Numerical Simulation of Dynamic Interaction Analysis of Cap Pile-soil under Earthquake Action
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摘要: 基于已开展的非液化场地-群桩基础-结构体系动力响应大型振动台模型试验，进行三维全时程动力数值模拟分析。采用修正的Davidenkov模型反映土体在地震反应过程中的模量衰减，通过“捆绑边界”模拟模型箱的层状剪切运动。通过对比试验中土-结构体系加速度响应时程、土体位移和桩基内力等，验证数值模型的有效性。利用已验证的数值模型，开展承台尺寸对桩-土-上部结构动力响应影响研究。结果表明，承台厚度的增大会导致上部结构和桩顶惯性效应减小；地震作用下沿激振方向前桩大于后桩，随着承台厚度的增大，前桩与后桩峰值弯矩差值率为16.1%～32.1%，群桩效应影响增大；随着承台厚度的增大，承台-土动土压力增大了3～6倍，承台与桩基水平荷载分担比增大，桩基弯矩反弯点位置上移了0.50 m；承台-土的相互摩擦作用会降低结构整体动力响应。
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关键词:
- 非液化场地 /
- 承台-桩-土动力相互作用 /
- 地震响应 /
- 数值模拟 /
- 试验研究
Abstract: Based on the large-scale shaking table test, the dynamic response of a non-liquefied site pile group foundation system is analyzed using three-dimensional full-time dynamic simulation. In order to simulate the scenario, the modified Davidenkov model is used to represent soil modulus attenuation under seismic response analysis. Additionally, the "binding boundary" technique is employed to describe the layered shear movement of the model box. The impact of pile cap size on the dynamic response of the pile-soil-superstructure is investigated. The numerical model is validated by comparing the acceleration response time history, soil displacement, and pile internal force. The findings demonstrate that increased pile cap thickness can decrease inertial effect of superstructure and top pile, the response of front pile is greater than that of back pile with the difference bing 16.1% to 32.1%, and the group pile effect is increased. With increaing the thickness of cap, the soil dynamic pressure increases 3~6 times, and pile cap- pile lateral load shearing ratio increases, and the bending moment reverse bending point of pile body moves upward about 0.5m along the buried depth. The friction interaction between cap and soil can decrease the overal structure response. -
图 1 非液化非自由场振动台试验传感器布置
Figure 1. Non-liquefaction non-free field shaking table test sensor layout
图 2 汶川地震卧龙台地震记录加速度时程曲线与傅里叶谱
Figure 2. Acceleration time history and Fourier spectra of Wenchuan earthquake recorded by Wolong station
图 3 不同时刻土体对桩的侧向约束力分布示意
Figure 3. Distribution diagram of lateral binding force of soil on pile at different time
图 4 非液化非自由场三维计算模型
Figure 4. Non-liquefaction free-field three-dimensional calculation model
图 5 三维计算模型输入加速度时程曲线
Figure 5. Input acceleration time-history for three-dimensional calculation model
图 6 Davidenkov模型应力-应变滞回曲线
Figure 6. Dynamic shear stress-strain hysteresis curves of Davidenkov model
图 7 振动台试验砂土Davidenkov拟合曲线
Figure 7. Davidenkov fitting curve of sandy soil for shaking table test
图 8 桩内土体加速度时程曲线对比
Figure 8. Comparison of acceleration time-history curves of soil in piles
图 9 远场土体加速度时程曲线对比
Figure 9. Comparison of acceleration time-history curve of soil in far field
图 10 远场土体加速度放大系数对比
Figure 10. Comparison of acceleration amplification factor of soil in far field
图 11 桩基-结构加速度时程曲线对比
Figure 11. Comparison of acceleration time-history curves of pile-structure
图 12 不同测点加速度反应谱对比
Figure 12. Comparison of acceleration response spectra with different test points
图 16 不同承台厚度结构加速度时程曲线对比
Figure 16. Comparison of acceleration time-history curves of structure with different thickness of cap
图 17 不同承台厚度结构位移时程曲线对比
Figure 17. Comparison of structural displacement time history with different thickness of cap
图 18 不同承台厚度桩基-结构最大时刻位移
Figure 18. Maximum time displacement of pile foundation and structure with different thickness of cap
图 19 不同承台厚度桩身最大时刻剪力
Figure 19. Maximum instantaneous shear force of pile body with different thickness of cap
图 21 不同承台厚度桩基最大时刻弯矩
Figure 21. Maximum moment bending moment of pile with different thickness of cap
图 22 不同承台厚度土体对桩的侧向约束力分布示意
Figure 22. Distribution diagram of lateral binding force of soil with different thickness of cap on pile
表 1 模型材料参数
Table 1. Physical parameters of model
土层编号
土层厚度/m
密度ρ/（kg·m−3）Davidenkov模型参数 最大剪切模量Gmax/MPa 泊松比ν A B γ0 γult 剪切波速vs/（m·s−1） 1 0.2 1 400 17 0.35 1.02 0.35 0.000 40 0.003 110 2 1.2 1 460 25 0.30 1.10 0.45 0.000 45 0.003 130 3 0.5 1 600 40 0.30 1.10 0.45 0.000 45 0.003 158 
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表 2 结构模型材料参数
Table 2. Physical parameters of model
材料 弹性模量/GPa 密度ρ 泊松比 阻尼比 峰值抗压强度/MPa 峰值抗拉强度/MPa 混凝土 14 2 400 0.20 0.05 29.6 2.95 钢筋/H型钢 200 7 800 0.18 — 240.0 240.00
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表 3 模型结构动力响应对比
Table 3. Comparison of dynamic responses of model structures
动力响应计算值 0.25 m厚承台 0.50 m厚承台 0.75 m厚承台 有摩擦 无摩擦 有摩擦 无摩擦 有摩擦 无摩擦 承台加速度峰值/g 3.50 3.46 2.91 3.06 2.46 2.51 承台位移峰值/mm 16.40 16.61 11.30 12.52 11.26 11.3 上部结构顶部加速度峰值/g 1.64 1.74 1.48 1.67 1.36 1.58 上部结构顶部位移峰值/mm 7.710 7.850 5.690 6.940 3.682 4.470 桩1弯矩峰值/（N·m） 191.30 201.60 198.30 206.80 211.80 213.30 桩1剪力峰值/N 393.30 411.90 582.60 604.70 783.40 788.70
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