Effect of buried depth and diameter on uplift of underground structures in liquefied soils

Chian, Siau Chen; Madabhushi, Spg

doi:10.1016/j.soildyn.2012.05.020

Cited by 97 publications

(38 citation statements)

References 10 publications

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“…Tsinidis [17] conducted FEM to study response characteristics of rectangular tunnels under seismic shaking varying the tunnel-soil interface properties and input motion characteristics embedment depths and concluded in the development of racking-flexibility (RF) relations for rectangular tunnels in soft soils. Apart from this, the response of underground tunnels subjected to seismic ground shaking have been studied experimentally (Chian and Madabhushi [18], Graziani and Boldini [19], Chian and Madabhushi [20], Abuhajar and Naggar et al [21]), analytically (Power et al [1], Chian and Tokimatsu [22], Bobet and Fernandez et al [23]) and numerically (Chou and Yang et al [24], Amorosi and Boldini [25], Baziar and Moghadam et al [26], Huo and Bobet et al [27], Nguyen and Lee et al [28]). However, all literature considers the conventional circular, rectangular or horseshoe shapes.…”

Section: Of 22mentioning

confidence: 99%

Seismic Behavior of Triple Tunnel Complex in Soft Soil Subjected to Transverse Shaking

et al. 2020

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Combining multiple tunnels into a single tunnel complex while keeping the surrounding area compact is a complicated procedure. The condition becomes more complex when soft soil is present and the area is prone to seismic activity. Seismic vibrations produce sudden ground shaking, which causes a sharp decrease in the shear strength and bearing capacity of the soil. This results in larger ground displacements and deformation of structures located at the surface and within the soil mass. The deformations are more pronounced at shallower depths and near the ground surface. Tunnels located in that area are also affected and can undergo excessive distortions and uplift. The condition becomes worse if the tunnel area is larger, and, thus, the respective tunnel complex needs to be properly evaluated. In this research, a novel triple tunnel complex formed by combining three closely spaced tunnels is numerically analyzed using Plaxis 2D software under variable dynamic loadings. The effect of variations in lining thickness, the inner supporting structure, embedment depth on the produced ground displacements, tunnel deformations, resisting bending moments, and the developed thrusts are studied in detail. The triple tunnel complex is also compared with the rectangular and equivalent horizontal twin tunnel complexes in terms of generated thrusts and resisted seismic-induced bending moments. From the results, it is concluded that increased thickness of the lining, inner structure, and greater embedment depth results in decreased ground displacements, tunnel deformations, and increased resistance to seismic-induced bending moments. The comparison of shapes revealed that the triple tunnel complex has better resistance against moments with the least amount of thrust and surface heave produced.

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Section: Of 22mentioning

confidence: 99%

Seismic Behavior of Triple Tunnel Complex in Soft Soil Subjected to Transverse Shaking

et al. 2020

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“…e damping constant of the mass ratio and stiffness type is shown in the following formulas (14) and (15), respectively.…”

Section: Computation Dampingmentioning

confidence: 99%

Parameter Sensitivity of Shallow‐Bias Tunnel with a Clear Distance Located in Rock

Jiang

Wang

Yang

et al. 2018

Advances in Civil Engineering

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In order to obtain the seismic internal force response laws of a shallow-bias tunnel with a small clear distance, the reliability of the numerical simulation is verified by the shaking table model test. e parameter sensitivity of the tunnel is studied by using MIDAS-NX finite element software. e effects of seismic wave peak (0.1 g, 0.2 g, 0.3 g, 0.4 g, 0.5 g, and 0.6 g), existing slope angle (30°, 45°, 60°, and 90°), clear distance (1.0 D, 1.5 D, 2.0 D, and 3.0 D), and excitation mode (X direction, Z direction, XY direction, and XYZ direction) on the internal force response law of the tunnel are studied, respectively. e results show that (1) the shear force gradually increases with the increasing of seismic peak. e amplification is different with different measuring points. (2) Under different existing slope-angle conditions, the variation trend of shear force of the tunnel is similar, but the shear force is different. e existing slope has significant effect on the shear force response of the tunnel, and the degree is different with different slope angles. (3) Under the conditions of 1.5 D and 2.0 D, the shear force response of the tunnel is stronger, but the response of other conditions is relatively weak. e tunnel with 1.5 D to 2.0 D clear distance should be avoided. Different excitation modes have a significant effect on the shear force response of the tunnel. (4) Under the same excitation mode, the different excitation directions also have a significant effect on the shear force response. (5) e shear force response of the tunnel crosssection shows nonlinear variation trend. e shear force response is strongest at the arch shoulder and arch foot of the tunnel. e research results provide a useful reference for the design of antishock and vibration resistance of the tunnel.

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“…Sand liquefaction during earthquakes can lead to a sudden increase in the buoyancy, and it may cause serious damages to underground structures [5][6][7]. In recent years, many methods have been used to investigate the uplift mechanism of underground structures caused by sand liquefaction, including shaking table tests [8], the fully coupled dynamic finite element method [9,10], and dynamic centrifuge tests [11]. Different factors that may affect the stability of a shallow foundation have been investigated, such as reduction of excess pore water pressure [8], deformation of backfill soils and original soils [8], and size of the underground structure [11].…”

Section: Introductionmentioning

confidence: 99%

Reduction of Groundwater Buoyancy on the Basement in Weak‐Permeable/Impervious Foundations

Zhou

Lin

Chen

et al. 2019

Advances in Civil Engineering

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At present, groundwater buoyancy is directly calculated by Archimedes’ principle for the antifloating design of underground structures. However, this method may not be applicable to weak-permeable/impervious soils, e.g., clayey foundations, because there is a significant difference between the groundwater buoyancy obtained from field measurements and that calculated by Archimedes’ principle. In order to determine whether the method of calculating groundwater buoyancy in weak-permeable/impervious soil layers by Archimedes’ principle is reasonable, this paper investigated the groundwater buoyancy on the basement in such foundations through laboratory model tests. The following factors that may influence the magnitude of groundwater buoyancy were investigated: change of groundwater level, duration of pore water pressure, and buried depth of the basement. In this study, model test results show that the groundwater buoyancy obtained from measurements is evidently lower than that calculated by Archimedes’ principle. Reduction extent can be expressed by a “reduction coefficient,” which can be calculated by a fitting formula. Moreover, experimental groundwater buoyancy increases with the increase in the groundwater level, and it almost does not change with the growth of duration of pore water pressure. Reduction coefficient ranges between 0.25 and 0.52 depending on different buried depths of the basement. In general, experimental groundwater buoyancy decreases with the increase in the buried depth of the basement.

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Effect of buried depth and diameter on uplift of underground structures in liquefied soils

Cited by 97 publications

References 10 publications

Seismic Behavior of Triple Tunnel Complex in Soft Soil Subjected to Transverse Shaking

Seismic Behavior of Triple Tunnel Complex in Soft Soil Subjected to Transverse Shaking

Parameter Sensitivity of Shallow‐Bias Tunnel with a Clear Distance Located in Rock

Reduction of Groundwater Buoyancy on the Basement in Weak‐Permeable/Impervious Foundations

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