深埋互层岩体地下洞室地震响应数值模拟研究

赵勐; 肖明; 陈俊涛; 杨步云

doi:10.11779/CJGE202112002

深埋互层岩体地下洞室地震响应数值模拟研究

doi: 10.11779/CJGE202112002

赵勐^{1, 2,},
肖明^{1, 2,, ,},
陈俊涛^{1, 2},
杨步云^{1, 2}

1.
武汉大学水资源与水电工程科学国家重点实验室,湖北　武汉　430072
2.
武汉大学水工岩石力学教育部重点实验室,湖北　武汉　430072

基金项目:

国家自然科学基金项目 52079097

国家重点基础研究发展计划（“973”计划）项目 2015CB057904

国家自然科学基金项目 51579191

详细信息

作者简介:
赵勐(1994— ),男,博士研究生,主要从事地下结构稳定数值分析研究。E-mail：zhaomeng@whu.edu.cn。

通讯作者:
*通信作者（E-mail：mxiao@whu.edu.cn）

中图分类号: TU45
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- 文章访问数: 72
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- 被引次数: 0
出版历程
- 收稿日期: 2021-03-03
- 网络出版日期: 2022-12-02
- 刊出日期: 2021-12-01

Numerical simulation of seismic response of a deeply-buried underground cavern in interbedded rock mass

ZHAO Meng^{1, 2
,},
XIAO Ming^{1, 2,
, ,},
CHEN Jun-tao^{1, 2},
YANG Bu-yun^{1, 2}

1.
State Key Laboratory of Water Resources and Hydropower Engineering Science, Wuhan University, Wuhan 430072, China
2.
Key Laboratory of Rock Mechanics in Hydraulic Structural Engineering of Ministry of Education, Wuhan University, Wuhan 430072, China

摘要

摘要: 针对深埋大型地下洞室地震波场特性,考虑近场斜入射地震动的方向性、多面性和非一致性,通过将场地地震反应转化为人工边界上等效荷载实现了深埋地下洞室地震波斜入射。针对地震作用下互层岩体层间的动力相互作用特点,建立考虑层面震动劣化效应和黏结滑移特性的动接触力算法。由此构建地震动斜入射下深埋互层岩体地下洞室地震响应分析方法,将该方法应用于阿扎德帕坦水电站地下厂房地震损伤演化分析中,研究结果表明：斜入射地震动加剧了衬砌结构的位移和应力响应,主要体现在波动幅值上,厂房上部边墙和顶拱损伤破坏程度最大；考虑动接触后,层面附近洞室的地震响应增大,岩层间产生明显的地震劣化现象和剪切滑移破坏,层间错动更加明显,最大错动位移在5.9 cm处趋于稳定；并从横向和纵轴向两个角度归纳总结了互层岩体地下洞室结构的震损特征和破坏模式。
- 地震动斜入射 /
- 互层岩体 /
- 地下洞室 /
- 震动劣化 /
- 地震响应 /
- 数值分析
Abstract: In order to study the seismic wave field characteristics of large deeply-buried underground caverns, the input methods for obliquely incident earthquakes in deeply-buried underground caverns are proposed by converting the site seismic response into the equivalent load acting on the artificial boundaries. It is suitable to reflect the incident direction, the multi-incident surfaces and the inconsistency of near-field obliquely incident earthquakes. According to the dynamic interaction characteristics between interlayers in interbedded rock mass under seismic action, a dynamic contact analysis method considering the seismic deterioration effect and the bond-slip characteristics of interface is also established. Consequently, a dynamic response analysis method for a deeply-buried underground cavern in interbedded rock mass under obliquely incident seismic waves is constructed and applied to the seismic damage evolution process analysis of the underground powerhouse of Azad Pattan Hydropower Station. The simulated results reveal that the obliquely incident earthquake aggravates the seismic reaction of lining structure, which mainly lies in the amplitudes of the displacement and stress fluctuations. Some areas at the upper side wall and the arch of the linings in the main powerhouse are damaged to the most severe degree. After considering the dynamic contact, the seismic response of caverns near interface further increases, and the evident seismic deterioration effect and shear slip failure occur at interface. The dislocation between interlayers is more obvious, and the maximum dislocation displacement tends to be stable at 5.9 cm. Besides, the seismic damage characteristics and failure modes of the lining structures of the underground powerhouse in interbedded rock mass are discussed from the transverse and longitudinal angles.
- obliquely incident earthquake /
- interbedded rock mass /
- underground cavern /
- vibration deterioration /
- seismic response /
- numerical simulation

HTML全文

图 1 深埋地下洞室地震动斜入射示意图

Figure 1. 3D diagram of oblique incident earthquake for a deeply-buried underground cavern

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图 2 接触模型和点对上动接触力示意图

Figure 2. Contact model and dynamic contact force on node pairs

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图 3 三维有限元模型

Figure 3. 3D finite element model for underground powerhouse

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图 4 入射波加速度时程曲线

Figure 4. Time-history curves of input wave acceleration

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图 5 监测点布置

Figure 5. Layout of monitoring points

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图 6 层间接触面相对位移时程曲线

Figure 6. Time-history curves of relative displacement of interface

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图 7 震动劣化系数时程曲线

Figure 7. Time-history curves of vibration deterioration coefficient

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图 8 监测点合位移时程曲线

Figure 8. Time-history curves of displacement of monitoring points

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图 9 监测点峰值位移差

Figure 9. Peak values of relative displacements

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图 10 监测点最大主应力时程曲线

Figure 10. Time-history curves of maximum principal stress of monitoring points

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图 11 不同工况下衬砌结构损伤系数分布

Figure 11. Distribution of damage coefficient of underground structures under different cases

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图 12 不同工况下衬砌结构损伤类型分布

Figure 12. Distribution of damage types of underground structures under different cases

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图 13 地下厂房结构破坏模式与数值结果对比

Figure 13. Comparison between failure modes and numerical results

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表 1 模型材料力学参数

Table 1. Mechanical parameters of model materials

材料变形模量/GPa 泊松比黏聚力/MPa 内摩擦角/(°) 抗拉强度/MPa

砂岩 8.0 0.240 1.10 42.0 1.95
非砂岩 2.0 0.300 0.35 26.0 0.25
衬砌 28.0 0.167 1.80 46.0 1.27
接触面 — — 1.00 30.0 —

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