Seismic Response Characteristics of High-Speed Railway Hub Station Structure System Considering Pile-Soil Interaction
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摘要: 高铁枢纽车站作为关键交通基础设施，保证其抗震安全具有重要意义。以常德高铁枢纽车站结构为研究对象，选取代表性的强震记录作为基岩地震动，考虑场地工程地质特性、土体非线性和桩-土动力相互作用，采用有限元方法对高铁枢纽车站结构三维体系进行非线性地震反应分析。结果表明：考虑桩-土相互作用的高铁枢纽车站结构体系整体上呈现“上柔下刚”的特点，自振频率相比刚性地基假定的车站结构体系降低；在3种强地震动作用下，场地非线性地震效应显著，地表加速度显著放大，场地土的地震响应随着埋深增大逐渐减小；桩-土之间相互作用与场地非线性地震效应相关，两者相互作用的强度随着地震动强度的增大而增大；三种地震波中以Kobe波的卓越频率与车站结构体系自振频率最为接近，El Centro波次之；屋盖结构的存在导致车站框架结构地震响应随高度逐渐放大，且屋盖结构与下部框架结构连接处的地震响应放大最大，因此导致车站结构顶层的最大层间位移角大于底层的最大层间位移角。Abstract: As a key component of transportation infrastructure, high-speed railway hub stations require robust seismic safety. In this study, the Changde high-speed railway hub station is investigated, and representative strong-motion records are selected as seismic bedrock inputs. Considering the engineering geological conditions of the site, soil nonlinearity, and dynamic pile–soil interaction, the finite element method is used to analyze the nonlinear seismic response of the three-dimensional high-speed railway station structural system. The results show that, when pile–soil interaction is considered, the high-speed railway hub station structural system exhibits an overall “flexible superstructure–rigid substructure” behavior, with a natural frequency lower than that obtained under the rigid-foundation assumption. Under the three selected strong ground motions, the nonlinear seismic site effect is significant: surface acceleration is markedly amplified, and the seismic response of the site soil gradually decreases with increasing burial depth. The pile–soil interaction is closely related to the nonlinear seismic site effect, and the interaction intensity increases with increasing ground motion intensity. Among the three seismic waves, the predominant frequency of the Kobe wave is closest to the natural frequency of the station structural system, followed by the El Centro wave. The roof structure causes the seismic response of the station frame structure to increase gradually with height, with the largest response amplification occurring at the connection between the roof structure and the supporting frame structure. Consequently, the maximum inter-story drift ratio of the top story is greater than that of the lower stories.
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图 1 基岩输入地震动的加速度时程及其傅里叶谱
Figure 1. Acceleration time history and Fourier spectrum of earthquake motion input from bedrock
图 2 考虑桩-土相互作用的高铁枢纽车站结构体系有限元模型示意图及其局部细节图
Figure 2. Schematic diagram of finite element model of high-speed railway hub station structure system considering pile-soil interaction and its partial detail
图 4 结构模型前6阶自振频率对比
Figure 4. Comparison of the first 6 order natural vibration frequency of structural model
图 5 不同PBA的地震动作用下场地土沿深度的地震响应
Figure 5. Seismic responses of site soil with depth under the action of earthquake vibration with different PBA
图 6 Kobe波作用下4个角桩和边桩的地震响应
Figure 6. Seismic responses of four corner piles and side piles under Kobe wave action
图 7 不同PBA的地震动作用下框架结构地震响应沿结构高度变化
Figure 7. Seismic responses of the frame structure varies with the height of the structure under the action of earthquake motion with different PBA
图 8 Kobe波和El Centro波作用下各层4个角柱的位移相应
Figure 8. Displacement of four corner columns in each layer under the action of Kobe wave and El Centro wave
图 9 两种地震动作用下车站结构最大层间位移角
Figure 9. Maximum story-drift of station structure under the action of two kinds of earthquake motions
表 1 混凝土和钢材的本构模型参数
Table 1. Constitutive model parameters of concrete and steel
组分 密度/(kg·m−3) 抗拉强度/MPa 抗压强度/MPa 弹性模量/GPa 泊松比 C40混凝土 2500 2.39 26.8 32.5 0.2 钢材 7900 650 420 210 0.3 
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表 2 场地土的本构模型参数
Table 2. Constitutive model parameters of site soil
土层结构 土体类别 深度/m 密度/(kg·m−3) 剪切波速/(m·s−1) 泊松比 A B 参考剪应变 小应变阻尼比 表层 回填土 2.6 1 900 176 0.47 1.05 0.42 0.00031 0.025 中层 黏土 14.6 1 950 236 0.45 1.06 0.44 0.00053 0.024 中下层 粉砂 33.6 2 000 289 0.43 1.07 0.46 0.00082 0.022 下层 砂土 50.6 2 030 469 0.43 1.10 0.47 0.00092 0.020 底层 基岩 55.6 2240 641 0.40 1.12 0.43 0.00120 0.018
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表 3 横截面跨中杆件节点相对位移响应峰值
Table 3. Relative displacement response peak values of mid-span member joints in cross section
项目 PBA=0.1 g PBA=0.2 g Kobe Taft El Centro Kobe Taft El Centro 特征系数/% 横向 2.72 5.86 25.29 3.29 5.48 18.46 纵向 243 140.99 166.80 315 139.70 165.86 竖向 220.88 743.13 570.43 146.42 639.52 411.56
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表 4 纵截面跨中杆件节点相对位移响应峰值
Table 4. Relative displacement response peak values of mid-span member joints in longitudinal section
项目 PBA=0.1 g PBA=0.2 g Kobe Taft El Centro Kobe Taft El Centro 特征系数/% 横向 2.66 5.52 24.39 3.25 5.47 18.16 纵向 1458.12 1221.78 1568.15 2025.69 1175.47 1519 竖向 2054.62 5018.46 4419.73 1199 4326.49 3164.91
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