorphism to Biot's equations of dynamic poroelasticity presented by Bardet's model is used. The direct BEM is applied for the unbounded part of the geological region, while the FEM is used for the local finite geological profile containing an underground structure. The BEM model is inserted as a macro finite element in commercial program ABAQUS used for solution of the entire problem. The simulation results reveal that the seismic response is sensitive to the site conditions such as the existence of surface relief and layers, to soil inhomogeneity and poroelasticity, and most importantly to the soil‐underground structure interaction.

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Section: Representation Of the Bem Model As A Mfementioning

confidence: 99%

Section: Introductionmentioning

confidence: 97%

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Wave propagation through poroelastic soil with underground structures via hybrid BEM‐FEM

et al. 2018

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“…-Kizawa tunnel was deeply cracked during the 23 October 2004 Mid-Niigata Earthquake. Observations showed that the upper half of the tunnel's cross section was shifted about 0.5 m sideways [6]. -Kontoe et al [7] presented a case study of the Bolu highway twin tunnels that experienced a wide range of damage during 1999 Duzce Earthquake, Turkey (M = 7.2).…”

Section: Introductionmentioning

confidence: 99%

Mutual seismic interaction between tunnels and the surrounding granular soil

2014

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At areas subjected to earthquake activity, strategic and vital underground structures should be designed to withstand both seismic and permanent loadings. This study aims to investigate the seismic interaction between tunnels and the surrounding granular dry soil. An advanced non-linear dynamic finite element model has been used to simulate such sophisticated problem, considering the full seismic interaction between tunnel, surrounding soil and bedrock motion. Extended Masing model is employed to simulate the nonlinearity and hysteresisty of the soil. Dynamic analysis is based on step-by-step integration schemes. Three artificial earthquake time-histories are used as control motions at the bedrock surface. Extensive comprehensive studies are carried out on a circular tunnel having diameters varying between 6 and 10 m, surrounded by homogenous sand layer of 30 m total thickness. The effect of sand layer relative density is examined using relative density range between 25% and 90%. The effects of lining thickness as well as tunnel embedment depth are also investigated. Study results show that the maximum exerted straining actions in tunnel lining are directly proportional to the relative stiffness between tunnel and surrounding soil (lining thickness and soil shear modulus). Moreover, it is highly affected by the peak ground acceleration and the tunnel location (embedment depth). A comprehensive study is performed to show the effect of tunnel thickness and tunnel diameter on both the induced bending moment and lining deformation. In general, it is concluded that seismic analysis should be considered in regions subjected to peak ground acceleration greater than 0.15g.

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“…Wang et al (2001) summarized the damage patterns and described the findings of a systematic assessment of damage in the mountain tunnels due to the 1999 Taiwan Chi-Chi Earthquake. More detailed field investigation and analysis of tunnel damage have been carried out by many researchers in Japan for the 1978 Izu-Oshima-Kinkai earthquake (Kawakami, 1984), the 1995 Great Hanshin Earthquake Sato 1998), the 2004 Mid Niigata Prefecture Earthquake (Tunnel Engineering committee, JSCE 2005;Shimizu et al 2005;Shimizu et al 2007;Konagai et al 2008) and the 2007 Niigata Prefecture Chuetsu Offshore Earthquake Tunnel Engineering committee, JSCE 2008;Jiang et al 2008a and2008b). The epicenter is located inland in the 2004 Mid Niigata Prefecture Earthquake.…”

Section: Introductionmentioning

confidence: 99%

Damage assessment of tunnels caused by the 2004 Mid Niigata Prefecture Earthquake using Hayashi’s quantification theory type II

2009

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Abstract:Mountain tunnels, being underground structures and situated deep within rock layers, are generally considered to suffer appreciably less damage from earthquakes than surface structures. However, it has been reported that many tunnels were damaged by the 1923 Great Kantou earthquake, the 1995 Great Hanshin Earthquake, the 1999 Taiwan Chi-chi Earthquake, the 2004 Mid Niigata Prefecture Earthquake and the May 2008 Great Wenchuan Earthquake in China. In this study, the damaged tunnels in the 2004 Mid Niigata Prefecture Earthquake are the study objects. The damage patterns are analyzed and the information which is considered to be of influence, such as the distance to epicenter, the completion time, the geological conditions, etc., are collected. A database of the damaged tunnels has been created using a Geographic Information System (GIS).The influence ranking for these factors has been analyzed using Hayashi's quantification theory II.The degree of the tunnel damage has also been assessed using GIS and Hayashi's quantification theory II. The field investigation is in close agreement with the assessment results following Hayashi's quantification theory II.

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Kizawa tunnel cracked on 23 October 2004 Mid-Niigata earthquake: An example of earthquake-induced damage to tunnels in active-folding zones

Cited by 52 publications

References 3 publications

Wave propagation through poroelastic soil with underground structures via hybrid BEM‐FEM

Wave propagation through poroelastic soil with underground structures via hybrid BEM‐FEM

Mutual seismic interaction between tunnels and the surrounding granular soil

Damage assessment of tunnels caused by the 2004 Mid Niigata Prefecture Earthquake using Hayashi’s quantification theory type II

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