Journal of Jilin University(Engineering and Technology Edition) ›› 2022, Vol. 52 ›› Issue (4): 847-855.doi: 10.13229/j.cnki.jdxbgxb20200899

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Pseudo-static analysis method of pile group earthquake response in liquefying mild inclined sloping ground

Liang TANG1,2(),Pan SI1,2,Jie CUI1,2,Xian-zhang LING1,3,Xiao-feng MAN1,2   

  1. 1.School of Civil Engineering，Harbin Institute of Technology，Harbin 150090，China
    2.Heilongjiang Research Center for Rail Transit Engineering in Cold Regions，Harbin Institute of Technology，Harbin 150090，China
    3.School of Civil Engineering，Qingdao University of Technology，Qingdao 266033，China
  • Received:2020-11-25 Online:2022-04-01 Published:2022-04-20

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Abstract:

First， using quadUP element with water-soil dynamic coupling and a multi-yield plastic constitutive model that can accurately describe the liquefaction characteristics of sand and the accumulation of shear deformation， a two-dimensional finite element numerical model of pile-soil dynamic interaction in liquefying mild inclined sloping ground is established. Then， this model is used to obtain the dynamic p-y curve under sinusoidal load. The slope angles and the depth are selected as the control indexes to establish the formula of dynamic p-y curve of saturated sand. Third， combined with the nonlinear Winkler foundation beam model， the pseudo-static analysis model of pile-soil interaction in liquefiable mild inclined ground was established. Based on the finite element analysis results， the validation of the pseudo-static analysis method was achieved before presentation of a detailed parametric study on the pile dynamic response. The results show that the displacement of pile decreases with the increase of the modulus of pile foundation and the rigidity of pile bottom connection. When the bending stiffness of pile foundation is constant， the bending moment and displacement of pile increase significantly with the increase of pile diameter.

Key words: geotechnical engineering, liquefying inclined ground, dynamic p-y curve, pseudo-static analysis, parameter analysis

CLC Number: 

  • TU473

Fig.1

Finite element model of dynamic soil-pile interaction?［18］"

Table 1

Numerical model parameters for sand［19］"

参 数松 砂参 数松 砂
密度ρ/（kg·m-3）1900剪缩系数c10.2
参考剪切模量Gr /kPa64000剪胀系数d10.4
参考体积模量Br /kPa200000剪胀系数d20.2
摩擦角?/（o）32液化系数l110
峰值剪应变γmax0.1液化系数l20.2
参考围压Pr /kPa100液化系数l31.0
围压系数np0.5屈服面数量n11
相位转换角?PT /（o）27

Fig.2

Base input motion"

Fig.3

Relation between reduction coefficient and pore pressure ratio"

Fig.4

Peak of hysteresis loop of dynamic p-y curve （downslope pile in group at 2° sloping ground）"

Fig.5

Comparison among dynamic p?y curve，p?y curves from API and p?multiplier method （downslope pile in group at 2° sloping ground）"

Fig.6

Comparison of calculated and modified values of dynamic p?y curve （downslope pile in group at 2° sloping ground）"

Fig.7

Relation between proportional coefficient and depth"

Fig.8

Relation between proportion coefficient and inclination factor"

Fig.9

Relationship between depth with slope and intercept"

Fig.10

Simplified numerical model"

Fig.11

Peak displacement of free field soil layer"

Fig.12

Comparison of pseudo-static method and numerical results（downslope pile in group）"

Fig.13

Influence of pile modulus on pile response （at 2° sloping ground）"

Fig.14

Influence of pile bottom connection stiffness on pile response （at 2° sloping ground）"

Fig.15

Influence of pile diameter on pile response （at 2° sloping ground）"

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