隧道地震响应数值模拟研究

熊良宵; 李天斌; 刘勇

隧道地震响应数值模拟研究

熊良宵^{1, 2,},
李天斌²,
刘勇³

1.
同济大学地下建筑与工程系, 上海 200092
2.
成都理工大学环境与土木工程学院, 四川成都 610059
3.
四川省高速公路开发总公司, 四川成都 610041

详细信息

作者简介:
熊良宵(1982-), 男, 博士研究生, 主要从事隧道及地下结构等相关研究工作, E-mail:xiongliangxiao@163.com

中图分类号: TU452
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- 被引次数: 0
出版历程
- 收稿日期: 2007-05-15
- 刊出日期: 2007-09-01

NUMERICAL SIMULATION OF SEISMIC RESPONSE AT THE ENTRANCE OF THE UNSYMMETRICAL LOADING TUNNEL

1.
Department of Geotechnical Engineering, Tongji University, Shanghai 200092, China
2.
College of Environment and Civil Engineering, Chengdu University of Technology, Chengdu 610059, Sichuan, China
3.
Sichuan Expressway Construction & Development Corporation, Chengdu 610041, S ichuan, China

摘要

摘要: 在进行隧道地震响应的数值模拟研究时, 横向计算范围和人工边界等对计算结果有很大的影响。本文以黄草坪隧道为研究对象, 应用有限差分程序FLAC^3D对其进行地震响应的数值模拟研究, 将横向计算范围分别取为隧道洞径的5倍、6倍、7倍、8倍、9倍和10倍, 并分别采用FLAC^3D中的截断边界、自由场地边界和粘性边界进行计算。研究结果表明, 当地震波为P波时, 横向计算范围取为洞径的7至8倍, 人工边界采用自由场地边界或粘性边界是比较合理的。
- 隧道 /
- 地震响应 /
- FLAC^3D /
- 横向计算范围 /
- 人工边界
Abstract: In the mathematic modeling of the seismic response of a tunnel, the lateral calculation range and artificial boundary have great influence on the result of calculation.With the Huangcaoping tunnel as the study objective, its seismic response is simulated using the finite difference procedure FLAC^3D.The 5, 6, 7, 8, 9 and 10 times the diameter of the entrance of the tunnel are taken as the lateral calculation range respectively, and the cutting boundary, free-field boundary and viscous boundary in FLAC^3D are used for the calculation.The results of the study indicate that it is relatively reasonable to take 7 ~ 8 times the diameter of the entrance of the tunnel as the lateral calculaiton range and the free field boundary or viscous boundary as the artificial boundary when the seismic waves are P-waves.
- tunnel /
- seismic response /
- FLAC^3D /
- lateral calculation range /
- artificial boundary

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图 1 隧道支护结构图

Figure 1. Tunnel support structure

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图 2 隧道计算模型图

Figure 2. Numerical model of the tunnel

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图 3 FLAC^3D自由场地边界示意图

Figure 3. Free-field boundaries of FLAC^3D

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图 4 地震动加速度时程、速度时程和位移时程

Figure 4. Seismic dynamic acceleration time-history, velocity time-history and displacement time-history

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图 5 隧道围岩和衬砌的主应力对比图

Figure 5. Contrast of principal stresses of surrounding rocks and lining

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图 6 隧道围岩和衬砌的主应力对比图

Figure 6. Contrast of principal stresses of surrounding rocks and lining

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参考文献(6)

[1]	陈贵红.沉管隧道地震响应的影响因素分析[J].中国铁道科学, 2005, 26(6):93~97. doi: 10.3321/j.issn:1001-4632.2005.06.019
[2]	高峰, 关宝树.隧道地震反应分析中几种边界条件的比较[J].甘肃科学学报, 2004, 16(1):109~112. doi: 10.3969/j.issn.1004-0366.2004.01.029
[3]	Lysmer J, Wass G., Shear Wave in Plane Infinite Structure [J].J.Engrg. Mech.Div. ASCE., 1972, 98(1):85~105. http://d.old.wanfangdata.com.cn/OAPaper/oai_arXiv.org_1108.6202
[4]	刘波, 等.FLAC原理、实例与应用指南[M].北京:人民交通出版社, 2005.
[5]	Iasca Consulting Group Inc.FLAC~3D(Fast Lagrangian Analysis of Continua in 3 Dimensions), Version3. 00, Users Manual.USA :Itasca Consulting Group Inc, 2005.
[6]	熊良宵, 李天斌, 杨林德.隧道两种减震措施的数值模拟研究[J].水文地质工程地质, 2007, 34(4):36~40. doi: 10.3969/j.issn.1000-3665.2007.04.010