Статті в журналах: "Soil-pile interaction in liquefiable"

1

Klar, Assaf, Rafael Baker, and Sam Frydman. "Seismic soil–pile interaction in liquefiable soil." Soil Dynamics and Earthquake Engineering 24, no. 8 (September 2004): 551–64. http://dx.doi.org/10.1016/j.soildyn.2003.10.006.

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2

Gowda, G. M. Basavana, S. V. Dinesh, L. Govindaraju, and R. Ramesh Babu. "Effect of Liquefaction Induced Lateral Spreading on Seismic Performance of Pile Foundations." Civil Engineering Journal 7 (March 12, 2022): 58–70. http://dx.doi.org/10.28991/cej-sp2021-07-05.

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Seismically active areas are vulnerable to liquefaction, and the influence of liquefaction on pile foundations is very severe. Study of pile-supported buildings in liquefiable soils requires consideration of soil-pile interaction and evaluation of the interaction resulting from movement of soil surrounding the pile. This paper presents the results of three-dimensional finite difference analyses conducted to understand the effect of liquefiable soils on the seismic performance of piles and pile groups embedded in stratified soil deposits using the numerical tool FLAC3D. A comparative study has been conducted on the performance of pile foundations on level ground and sloping ground. The soil model consists of a non-liquefiable, slightly cemented sand layer at the top and bottom and a liquefiable Nevada sand layer in between. This stratified ground is subjected to 1940 El Centro, 2001 Bhuj (India) earthquake ground motions, and harmonic motion of 0.3g acceleration. Parametric studies have been carried out by changing the ground slope from 0° to 10° to understand the effects of sloping ground on pile group response. The results indicate that the maximum bending moments occur at boundaries between liquefiable and non-liquefiable layers, and that the bending moment increases with an increase in slope angle. The presence of a pile cap prevents horizontal ground displacements at ground level. Further, it is also observed that the displacements of pile groups under sloping ground are in excess of those on level ground due to lateral spreading. Doi: 10.28991/CEJ-SP2021-07-05 Full Text: PDF

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3

Boulanger, Ross W., Daniel W. Wilson, Bruce L. Kutter, and Abbas Abghari. "Soil-Pile-Superstructure Interaction in Liquefiable Sand." Transportation Research Record: Journal of the Transportation Research Board 1569, no. 1 (January 1997): 55–64. http://dx.doi.org/10.3141/1569-07.

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Soil-pile-superstructure interaction in liquefiable sand is evaluated using dynamic centrifuge model tests and pseudostatic p-y analyses. Select recordings from a recent centrifuge test are presented to illustrate typical behavior with and without liquefaction in an upper sand layer. Pseudostatic p-y analyses of single-pile systems in two recent centrifuge model tests show that the apparent reduction in p-y resistance due to liquefaction was strongly affected by changes in the relative density of the sand and drainage conditions.

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4

Zhang, Xinlei, Zhanpeng Ji, Hongmei Gao, Zhihua Wang, and Wenwen Li. "Pseudo-Static Simplified Analysis Method of the Pile-Liquefiable Soil Interaction considering Rate-Dependent Characteristics." Shock and Vibration 2022 (May 9, 2022): 1–14. http://dx.doi.org/10.1155/2022/5915356.

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The lateral pressure generated by liquefied soil on pile is a critical parameter in the analysis of soil-pile interaction in liquefaction-susceptible sites. Previous studies have shown that liquefied sand behaves like a non-Newton fluid, and its effect on piles has rate-dependent properties. In this study, a simplified pseudo-static method for liquefiable soil-pile interaction analysis is proposed by treating the liquefied soil as a thixotropic fluid, which considers the rate-dependent behavior. The viscous shear force generated by the relative movement between the viscous fluid (whose viscosity coefficient varies with excess pore pressure and shear strain rate) and the pile was assumed to be the lateral load on the pile. The results from the simplified analysis show that the distribution of bending moment is in good agreement with experiments data. Besides, the effects of various parameters, including relative density, thickness ratio of nonliquefiable layer to liquefiable layer, and frequency of input ground motion, on the pile-soil rate-dependent interaction were discussed in detail.

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5

Yang, Zhao Hui, Xiao Yu Zhang, and Run Lin Yang. "Shake Table Modeling of Laterally Loaded Piles in Liquefiable Soils with a Frozen Crust." Applied Mechanics and Materials 204-208 (October 2012): 654–58. http://dx.doi.org/10.4028/www.scientific.net/amm.204-208.654.

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One of the most important lessons learned from Alaska’s two major earthquakes in history is that the lateral spreading of frozen crust overlying on liquefiable soils generates significant lateral forces and have induced wide bridge foundation damages. When the ground crust is frozen, its physical properties including stiffness, shear strength and permeability will change substantially. A shake table test was conducted to study the soil-pile interaction in liquefiable soils with a frozen crust. Cemented sands were used to simulate the frozen crust and have successfully captured the mechanical parameters of frozen soil. With the 2011 Japan Earthquake as the main input motion, the mechanism of frozen soil-pile interaction in liquefiable soils is clarified. A brief discussion of the recorded data is analyzed. It turned out the existence of frozen soil is essential to consider in future seismic design of bridge foundations in cold regions.

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6

Li, Pei Zhen, Da Ming Zeng, Sheng Long Cui, and Xi Lin Lu. "Parameter Identification and Numerical Analysis of Shaking Table Tests on Liquefiable Soil-Structure-Interaction." Advanced Materials Research 163-167 (December 2010): 4048–57. http://dx.doi.org/10.4028/www.scientific.net/amr.163-167.4048.

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Using the parameter identification method of analysis on the test records of soil acceleration and pore water pressure from the shaking table tests for dynamic liquefiable soil-pile-structure interaction system, the dynamic properties of soil are obtained. Based on the recognized soil parameters, numerical simulation of liquefiable soil-pile-structure interaction test has been carried out. The results of the comparision of acceleration response and pore water pressure obtained from numerical simulation and tests show that the rule drawn from the numerical simulation is agreed well with those from the tests, though there are some disparities in quantity. So the reliability of parameter identification and numerical simulation technology in shaking table tests is validated. The result in this dissertation can be referred for future similar research.

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7

Zhang, Xinlei, Zhanpeng Ji, Jun Guo, Hongmei Gao, and Zhihua Wang. "Seismic Pile–Soil Interaction Analysis Based on a Unified Thixotropic Fluid Model in Liquefiable Soil." Sustainability 15, no. 6 (March 17, 2023): 5345. http://dx.doi.org/10.3390/su15065345.

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One of the challenges to the analysis of interactions between soil and piles in lateral spreading is the modeling of the progress generated by excess pore pressure and soil strength and stiffness degradation. In this paper, a pile–soil interaction analysis method that introduces the thixotropic-induced excess pore pressure model (TEPP) to describe the progressive development of the stress–strain rate connection of liquefying soil is proposed. The reliability of the method was verified by comparing the calculated results with that of the shake table test. Then, the parametric analyses of soil–pile interactions were carried out. The results show that the bending moment and horizontal displacement of pile foundations increase with the increase in superficial viscosity and inclination angle of the site. The horizontal dislocation and bending moment of the pile foundation increase with the decrease in loading frequency as a result of the property of amplifying low-frequency loads and filtering high-frequency loads of liquefied soil.

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8

Haigh, Stuart K., and S. P. Gopal Madabhushi. "Centrifuge modelling of pile-soil interaction in liquefiable slopes." Geomechanics and Engineering 3, no. 1 (March 25, 2011): 1–16. http://dx.doi.org/10.12989/gae.2011.3.1.001.

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9

Chang, Dongdong, Ross Boulanger, Scott Brandenberg, and Bruce Kutter. "FEM Analysis of Dynamic Soil-Pile-Structure Interaction in Liquefied and Laterally Spreading Ground." Earthquake Spectra 29, no. 3 (August 2013): 733–55. http://dx.doi.org/10.1193/1.4000156.

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A two-dimensional nonlinear dynamic finite element (FE) model was developed and calibrated against dynamic centrifuge tests to study the behavior of soil-pile-structure systems in liquefied and laterally spreading ground during earthquakes. The centrifuge models included a simple structure supported on pile group. The soil profiles consisted of a gently sloping clay crust over liquefiable sand over dense sand. The FE model used an effective stress pressure dependent plasticity model for liquefiable soil and a total stress pressure independent plasticity model for clay, beam column elements for piles and structure, and interface springs that couple with the soil mesh for soil-structure interaction. The FE model was evaluated against recorded data for eight cases with same set of baseline parameters. Comparisons between analyses and experiments showed that the FE model was able to approximate the soil and structural responses and reproduce the lateral loads and bending moments on the piles reasonably well.

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10

Tian, Li Hui, Guo Feng Bai, Bin Feng, Li Yuan Wang, and De Zhi Yang. "Scientific Problems on Seismic Resistance of Bridge of Pile Foundation in Liquefiable Site." Advanced Materials Research 594-597 (November 2012): 1707–12. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.1707.

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Aiming at the scientific goals of seismic resistance of bridge of pile foundation in liquefiable site, several scientific key problems were presented. Then, the following were analyzed in detail: Mechanism of large-scale table test on dynamic pile-soil-bridge interaction in liquefiable site; the Pyke’s modified dynamic constitutive model of soil; Kagawa’s p-y relation for analysis of piles lateral resistance behavior, and evaluation of degradation and velocity effect on piles vertical resistance. The results show that quasi-static and dynamic analysis need to be advanced for prediction of dynamic pile-soil-bridge interaction; the continuum media model based on Biot's dynamic coupled theory for two-phase porous media should be further developed; Kagawa’s p-y relation is the better choice for analysis of lateral resistance behavior of piles and should be improved, and liquefaction should be considered when analyzing the influences of degradation effect and velocity effect on the vertical resistance behavior of piles.

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11

Yu, Yiliang, Xiaohua Bao, Zhipeng Liu, and Xiangsheng Chen. "Dynamic Response of a Four-Pile Group Foundation in Liquefiable Soil Considering Nonlinear Soil-Pile Interaction." Journal of Marine Science and Engineering 10, no. 8 (July 26, 2022): 1026. http://dx.doi.org/10.3390/jmse10081026.

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Piles, which are always exposed to dynamic loads, are widely used in offshore structures. The dynamic response of the pile-soil-superstructure system in liquefiable soils is complicated, and the interaction between the pile and soil and the pile volume effect are the key influencing factors. In this study, a water-soil fully coupled dynamic finite element-finite difference (FE-FD) method was used to numerically simulate the centrifuge shaking table (CST) test of a four-pile group in saturated sand soil. An interface contact model was proposed to simulate the pile-soil interaction, and a solid element was used to consider the volume effect of the pile. The acceleration responses of the soil and pile, settlement deformation, excess pore water pressure, and bending moment were examined. The results show that the bending moment response of the two piles parallel to the shaking direction show minor differences, while the two piles perpendicular to the shaking direction show almost the same distribution. The values of excess pore water pressure at the same depth but different azimuth angles around the pile are also different. The numerical simulation can accurately reproduce soil deformation and pile internal force during and after dynamic loading.

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12

Bowen, Hayden J., and Misko Cubrinovski. "Effective stress analysis of piles in liquefiable soil." Bulletin of the New Zealand Society for Earthquake Engineering 41, no. 4 (December 31, 2008): 247–62. http://dx.doi.org/10.5459/bnzsee.41.4.247-262.

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When evaluating the seismic performance of pile foundations in liquefiable soils, it is critically important to estimate the effects of cyclic ground displacements on the pile response. Advanced analyses based on the effective stress principle account for these effects in great detail by simulating the process of pore pressure build-up and associated stress-strain behaviour of soils. For this reason, the effective stress method has been established as a principal tool for the analysis and assessment of seismic performance of important engineering structures. In this paper, effective stress analysis is applied to a case study of a bridge pier founded on piles in liquefiable soil. The study examines the likely effects of liquefaction, cyclic ground displacements and soil-structure interaction on the bridge foundation during a strong earthquake. A fully coupled effective stress method of analysis is used to compute the dynamic response of the soil-pile-bridge system. In the analysis, an elastoplastic deformation law based on a state concept interpretation is used for modelling nonlinear behaviour of sand. The seismic performance of the pile foundation is discussed using computed time histories and maximum values of ground and pile displacements, excess pore water pressure and pile bending moments. The advantages of the effective stress analysis are discussed through comparisons with a more conventional pseudo-static analysis of piles.

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13

Zhan-fang, Huang, Xiao-hong Bai, Chao Yin, and Yong-qiang Liu. "Numerical analysis for the vertical bearing capacity of composite pile foundation system in liquefiable soil under sine wave vibration." PLOS ONE 16, no. 3 (March 17, 2021): e0248502. http://dx.doi.org/10.1371/journal.pone.0248502.

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Composite pile foundation has been widely used in ground engineering. This composite pile foundation system has complex pile-soil interactions under seismic loading. The calculation of vertical bearing capacity of composite pile foundation is still an unsolved problem if the soil around piles is partially or completely liquefied under seismic loading. We have completed indoor shaking table model tests to measure the vertical bearing capacity in a liquefiable soil foundation under seismic loading. This paper will use a numerical approach to analyze the change of this vertical bearing capacity under seismic loading. Firstly, the Goodman contact element is improved to include the Rayleigh damping. Such an improvement can well describe the reflection and absorption of seismic waves at the interface of soil and piles. Secondly, the Biot’s dynamic consolidation theory incorporated an elastoplastic model is applied to simulate the soil deformation and the generation and accumulation of pore water pressure under seismic loading. Thirdly, after verification with our indoor shaking table test data, this approach is used to investigate the effects of pile spacing on liquefaction resistance of the composite pile foundation in liquefiable soil. The time histories of pore water pressure ratio (PPR′) are calculated for the liquefiable soil and the vertical bearing capacity in partially liquefied soil is calculated and compared with our indoor shaking table test data at the 3D, 3.5D, 4D, 5D and 6D cases (D is the pile diameter). It is found that the pile spacing has some influence on the extent of soil liquefaction between piles. The vertical bearing capacity varies with liquefaction extent of inter-pile soil. The optimization of pile spacing varies with liquefaction extent. These results may provide some reference for the design of composite pile foundation under seismic loading.

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14

Hung, Wen Yi, Chung Jung Lee, Wen Ya Chung, Chen Hui Tsai, Ting Chen, Chin Cheng Huang, and Yuan Chieh Wu. "Centrifuge Modeling on Seismic Behavior of Pile in Liquefiable Soil Ground." Applied Mechanics and Materials 479-480 (December 2013): 1139–43. http://dx.doi.org/10.4028/www.scientific.net/amm.479-480.1139.

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Dramatic failure of pile foundations caused by the soil liquefaction was founded leading to many studies for investigating the seismic behavior of pile. The failures were often accompanied with settlement, lateral displacement and tilting of superstructures. Therefore soil-structure interaction effects must be properly considered in the pile design. Two tests by using the centrifuge shaking table were conducted at an acceleration field of 80 g to investigate the seismic response of piles attached with different tip mass and embedded in liquefied or non-liquefied deposits during shaking. It was found that the maximum bending moment of pile occurs at the depth of 4 m and 5 m for dry sand and saturated sand models, respectively. The more tip mass leads to the more lateral displacement of pile head and the more residual bending moment.

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15

Tang, Xiaowei, and T. Sato. "H-adaptivity applied to liquefiable soil in nonlinear analysis of soil–pile interaction." Soil Dynamics and Earthquake Engineering 25, no. 7-10 (August 2005): 689–99. http://dx.doi.org/10.1016/j.soildyn.2004.11.014.

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16

Wu, Yuan Chieh, and Che Wei Hu. "Seismic Analysis for Pile Foundations in the Liquefiable Soil Layer Using FLAC3D." Applied Mechanics and Materials 764-765 (May 2015): 1114–18. http://dx.doi.org/10.4028/www.scientific.net/amm.764-765.1114.

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Pile foundation is the practical method to enhance earthquake-resistant ability for structures located in liquefiable soil sites. Soil liquefaction impact has been occurred such as Kashiwazaki-Kariwa NPP in 2007 Chūetsu offshore earthquake because of the soft backfill soil. To understand the behavior of pile foundations in liquefied soil during earthquake attack and conform to nuclear standard, seismic analysis with soil-structure interaction considering liquefaction using the finite difference program FLAC3D is developed to renew the traditional method used in nuclear industry. The models are verified according to a series of centrifuge model test results conducted in National Central University, Taiwan, to show the accuracy of seismic response prediction, and it provides the more advanced tool to demonstrate the detail of seismic response so that the utility and authority can easily decide the disaster prevention strategy.

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17

Maheshwari, B. K., and Rajib Sarkar. "Seismic Behavior of Soil-Pile-Structure Interaction in Liquefiable Soils: Parametric Study." International Journal of Geomechanics 11, no. 4 (August 2011): 335–47. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000087.

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18

Sarkar, Rajib, and B. K. Maheshwari. "Effects of Separation on the Behavior of Soil-Pile Interaction in Liquefiable Soils." International Journal of Geomechanics 12, no. 1 (February 2012): 1–13. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000074.

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19

Tang, Liang, Xianzhang Ling, Pengju Xu, Xia Gao, and Dongsheng Wang. "Shake table test of soil-pile groups-bridge structure interaction in liquefiable ground." Earthquake Engineering and Engineering Vibration 9, no. 1 (March 2010): 39–50. http://dx.doi.org/10.1007/s11803-009-8131-7.

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20

Xu, Chengshun, Hao Liu, Pengfei Dou, Jinting Wang, Su Chen, and Xiuli Du. "Analysis on kinematic and inertial interaction in liquefiable soil-pile-structure dynamic system." Earthquake Engineering and Engineering Vibration 22, no. 3 (July 2023): 601–12. http://dx.doi.org/10.1007/s11803-023-2190-z.

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21

Yoo, Byeong-Soo, Nghiem Xuan Tran, and Sung-Ryul Kim. "Numerical Simulation of Piles in a Liquefied Slope Using a Modified Soil–Pile Interface Model." Applied Sciences 13, no. 11 (May 30, 2023): 6626. http://dx.doi.org/10.3390/app13116626.

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The liquefaction of soil surrounding a pile significantly affects the dynamic interaction between the soil and the pile. In particular, liquefaction of the sloping ground can induce permanent deformation and a bending moment on the pile due to the lateral displacement of the liquefied soil in the downslope direction. However, numerical analysis studies on piles installed in a liquefiable slope have been very limited and have not properly simulated the behavior of the pile. Therefore, a modified soil–pile interface model was proposed, which linearly decreases the interface friction angle with the increase in the excess pore pressure ratio. The proposed model was validated by comparing it with the centrifuge test results of Yoo et al. (2023). Simulation results on the slope crest settlement and the pile-bending moment showed good agreement with the centrifuge test results. A parametric study was conducted by applying the validated model to analyze the effect of slope inclinations and the amplitude of input motions on the slope displacement and the pile moment. The simulation results showed that the slope inclinations affected the area of the sliding mass, causing a larger pile-bending moment with a larger inclination. When the amplitude of the input motion was sufficiently large to trigger the failure of the liquefied slope, the slope displacement and the pile-bending moment did not increase any further.

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22

Bao, Xiaohua, Shidong Wu, Zhipeng Liu, Dong Su, and Xiangsheng Chen. "Study on the nonlinear behavior of soil–pile interaction in liquefiable soil using 3D numerical method." Ocean Engineering 258 (August 2022): 111807. http://dx.doi.org/10.1016/j.oceaneng.2022.111807.

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23

Song, Jia, Xuelian Ma, Kemin Jia, and Yu Yang. "An Explicit Finite Difference Method for Dynamic Interaction of Damped Saturated Soil Site-Pile Foundation-Superstructure System and Its Shaking Table Analysis." Buildings 12, no. 8 (August 8, 2022): 1186. http://dx.doi.org/10.3390/buildings12081186.

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The saturated soil site-pile foundation-superstructure system, with large degrees of freedom or strong nonlinear problems, often involves a large amount of calculation and low computational efficiency. In this paper, a fully explicit finite difference method is proposed for a saturated soil site-pile foundation-superstructure system. Since the proposed method has the advantages of decoupling in both time and space, it does not need to solve the equations simultaneously, which grants it high computational efficiency. At the same time, the method is implemented on the open-source software OpenSees and is used to compare and analyze the dynamic responses of the shaking table of a liquefiable soil site-pile foundation-superstructure system. After the calculation and analysis, the numerical solutions were found to be in good agreement with the experimental solutions, which verifies the proposed method and illustrates that the proposed method can reasonably simulate the seismic responses of the whole system. In addition, the proposed calculation platform in OpenSees can be used for the analysis of the liquefaction process and the possible large deformation of soil after liquefaction, as well as for analyzing the failure mode of the complex and nonlinear saturated soil sites and structures under the effects of an earthquake.

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24

Varun, Dominic Assimaki, and Abdollah Shafieezadeh. "Soil–pile–structure interaction simulations in liquefiable soils via dynamic macroelements: Formulation and validation." Soil Dynamics and Earthquake Engineering 47 (April 2013): 92–107. http://dx.doi.org/10.1016/j.soildyn.2012.03.008.

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25

López Jiménez, Guillermo A., Daniel Dias, and Orianne Jenck. "Effect of the soil–pile–structure interaction in seismic analysis: case of liquefiable soils." Acta Geotechnica 14, no. 5 (November 7, 2018): 1509–25. http://dx.doi.org/10.1007/s11440-018-0746-2.

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26

Zhang, Xiao-ling, Li-jing Fang, Cheng-shun Xu, Ke-min Jia, and Yan Han. "Influence analysis of overlying soil layer to seismic behavior of inclined liquefiable soil and pile interaction system." Soil Dynamics and Earthquake Engineering 169 (June 2023): 107876. http://dx.doi.org/10.1016/j.soildyn.2023.107876.

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27

Tian, Li Hui, Guang Yi Sun, Xian Zhang Ling, Zi Yu Wang, and Juan Wan. "Kinematic Soil-Structure Interaction Effect in Layered Liquefiable Soils on Foundation Input Motion." Applied Mechanics and Materials 353-356 (August 2013): 240–46. http://dx.doi.org/10.4028/www.scientific.net/amm.353-356.240.

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The principal objective of this study is to make use of medium and strong motion data from instrumented shaking table tests to evaluate the effects of kinematic soil-structure interaction on foundation input motion (FIM). The shaking table tests consisted of a 2×2 pile group in two-and three-layered liquefiable soils (models 1 and 2). Each test model was subjected to three realistic earthquake motions with peak accelerations ranging from 0.13g to 0.50g, and time step ranging from 0.006 to 0.02 sec. The three input earthquake motion represented the realistic earthquake motion with high frequency, low frequency and high amplitude. The foundation/free-field ground motion variations were quantified in terms of acceleration time histories and Fourier amplitude spectrum. Preliminary analysis of the data suggests that (1) regarding the input motion with high frequency, the higher peak acceleration of the foundation indicates the structure feedback and kinematic interaction between the soil and foundation during shaking; soil layering has little effect on foundation input motion, (2) regarding the input motion with low frequency, the kinematic soil-structure interaction increases the foundation response for model 2 while reduces it for model 1. The soil profile has significant effect on the predominant frequency, (3) regarding the input motion with high amplitude, the higher response of foundation in model 1 indicates the stronger kinematic SSI effect. The small deviation between the free field and foundation in model 2 indicates the coherent motion of the foundation with soil and no obvious kinematic SSI effect, (4) soil liquefaction has significant effect on the values of peak acceleration and peak Fourier amplitude.

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28

Shadlou, Masoud, and Subhamoy Bhattacharya. "A 1D-modelling approach for simulating the soil-pile interaction mechanism in the liquefiable ground." Soil Dynamics and Earthquake Engineering 158 (July 2022): 107285. http://dx.doi.org/10.1016/j.soildyn.2022.107285.

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29

Tang, Liang, Baydaa Hussain Maula, Xianzhang Ling, and Lei Su. "Numerical simulations of shake-table experiment for dynamic soil-pile-structure interaction in liquefiable soils." Earthquake Engineering and Engineering Vibration 13, no. 1 (March 2014): 171–80. http://dx.doi.org/10.1007/s11803-014-0221-5.

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30

Zakariya, A., A. Rifa’i, S. Ismanti, and M. S. Hidayat. "Axial and lateral bearing capacity assessment of bored piles on medium-dense sand and liquefiable potential based on numerical simulation." IOP Conference Series: Earth and Environmental Science 1184, no. 1 (May 1, 2023): 012007. http://dx.doi.org/10.1088/1755-1315/1184/1/012007.

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Abstract Liquefaction on bridges can cause structural failure due to loss of soil strength. The Showa Bridge that collapsed in 1964 Niigata earthquake was caused by buckling in piles as the soil layer liquefied and friction losses. In addition, there was a case of Palu IV bridge collapse in Indonesia during the recent 2018 Palu earthquake, which indicated have been affected by earthquakes and liquefaction. This study examines the reliability of the bored pile foundation of the Kretek 2 Bridge in Bantul Regency, Yogyakarta Special Region Province, for axial and lateral bearing capacity. This research method uses the soil structure interaction and 3D numerical simulation by Midas Civil and Midas GTS NX pile modeling. The pile driving analysis and lateral static loading test were also conducted, which can be compared to MIDAS results. For the foundation modeling result, there is an increase in axial and moment forces but a decrease in shear forces during liquefaction. While the lateral displacement increases significantly in the liquefaction state, foundation performance is still stable. Therefore, the foundation of the kretek 2 bridge is sufficient to support axial and lateral load both in a static state and a liquefaction state.

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31

Li, Peizhen, Jinping Yang, and Zheng Lu. "Shaking table test and theoretical analysis of the pile-soil-structure interaction at a liquefiable site." Structural Design of Tall and Special Buildings 27, no. 15 (June 25, 2018): e1513. http://dx.doi.org/10.1002/tal.1513.

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32

Su, Lei, Hua-Ping Wan, Shaghayegh Abtahi, Yong Li, and Xian-Zhang Ling. "Dynamic response of soil–pile–structure system subjected to lateral spreading: shaking table test and parallel finite element simulation." Canadian Geotechnical Journal 57, no. 4 (April 2020): 497–517. http://dx.doi.org/10.1139/cgj-2018-0485.

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This paper investigates the dynamic response of soil–pile–structure interaction (SPSI) system behind a quay wall in liquefiable soil and laterally spreading ground through both large-scale shaking table test and parallel finite element (FE) simulation. A three-dimensional (3D) nonlinear FE model is developed to simulate the target SPSI system using the parallel modeling technique with high computational efficiency. This FE model of the SPSI system is validated by the shaking table test results. The validated FE model is firstly used to further explore the dynamic behavior of the SPSI system with details on the global responses of the SPSI system and the local responses. Secondly, the validated FE model is used for global sensitivity analysis (GSA) to fully assess the effects of uncertain parameters on the interested dynamic responses of the SPSI system. The experimental and numerical investigations show that liquefaction-induced lateral spreading significantly affects the movement of the clay crust at the landside and the internal forces in piles behind the quay wall. GSA results show that the relative importance of system parameters depends on the dynamic responses of interest, while the interaction effects among system parameters on dynamic responses are not evident.

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33

Alzabeebee, Saif, and Davide Forcellini. "Numerical Simulations of the Seismic Response of a RC Structure Resting on Liquefiable Soil." Buildings 11, no. 9 (August 25, 2021): 379. http://dx.doi.org/10.3390/buildings11090379.

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The seismic response of buildings resting on liquefiable soil is a complex problem that is still poorly understood despite numerous studies on the topic. This paper attempts to enhance the understanding of this phenomenon by simulating an RC structure resting on liquefiable soil and subjected to seismic shakes. The solid-fluid fully coupled analysis was conducted with OpenSeesPL utilizing 58 earthquake records to simulate a wide range of shaking scenarios. In addition, the effect of the soil density and the thickness of the liquefiable layer were examined. It was noted that the liquefaction-induced settlement of the building increased as peak ground acceleration (PGA) increased, where the percentage increase ranged between 2.5% and 888.0% depending on the soil density, thickness of the liquefiable layer, PGA and the predominant frequency of the seismic shake. However, a scatter of the relationship between the PGA and the liquefaction-induced settlement was also noted due to the effect of the predominant frequency of the seismic shake. In addition, a reduced effect from soil density on the liquefaction-induced settlement was observed, where the settlement changed by up to 55% as the soil density changed from loose to medium, and by 68% as the density changed from loose to dense. Additionally, the results of the lateral displacement of the building did not show a definite trend with the increase in PGA, which could be attributed to the complex interaction between PGA amplification and the predominant frequency of the seismic shake as the liquefiable soil layer thickness changed.

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34

., Tan Manh Do, Anh Ngoc Do, and Hung Trong Vo. "Numerical analysis of the tunnel uplift behavior subjected to seismic loading." Journal of Mining and Earth Sciences 63, no. 3a (July 31, 2022): 1–9. http://dx.doi.org/10.46326/jmes.2022.63(3a).01.

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Seismic loading has always been a major concern for any engineering structures, and thereby, underground facilities (e.g., tunnels) are not exceptional. It is due to the seismically induced uplift and instability of tunnels caused by the large deformation of liquefiable soils. Therefore, the tunnel uplift behaviors subjected to seismic loading are always taken into account in any designing stages of tunnels. This study's main goal was to evaluate how a tunnel buried in liquefiable and non-liquefiable soils would behave when subjected to seismic stress. Seismic and liquefaction potential assessments of the soils surrounding the tunnel were carried out using the finite-element method. In this study, PM4sand, an advanced constitutive model was adopted in all finite-element models. In addition, the uplift displacement and excess pore pressure of liquefiable soils were studied, under a typical earthquake. Investigations were also conducted into how the thickness of the non-liquefiable soil affected seismic loading, tunnel uplift displacement, and the buildup of excess pore water pressure. As a result, during the earthquake, liquefaction was triggered in most parts of the sand layer but not in the clay layer. In addition, the tunnel uplift displacement was triggered due to the relative motion and interaction at both sides of the tunnel. In addition, this study found that the thickness of the non-liquefiable soil layer (sand layer) had a significant impact on the build-up of excess pore water pressure and, consequently, the tunnel uplift displacement. The uplift displacement and excess pore water pressure build-up were higher the thinner the non-liquefiable layer was.

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35

Olarte, J., B. Paramasivam, S. Dashti, A. Liel, and J. Zannin. "Centrifuge modeling of mitigation-soil-foundation-structure interaction on liquefiable ground." Soil Dynamics and Earthquake Engineering 97 (June 2017): 304–23. http://dx.doi.org/10.1016/j.soildyn.2017.03.014.

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36

Jafarian, Y., B. Mehrzad, C. J. Lee, and A. H. Haddad. "Centrifuge modeling of seismic foundation-soil-foundation interaction on liquefiable sand." Soil Dynamics and Earthquake Engineering 97 (June 2017): 184–204. http://dx.doi.org/10.1016/j.soildyn.2017.03.019.

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37

Forcellini, Davide. "Soil-structure interaction analyses of shallow-founded structures on a potential-liquefiable soil deposit." Soil Dynamics and Earthquake Engineering 133 (June 2020): 106108. http://dx.doi.org/10.1016/j.soildyn.2020.106108.

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38

Karimi, Zana, and Shideh Dashti. "Numerical and Centrifuge Modeling of Seismic Soil–Foundation–Structure Interaction on Liquefiable Ground." Journal of Geotechnical and Geoenvironmental Engineering 142, no. 1 (January 2016): 04015061. http://dx.doi.org/10.1061/(asce)gt.1943-5606.0001346.

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39

Song, Jia, Yu Yang, Kemin Jia, Pengfei Dou, Xuelian Ma, and Haohao Shen. "Seismic response and instability analysis of the liquefiable soil-piles-superstructure interaction system." Structures 54 (August 2023): 134–52. http://dx.doi.org/10.1016/j.istruc.2023.05.048.

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40

Moshirabadi, Saeed, Masoud Soltani, and Koichi Maekawa. "Seismic interaction of underground RC ducts and neighboring bridge piers in liquefiable soil foundation." Acta Geotechnica 10, no. 6 (May 29, 2015): 761–80. http://dx.doi.org/10.1007/s11440-015-0392-x.

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41

Kirkwood, Peter, and Shideh Dashti. "A Centrifuge Study of Seismic Structure-Soil-Structure Interaction on Liquefiable Ground and Implications for Design in Dense Urban Areas." Earthquake Spectra 34, no. 3 (August 2018): 1113–34. http://dx.doi.org/10.1193/052417eqs095m.

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Current practice in seismic design often assumes free-field conditions for the estimation of liquefaction-induced building settlement. This is inaccurate, as a structure places additional stresses on the soil, resulting in changes to the spatial and temporal occurrence of liquefaction, accelerations, and deformations. Further complications arise in dense urban environments where closely spaced structures may interact through structure-soil-structure interaction (SSSI). Previous studies have shown that SSSI may have positive or negative effects on the response of adjacent structures in terms of permanent settlement, rotation, and flexural deformations. However, little is known regarding how to maximize the benefits of SSSI with minimal risk of adverse consequence. In this study, centrifuge tests were conducted on both isolated and closely spaced structures to identify how the building separation and ground motion characteristics affect the response of adjacent structures founded on a layered, liquefiable soil profile. Results indicate that properly planned configurations and interactions may be employed in combination with traditional mitigation strategies to improve the settlement-rotation response of adjacent structures, while also reducing the demand imposed on the superstructure.

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42

Abu Taiyab, Md, Md Jahangir Alam, and Md Zoynul Abedin. "Dynamic Soil-Structure Interaction of a Gravity Quay Wall and the Effect of Densification in Liquefiable Sites." International Journal of Geomechanics 14, no. 1 (February 2014): 20–33. http://dx.doi.org/10.1061/(asce)gm.1943-5622.0000278.

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43

Güllü, Hamza. "Discussion on “Soil-structure interaction analyses of shallow-founded structures on a potential-liquefiable soil deposit” [Soil Dynam Earthq Eng 133 (2020) 106108]." Soil Dynamics and Earthquake Engineering 139 (December 2020): 106379. http://dx.doi.org/10.1016/j.soildyn.2020.106379.

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44

Meng, Fan Chao, Xiao Ming Yuan, and Hui Xue. "Primary Study on Mechanism of Earthquake-Induced Differential Settlement of Buildings on Liquefiable Subsoil." Advanced Materials Research 594-597 (November 2012): 352–57. http://dx.doi.org/10.4028/www.scientific.net/amr.594-597.352.

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The shaking table test on liquefied soil - structure interaction was desighed. In the test, the building model and the soil were evenly arranged, after being put horizontal sine wave acceleration time history, building symmetrical basal dynamic stress, pore water pressure and earthquake-induced settlement time history were obtained. The results are: (1) symmetrical basal vertical dynamic stress, pore water pressure, earthquake-induced settlement reaction time history appeared antisymmetric distribution; (2) basal dynamic stress is controlled by the input waveform, the basal vertical dynamic stress plays a decisive role in the increase of the pore water pressure, while difference of pore water pressure decides difference of earthquake-induced settlement, which causes the building tilts toward the direction of higher pore water pressure; (3) a correlation exists among input wave, basal vertical dynamic stress, pore water pressure and structural earthquake-induced settlement. The mechanism of earthquake-induced settlement is: acceleration waveform  form of both sides basal dynamic stress cumulative form of both sides basal pore pressure form of earthquake-induced settlement.

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45

Gibson, Matthew. "Observations on the Seismic Loading of Rigid Inclusions based on 3D Numerical Simulations." DFI Journal The Journal of the Deep Foundations Institute 16, no. 3 (December 23, 2022): 1–22. http://dx.doi.org/10.37308/dfijnl.20220513.256.

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Rigid inclusions are increasingly being specified in seismic regions to transmit foundation loads to competent strata at depth due to their ability to provide excellent static performance and potential for cost-savings over other forms of ground improvement and/or deep foundations. Despite their widespread application in seismic regions, the seismic kinematic interaction of rigid inclusions is not well understood. This study presents a series of parametric numerical simulations specifically conducted to capture the kinematic soil-rigid inclusion interaction under seismic loading to identify key mechanisms that contribute to seismic performance. The effect of ground motion variability, area replacement ratio, surface crust thickness, embedment into a competent layer, liquefiable layer thickness, and steel reinforcement is systematically investigated. Although the rigid inclusion may not prevent liquefaction triggering, severe amplification associated with dilation spiking of transiently liquefied soil is mitigated and the onset of liquefaction delayed due to the soil-rigid inclusion interaction. The role of static arching to alter the geostatic stress state prior to and during shaking is shown to be responsible for significant and heretofore unknown coupled fluid-mechanical interaction that drives the performance of the rigid inclusion within the reinforced soil system. The kinematic flexural demand following the triggering of liquefaction and phase transformation associated with cyclic mobility is met through transient increases in axial load, which increases the confinement of the grout comprising the rigid inclusion, and therefore its moment capacity. The complex mechanisms identified in this work should be used to help identify which subsurface conditions may lead to responses, guide design decisions regarding selection of reinforcement and embedment, and provide a basis for assessments of the anticipated kinematic demands in view of the beneficial axial load-moment capacity interaction following soil liquefaction.

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46

Fasano, Gianluca, Valeria Nappa, Ali Güney Özcebe, and Emilio Bilotta. "Numerical modelling of the effect of horizontal drains in centrifuge tests on soil-structure interaction in liquefiable soils." Bulletin of Earthquake Engineering 19, no. 10 (April 3, 2021): 3895–931. http://dx.doi.org/10.1007/s10518-021-01084-2.

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47

Yao, Aijun, Tian Tian, Yifei Gong, and Hui Li. "Shaking Table Tests of Seismic Response of Multi-Segment Utility Tunnels in a Layered Liquefiable Site." Sustainability 15, no. 7 (March 30, 2023): 6030. http://dx.doi.org/10.3390/su15076030.

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Damage to underground structures caused by liquefaction is one of the important types of hazards in the field of geotechnical engineering. Utility tunnels are the lifeline projects of cities. To ensure the sustainable and safe operation of utility tunnels over a design life of 100 years, this paper investigates the seismic response pattern of utility tunnels in the liquefied site. In this paper, shaking table tests were carried out on the utility tunnel in a layered liquefiable site. Based on the test data, the distribution law of acceleration field and pore pressure field in the model and the deformation of the soil were analyzed first. Then the soil-structure interaction, the strain and uplift of the structure were investigated. The results show that liquefaction of sand layers under strong earthquakes, resulting in seismic energy loss. The acceleration of the upper clay layer is attenuated by the seismic isolation of the liquefied soil. The utility tunnel affects the propagation of soil acceleration, which decays faster beneath the structure for the same height. The process of pore water pressure growth is a process of energy accumulation and the pore water pressure ratio curve and Arias intensity are significantly correlated. During the test, the phenomenon of sand boil appeared, and the cracks appeared on the ground surface and developed continuously. The utility tunnel in liquefied soil is lifted under the action of excess pore water pressure. There are vertical and horizontal displacement differences at the deformation joints. The strain in the utility tunnel at the stratigraphic junction is mainly influenced by the action of the bending moment, large shear deformation in the transverse section. The strain at the connection between the partition wall and the top slab is the largest and is the weak position of the structure, followed by the connection between the side walls and the top slab, and the bottom slab of the structure have a smaller strain. The results provide insights into the dynamic properties of soils and structures in liquefaction sites.

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48

Karimi, Zana, and Shideh Dashti. "Ground Motion Intensity Measures to Evaluate II: The Performance of Shallow-Founded Structures on Liquefiable Ground." Earthquake Spectra 33, no. 1 (February 2017): 277–98. http://dx.doi.org/10.1193/103015eqs163m.

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A reliable mitigation of the liquefaction hazard requires an accurate estimation of the consequences of liquefaction in the context of building performance. Knowledge and use of an optimal intensity measure (IM) will reduce variability and improve accuracy of the predicted measure of performance. This paper presents the results of a three-dimensional, fully coupled, nonlinear, dynamic parametric numerical simulation of shallow-founded structures on layered, liquefiable soils, previously validated with centrifuge results. The generation and redistribution of excess pore pressures as well as soil-structure interaction effects were directly considered in the simulations. The influence of different IMs recorded at the base rock, far-field soil surface, and foundation was evaluated and compared on engineering demand parameters (EDP) that relate to structural performance and damage potential, such as foundation settlement and peak, transient, inter-story drift ratios. The IMs identified with the best combination of efficiency, sufficiency, and predictability in predicting the structural EDPs of interest were identified at the base rock as: CAV and CAV5 for permanent settlement, PSA[ T STo] for total and flexural drift ratios, and PGV for rocking drift ratio.

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49

Forcellini, Davide. "Reply to the discussion on “Soil-structure interaction analyses of shallow-founded structures on a potential-liquefiable soil deposit” [Soil Dynamics and Earthquake Engineering 133 (2020) 106108]." Soil Dynamics and Earthquake Engineering 139 (December 2020): 106380. http://dx.doi.org/10.1016/j.soildyn.2020.106380.

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50

Yao, Jiantao, and Yongliang Lin. "Influence Analysis of Liquefiable Interlayer on Seismic Response of Underground Station Structure." Applied Sciences 13, no. 16 (August 14, 2023): 9210. http://dx.doi.org/10.3390/app13169210.

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To study the influence law of the seismic response of underground station structures at liquifiable interlayer sites, a two-dimensional numerical model of the interaction between the soil and station structure was established based on the finite difference software FLAC3D. The nonlinear dynamic response of the station structure located at the liquifiable interlayer site was analyzed considering the location distribution, relative density, and thickness of the liquifiable interlayer. The results show that the deformation of the structure is greatest when the liquifiable interlayer is distributed on both sides of the station side walls, while the interlayer has an energy-dissipating and damping effect on the upper station structure when it is located at the bottom of the structure. The lower the relative density of the liquifiable interlayer is, the stronger the internal dynamic response of the structure will be, and the more unfavorable it will be to the seismic resistance of the structure. When the liquefiable interlayer is only present in the lateral foundation of the station, an increase in its thickness results in a stronger shear effect on the structure and a higher probability of damage. However, when the thickness of the liquifiable interlayer reaches a point where the entire station is placed within it, the lateral force and deformation of the structure are significantly reduced.

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