Seismic Performance Level and Evaluation Method of Composite Prefabricated Utility Tunnel
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摘要: 叠合装配式综合管廊因其适用性强成为地下综合管廊建设的重要方向，但在管廊结构抗震分析研究中，缺乏对其抗震性能的合理评价指标。为此建立土-叠合装配式综合管廊有限元数值模型，探讨不同地震动频谱特性和峰值强度对叠合装配式综合管廊加速度响应、位移响应及地震损伤特性的影响，基于层间位移角限值、地震损伤程度及叠合面损伤程度之间的对应关系，提出在水平地震作用下叠合装配式管廊结构抗震性能水平划分，并对其进行物理特征描述，为基于抗震性能的叠合装配式综合管廊结构设计提供参考。Abstract: The composite prefabricated utility tunnel has become an important direction of underground utility tunnel construction because of its wide applicability, but there is a lack of reasonable evaluation indicators for its seismic performance in the seismic analysis of utility tunnel structures. A finite element numerical model of soil-composite prefabricated utility tunnel was established in this paper. Through inputting different PGAs and types of ground motion at the bedrock, the acceleration response, displacement response and seismic damage characteristics of the composite prefabricated utility tunnel were studied, and the seismic damage evolution process of the utility tunnel was revealed. Based on the relationship among story drift limit, the degree of seismic damage, and the degree of damage to the composite surface, the seismic performance level of the composite prefabricated utility tunnel under horizontal earthquake and the physical description of seismic damage are presented. which provides a reference for the performance based seismic design of the composite prefabricated utility tunnel structure.
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Key words:
- Composite prefabricated /
- Utility tunnel /
- Composite surface /
- Seismic performance /
- Story drift /
- Damage level
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图 2 叠合装配式综合管廊横截面尺寸及配筋（单位：毫米）
Figure 2. Cross section dimension and reinforcement diagram of composite prefabricated utility tunnel （Unit: mm）
图 6 输入地震动傅里叶谱曲线
Figure 6. Seismic wave acceleration time history and its fourier spectrum
图 7 各工况管廊结构顶、底板加速度峰值曲线
Figure 7. Peak acceleration curve of top and bottom plates of utility tunnel structure under various working conditions
图 8 各工况管廊结构加速度反应谱曲线
Figure 8. Acceleration response spectrum curve of utility tunnel structure under various working conditions
图 9 不同地震动作用下管廊结构层间位移角
Figure 9. Story drift cumulative nephogram of tensile damage of utility tunnel structure under
图 14 不同地震动作用下管廊结构受拉损伤累积云图
Figure 14. Cumulative nephogram of tensile damage of utility tunnel structure under different seismic excitation
图 15 不同强度地震动作用下叠合装配式综合管廊累积损伤云图
Figure 15. Cumulative nephogram of composite prefabricated utility tunnel under different PGA
图 16 不同强度地震动作用下叠合装配式综合管廊叠合面状态云图
Figure 16. State nephogram of composite surface of utility tunnel under different PGA
表 1 场地土层分布及物理参数
Table 1. Soil layer distribution and physical parameters of the site
土层 名称 埋深/m 密度/（kg·m−3） 泊松比 弹性模量/MPa 黏聚力/kPa 内摩擦角/（°） 1 人工填土 2 1 800 0.350 20 10 10 2 砂质黏土 6 1 910 0.320 27 28 12 3 砂质粉土 5 2 000 0.300 55 22 30 4 粉质黏土 8 1 980 0.330 64 32 14 5 粉质粉土 9 2 020 0.300 87 29 25 6 卵石圆砾 15 2 120 0.278 168 0 31 
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表 2 叠合装配式综合管廊的抗震性能水平划分及物理描述
Table 2. Seismic performace level division of composite prefabricated utility tunnel
抗震水平 层间位移角限值 性能水平描述 基本完好 $ {\theta _{\max }} \leqslant \dfrac{{0.5}}{{1000}} $ 结构处于弹性工作阶段，在地震或震后结构完好无损，各构件未出现地震损伤，叠合面性能未受影响，结构无须修补，能够正常使用。 中轻微破坏 $ \dfrac{{0.5}}{{1000}} \leqslant {\theta _{\max }} \leqslant \dfrac{{1.2}}{{1000}} $ 结构处于弹塑性工作阶段，在地震或震后结构现浇主体各角部位置及大舱室顶、底板跨中位置出现轻微的地震损伤，叠合面性能较好，经简单修补能够正常使用。 中度破坏 $ \dfrac{{1.2}}{{1000}} \leqslant {\theta _{\max }} \leqslant \dfrac{{2.6}}{{1000}} $ 结构处于弹塑性工作阶段，震后可能发生破坏，结构预制侧墙出现损伤，叠合面损伤程度一般，并未脱开，结构经加固修补后可恢复正常使用功能。 严重破坏 $ \dfrac{{2.6}}{{1000}} \leqslant {\theta _{\max }} \leqslant \dfrac{{5.1}}{{1000}} $ 结构处于塑性工作阶段，震后发生严重破坏，管廊结构各角部位置可能出现混凝土剥落，结构主要丧失承载能力，叠合面损伤程度严重但并未脱开，钢筋露出，部分钢筋达到屈服强度，但仍有承载能力，结构并未坍塌。 完全破坏 $ \dfrac{{5.1}}{{1000}} \leqslant {\theta _{\max }} $ 结构完全破坏，叠合面损伤严重，完全脱开，在地震或震后结构构件均遭受严重破坏，完全丧失承载能力。
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