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学者姓名：张小玲
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Abstract ：
In this paper, based on the centrifuge test of liquefied soil-pile foundation system, a numerical model of liquefied soil-pile foundation-structure system is modelled by using OpenSees platform. In the simulation model, the friction effect between liquefied ground and low pile cap is considered, and the method of establishing virtual nodes is used to deal with the non-linear contact between liquefiable soil and low pile cap. The rationality and effectiveness of the numerical simulation method adopted in this paper has been verified and evaluated by comparing with the results of centrifuge experiments. A typical liquefaction soil-pile integrated finite element model is modelled using validated numerical simulation methods. The law of seismic response of the pile foundation system with different embedding depths of pile cap, different contact modes between the pile cap and saturated sand, and the thickness of the overlying saturated loose sand layer are discussed. The results show that the pile cap and pile foundation in the high pile cap system show higher seismic response characteristics than the other three low pile cap system conditions; Under the condition of different contact modes between the pile cap and the surrounding saturated sand, the peak bending moment and residual displacement of the pile foundation calculated by the bond contact are larger than calculated by the friction contact, and the deformation of pile is more significant. By comparing the working conditions of different thicknesses of overlying saturated loose sand layer, it is found that the degree of liquefaction in shallow soils is less affected by thickness of the saturated loose sand. As the thickness of saturated loose sand layer increases, the peak bending moment and residual displacement at the top of the pile also gradually increase. The change of peak bending moment at the soil interface is more obvious.
Keyword ：
Virtual nodes Virtual nodes Liquefiable soil Liquefiable soil Pile -soil interaction Pile -soil interaction Pile cap effect Pile cap effect
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| GB/T 7714 | Zhang, Xiao-ling , Lan, Hao , Xu, Cheng-shun et al. Study on seismic response of liquefiable soil-pile group considering pile cap and soil contact [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 183 . |
| MLA | Zhang, Xiao-ling et al. "Study on seismic response of liquefiable soil-pile group considering pile cap and soil contact" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 183 (2024) . |
| APA | Zhang, Xiao-ling , Lan, Hao , Xu, Cheng-shun , Han, Yan . Study on seismic response of liquefiable soil-pile group considering pile cap and soil contact . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2024 , 183 . |
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Abstract ：
The complex geological structure of Taiwan often makes it difficult to control the deformation behavior of tunnel excavations. To simplify analyses, most traditional empirical formulations and modern numerical analyses do not consider the existence of rock bolts. For this reason, this study aimed to investigate the vertical displacements caused in tunnel crowns under various geological conditions using a three-dimensional finite element analysis with tunnels of different cross sections as an example. The analysis was performed using two rock material models: the Mohr-Coulomb and Hoek-Brown models. The results indicated that there was an insignificant difference between the two models in terms of the magnitudes of displacement and the distribution profiles obtained. When a tunnel was being excavated, the weaker the site was geologically and the larger the cross section, the larger the vertical crown displacement. In addition, the presence of rock bolts had a significant influence on the displacement in areas where the geology was weak and the cross section was large. The numerical analysis results of the Mohr-Coulomb and Hoek-Brown models were compared with the values calculated using the formulas suggested by Unlu and Gercek. At the excavation face, the displacement ratio derived from the prediction formula of Unlu and Gercek was smaller than the numerical analysis result, and the difference between the two became larger when the rock mass quality was worse.
Keyword ：
tunnel excavation tunnel excavation rock bolt rock bolt material model material model vertical crown displacement vertical crown displacement
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| GB/T 7714 | Chen, Shong-Loong , Hsu, Kuen-Jeng , Tang, Chao-Wei et al. Numerical Analysis of the Crown Displacements Caused by Tunnel Excavation with Rock Bolts [J]. | SYMMETRY-BASEL , 2022 , 14 (8) . |
| MLA | Chen, Shong-Loong et al. "Numerical Analysis of the Crown Displacements Caused by Tunnel Excavation with Rock Bolts" . | SYMMETRY-BASEL 14 . 8 (2022) . |
| APA | Chen, Shong-Loong , Hsu, Kuen-Jeng , Tang, Chao-Wei , Zhang, Xiao-Ling , Lai, Chia-Hung . Numerical Analysis of the Crown Displacements Caused by Tunnel Excavation with Rock Bolts . | SYMMETRY-BASEL , 2022 , 14 (8) . |
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Abstract ：
The bearing capacity of pile under horizontal load is not only related to pile size and pile material, but also closely related to soil parameters. In this paper, based on the probability analysis method of random field theory, a non-stationary random field model is firstly proposed for the undrained shear strength Su of soil. In this model, the uncertainty of the increase trend of Su along the direction of depth is taken into account, and the mean value and standard deviation of random field increase linearly along the depth. Then, by comparing with other random field models, the applicability of the non-stationary random field model for undrained shear strength proposed in this paper is verified. Finally, the random field model is applied to the reliability evaluation of horizontally loaded pile, and the influence of the spatial variability of undrained shear strength on the failure probability of horizontally loaded pile is discussed. The results show that the coefficient of variation and correlation length of undrained shear strength have obvious influence on the failure probability of pile foundation. The uncertainty of increase rate b of undrained shear strength with depth also has influence on the failure probability of pile foundation. If the spatial variability of the soil parameters is not considered in the evaluation and design of pile foundation, the failure probability of pile foundation will be large, which will make the design results of pile biased toward conservative.
Keyword ：
Spatial variability Spatial variability Undrained shear strength Undrained shear strength Failure probability of pile Failure probability of pile Random field Random field
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| GB/T 7714 | Zhang Xiao-ling , Jiao Bo-han , Han Yan et al. Random field model of soil parameters and the application in reliability analysis of laterally loaded pile [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2021 , 147 . |
| MLA | Zhang Xiao-ling et al. "Random field model of soil parameters and the application in reliability analysis of laterally loaded pile" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 147 (2021) . |
| APA | Zhang Xiao-ling , Jiao Bo-han , Han Yan , Chen Shong-loong , Li Xiu-yu . Random field model of soil parameters and the application in reliability analysis of laterally loaded pile . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2021 , 147 . |
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Abstract ：
For the pile foundation subjected to both horizontal and vertical loads, the horizontal and vertical bearing capacities are often calculated separately according to existing methods, and the influence of the vertical loads on the horizontal bearing capacity of the pile is not considered. Several model tests were carried out for the horizontal loaded pile to study the horizontal bearing behavior of pile under the action of existing vertical load in sandy foundation. In order to avoid imposing additional constraints on the pile top under vertical loads, the selfdesigned test loading device was developed for vertical loading, and the thin film pressure sensor was used to accurately measure the horizontal soil resistance. The test results show that: in sandy soil foundation, vertical loads applied in advance reduces the horizontal displacement and bending moment of horizontal loaded pile in some segments. The maximum value of horizontal soil resistance first increases and then decreases with the increase of existing vertical load. The horizontal bearing behavior of the small-diameter preformed pile can be improved by the vertical load in sandy soil foundation when the horizontal displacement is small.
Keyword ：
Model test Model test Existing vertical load Existing vertical load Pile foundation Pile foundation Horizontal bearing behavior Horizontal bearing behavior
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| GB/T 7714 | Zhang Xiao-ling , Xue Jun-yuan , Han Yan et al. Model test study on horizontal bearing behavior of pile under existing vertical load [J]. | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2021 , 147 . |
| MLA | Zhang Xiao-ling et al. "Model test study on horizontal bearing behavior of pile under existing vertical load" . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING 147 (2021) . |
| APA | Zhang Xiao-ling , Xue Jun-yuan , Han Yan , Chen Shong-loong . Model test study on horizontal bearing behavior of pile under existing vertical load . | SOIL DYNAMICS AND EARTHQUAKE ENGINEERING , 2021 , 147 . |
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Abstract ：
In practical engineering, the pile foundation is often subjected to lateral load while bearing vertical load. And the lateral and vertical bearing capacity of pile generally are calculated separately during the design of pile, without considering the effect of existing vertical load on the lateral capacity of pile. Based on the theory of elastic foundation beam, the stress in the pile units of laterally loaded pile under existing vertical load are analyzed, the pile-soil friction effect, p-Δ effect and the effect of existing vertical load on soil resistance are considered comprehensively. The p-y curve formula of sand considering the effect of existing vertical load is introduced, and the theoretical calculation model of lateral capacity of pile under existing vertical load is established. The corresponding program is compiled through MATLAB software. The mechanical response of pile is obtained, and the effects of different existing vertical loads on the lateral capacity of pile are compared. By comparing the theoretical calculation result with the experimental result, the applicability of the proposed method is verified. © 2020 Elsevier Ltd
Keyword ：
MATLAB MATLAB Pile foundations Pile foundations Piles Piles Bearings (machine parts) Bearings (machine parts)
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| GB/T 7714 | Zhang, Xiao-ling , Jun-yuan, Xue , Cheng-shun, Xu et al. An analysis method for lateral capacity of pile foundation under existing vertical loads [J]. | Soil Dynamics and Earthquake Engineering , 2021 , 142 . |
| MLA | Zhang, Xiao-ling et al. "An analysis method for lateral capacity of pile foundation under existing vertical loads" . | Soil Dynamics and Earthquake Engineering 142 (2021) . |
| APA | Zhang, Xiao-ling , Jun-yuan, Xue , Cheng-shun, Xu , Kai-yuan, Liu . An analysis method for lateral capacity of pile foundation under existing vertical loads . | Soil Dynamics and Earthquake Engineering , 2021 , 142 . |
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Abstract ：
The increasing number of wind turbines in areas of active seismicity has attracted scientific interest to evaluate the seismic responses of offshore wind turbine (OWT). The pile-soil dynamic interaction can have significant influence on the seismic responses of OWT. This research aims at investigating the seismic responses of a 5 MW OWT considering nonlinear pile-soil dynamic interaction. The pile is assumed to be rest on the rigid bedrock. The soil nonlinearity is accounted for approximately using an inhomogeneous boundary zone around the pile and a homogeneous zone outside the boundary zone. For simplification purpose, the dynamic analysis of the OWT is divided into two stages. In the first stage, the dynamic resistance factor of soil layer with radially inhomogeneous boundary zone is obtained by using transfer matrix method. In the second stage, a substructure model for dynamic responses of OWT including structure-pile-soil interaction is proposed. A three-dimensional (3D) finite element model (FEM) in Abaqus is used to verify the proposed method. Numerical results show that the proposed model agrees well with the 3D FEM. Finally, the effects of pile-soil interaction on the seismic responses of a 5 MW OWT are investigated. © 2021 Elsevier Ltd
Keyword ：
Soils Soils Offshore wind turbines Offshore wind turbines ABAQUS ABAQUS Earthquakes Earthquakes Transfer matrix method Transfer matrix method Offshore oil well production Offshore oil well production Piles Piles Dynamic response Dynamic response Seismic response Seismic response
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| GB/T 7714 | Wang, Piguang , Xu, Yingduo , Zhang, Xiaoling et al. A substructure method for seismic responses of offshore wind turbine considering nonlinear pile-soil dynamic interaction [J]. | Soil Dynamics and Earthquake Engineering , 2021 , 144 . |
| MLA | Wang, Piguang et al. "A substructure method for seismic responses of offshore wind turbine considering nonlinear pile-soil dynamic interaction" . | Soil Dynamics and Earthquake Engineering 144 (2021) . |
| APA | Wang, Piguang , Xu, Yingduo , Zhang, Xiaoling , Xi, Renqiang , Du, Xiuli . A substructure method for seismic responses of offshore wind turbine considering nonlinear pile-soil dynamic interaction . | Soil Dynamics and Earthquake Engineering , 2021 , 144 . |
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