Seismic performance evaluation of underground structures using endurance time analysis
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摘要: 耐震时程分析法是基于给定的目标反应谱构造地震动强度随持时不断增大的人工加速度时程曲线,并用于工程结构非线性动力时程分析,有效反映结构从弹性进入塑性直至发生破坏的全过程,进而对结构抗震性能进行综合评价。为研究该方法在地下结构抗震性能评价中的适用性,以大开地铁车站为原型,建立土–地下结构相互作用有限元模型,基于中国抗震规范的设计反应谱生成3条耐震加速度时程曲线作为地震输入,同时选择15条天然地震动进行增量动力分析,对比研究了地铁车站的地震响应特征。研究结果表明：耐震时程分析结果处于增量动力分析结果的包络线之内,并与增量动力分析结果的均值曲线吻合较好,因此,耐震时程分析方法可以作为地下结构进行抗震性能评价的一种新的高效率方法；此外,场地基本自振周期对应的加速度反应谱强度比输入地震动峰值加速度更适合作为预测地下结构地震响应的地震动强度指标。Abstract: The endurance time analysis (ETA) is an efficient seismic performance evaluation method characterized by developing series of seismic response compatible acceleration time histories whose amplitudes increase with the duration. The artificial endurance acceleration time histories are used as the input for engineering structures to perform nonlinear dynamic analyses. ETA can effectively capture the entire dynamic response of the structure from elastic to plastic till finally collapse, and can be used as an alternative approach to evaluate the seismic performance of structures. In order to study the applicability of this method in the seismic performance evaluation of underground structures, the Dakai subway station is taken as the prototype, and a two-dimensional finite element model considering soil-structure interaction is established. Three endurance time acceleration functions (ETAFs) are generated based on the design response spectra of Chinese seismic design code. The seismic response characteristics of the Dakai subway station subjected to three ETAFs and 15 real ground motions are compared in this study. The numerical results show that the responses of ETA generally fall between the envelopes of incremental dynamic analyses (IDA) using the real ground motions. The average response of the subway station using ETA is also in good agreement with the average results using IDA. Therefore, ETA provides a new computationally efficient alternative for seismic performance evaluation of the underground structures other than the traditional nonlinear IDA. Besides, the response spectrum corresponding to the fundamental period of the soil-structure interaction system is more preferable than the peak ground acceleration as the seismic intensity measure for the performance evaluation of the underground structures.
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图 4 土–地下结构相互作用二维整体有限元模型
Figure 4. 2D integrated finite element model for soil-structure interaction system
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图 6 大开车站附近获取的阪神地震动记录
Figure 6. Kobe seismic ground motion records near Daikai subway station
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图 7 所选地震动加速度反应谱(ξ=5%)
Figure 7. Elastic acceleration response spectra of selected earthquake records (ξ=5%)
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图 9 ETA与IDA结果对比(IM= Sa(T1))
Figure 9. Comparison between ETA and IDA results, IM= Sa(T1)
表 1 土层物理性质表
Table 1 Physical properties of soils
土层信息 土层深度h/m 密度ρ/(kg·m-3) 剪切波速vs/(m·s-1) 泊松比μ 黏聚力c/kPa 内摩擦角φ/(°) 人工填土 0~1.0 1900 140 0.33 20 15 全新世砂土 1.0~5.1 1900 140 0.32 1 40 全新世砂土 5.1~8.3 1900 170 0.32 1 40 更新世黏土 8.3~11.4 1900 190 0.40 30 20 更新世黏土 11.4~17.2 1900 240 0.30 30 20 更新世砂土 17.2~39.2 2000 330 0.26 1 40 
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表 2 钢筋及混凝土材料参数
Table 2 Material parameters of steel rebar and concrete
材料 密度ρ/(kg·m-3) 弹性模量E/GPa 泊松比µ 屈服强度fy/MPa 轴心受压强度fc0/MPa 极限受压强度fu/MPa 峰值压应变εc0 极限压应变εcu 混凝土 2500 24 0.15 — 23.5 20 0.002 0.004 钢筋 7800 200 0.30 312 — — — —
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