Analyse on seismic performance of complex underground space structure under rare earthquakes
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摘要: 目前地下结构抗震设计仍以二维模型计算分析为主，但对于复杂地下空间结构，二维模型难以反映结构真实受力特点，计算存在一定误差。三维动力时程分析法能计算地震反应中各时刻结构的变形和内力状态，能较为真实地反映结构的动力特性。本文总结了三维非线性动力时程分析黏弹性边界条件、地震动参数的输入方法等主要建模过程及结构损伤评价指标，以雄安新区配套市政工程金融岛地下空间结构为例，采用GFE有限元分析软件建模，分析了金融岛地下空间罕遇地震（E3）作用下的抗震性能。结果显示，罕遇地震作用下结构的弹塑性层间位移角满足规范限值1/250要求，主体结构未出现大范围损伤，仅局部楼板开洞等薄弱部位竖向构件出现损伤，该分析方法可为类似工程抗震分析提供参考和借鉴。Abstract: The seismic design of underground structures is still dominated by two-dimensional model calculation, but for complex underground space structures, it is hard to reflect the real characteristics of the structure, and it may have certain errors in the calculation. The three-dimensional dynamic time history analysis method can calculate the deformation and internal force state of the structure at each time in seismic response, and provide a more realistic dynamic characteristic of the response structure. The key modeling processes, such as viscoelastic boundary conditions, the input of ground motion parameters method, and structural damage evaluation indicators, were summarized. Taking the underground space structure of the financial island supporting municipal engineering in Xiong’an New Area as an example, and the seismic performance of the underground space of the financial island under the action of a rare (E3) earthquake was analyzed by GFE finite element analysis software. The results show that the elastic-plastic interlayer displacement angle index of the structure under rare earthquake meets the requirements of the code limit of 1/250, and the main structure has not suffered extensive damage, only the vertical components in weak parts, such as local floor openings, are damaged. It provides a reference for similar engineering designs.
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表 1 混凝土受压损伤等级
$ \Pi\mathrm{^{dc}} $ 受压损伤程度 ${d^ - }$ 裂缝发展 0级 无损坏 [0,0.1] 微裂缝 1级 轻微损坏 [0.1,0.2] 稳定裂缝发展期 2级 轻度损坏 [0.2,0.4] 不稳定裂缝发展期出现可见裂缝 3级 中度损坏 [0.4,0.6] 出现宏观斜裂缝 4级 比较严重损坏 [0.6,0.8] 宏观斜裂缝发展 5级 严重损坏 [0.8,1.0] 保留较小残余强度 
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表 2 钢材损伤等级划分
${\Pi ^{\text{p}}}$ 损害程度 $ {\gamma ^p}{\text{/}}{\varepsilon _{{\text{e0}}}} $ 塑性发展 0级 无损坏 ≤0 弹性段 1级 轻微损坏 (0,1] 屈服段Ⅰ 2级 轻度损坏 (1,3] 屈服段Ⅱ 3级 中度损坏 (3,6] 屈服段Ⅲ 4级 比较严重
损坏(6,12] 屈服段Ⅲ或强化段 5级 严重损坏 ＞12 强化段或缩颈段
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表 3 抗震设防目标
地震影响 罕遇地震 整体结构 性能需求 Ⅱ 定性描述 轻度损坏；一般修理后可继续使用 位移角限值 1/250 结构构件 框架梁 轻度损坏、部分中度损坏；
抗剪、压弯及拉弯不屈服框架柱 轻微损坏；抗剪、压弯及拉弯不屈服 与土接触墙肢 轻微损坏；抗剪、压弯及拉弯不屈服
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表 4 地层物理参数统计表
土层名称 动弹性参数(平均值) 弹性模量
E/MPa泊松比
v黏聚力
c/kPa内摩擦角
φ/（°）重度
γ/（kN·m−3)素填土 170.2 0.4 8 8 1.95 粉质黏土 246.1 0.4 34.2 28.7 1.97 粉细砂 145.4 0.43 0 28 2.00 粉土 50.7 0.4 31 29.9 2.09 粉质黏土 406.1 0.45 45.8 27.9 2.01 粉细砂 0.43 0 30 2.05
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