西安建筑科技大学学报(自然科学版)

宜万铁路广成山隧道K180+261～K180+306段边墙衬砌处发生纵向开裂、剥离,翘壳等灾害,隧道衬砌形成了典型的非对称式破坏模式.基于现场系统性的衬砌厚度、衬砌强度及衬砌侵限检测,并结合理论及数值模型分析了衬砌破坏模式及其孕育机制.研究表明,隧道右边墙衬砌厚度不足、病害段衬砌强度偏低以及既有溶洞共同作用导致了病害的发生.临近既有溶洞侧与远离溶洞侧的围岩应力存在明显差异,靠近围岩溶洞侧出现明显的围岩应力集中现象,进而加剧了衬砌的变形破裂.相比二衬厚度不足,既有溶洞是影响隧道应力分布及衬砌剥落的主要因素.研究为类似隧道病害的整治提供理论依据.

Disasters such as longitudinal cracking,lining peeling,and shell warping occurred at the side wall lining of K180+261～K180+306 section of Guangchengshan tunnel on Yiwan railway.The tunnel lining formed a typical asymmetric failure mode.Based on the on-site systematic detection of lining thickness,lining strength and lining invasion limit,the lining failure mode and its incubation mechanism are analyzed with theoretical and numerical models.Results of the study show that the insufficient thickness of lining on the right side of the tunnel,low strength of lining at the diseased section,and adjacent existing Karst cave all contribute to the disease occurrence.There are obvious differences between the stress of surrounding rock near the existing Karst cave and away from the cave,and the stress concentration of surrounding rock near the Karst cave appears obviously,which intensifies the deformation and rupture of the lining.Compared with the insufficient thickness of the secondary lining,the existing cave is the main factor affecting the stress distribution of the tunnel and the lining peeling.Research results can provide a theoretical basis for the treatment of similar tunnel diseases.

引言
1 工程概况
2 检测结果及分析
3 溶洞对隧道围岩应力分布影响
4 隧道开挖模拟及分析
5 结论

图1 广成山隧道的位置分布<br/>Fig.1 Location distribution of Guangchengshan tunnel

图1 广成山隧道的位置分布
Fig.1 Location distribution of Guangchengshan tunnel

图2 广成山隧道病害情况<br/>Fig.2 Disease of Guanghengshan tunnel

图2 广成山隧道病害情况
Fig.2 Disease of Guanghengshan tunnel

图3 广成山隧道病害检测内容<br/>Fig.3 Testing contents of Guangchengshan tunnel

图3 广成山隧道病害检测内容
Fig.3 Testing contents of Guangchengshan tunnel

图4 左、右边墙及左、右拱腰的衬砌厚度<br/>Fig.4 Lining thickness of left and right walls and leftand right arches of tunnel

图4 左、右边墙及左、右拱腰的衬砌厚度
Fig.4 Lining thickness of left and right walls and leftand right arches of tunnel

图5 隧道衬砌剥落<br/>Fig.5 Spalling disaster of tunnel lining

图5 隧道衬砌剥落
Fig.5 Spalling disaster of tunnel lining

图6 不同检测断面处二衬强度的变化趋势<br/>Fig.6 Change trend of secondary lining strength at different test sections

图6 不同检测断面处二衬强度的变化趋势
Fig.6 Change trend of secondary lining strength at different test sections

图7 二衬破坏模式<br/>Fig.7 Failure mode of secondary lining

图7 二衬破坏模式
Fig.7 Failure mode of secondary lining

图8 锚杆孔泥浆涌出现象<br/>Fig.8 Mud gush phenomenon in anchor hole

图8 锚杆孔泥浆涌出现象
Fig.8 Mud gush phenomenon in anchor hole

图9 临近既有溶洞与隧道模型<br/>Fig.9 Model of adjacent existing cave and tunnel

图9 临近既有溶洞与隧道模型
Fig.9 Model of adjacent existing cave and tunnel

图10 溶洞对围岩应力场分布影响[19-20]<br/>Fig.10 Influence of karst cave on stress field of surrounding rock of tunnel[19-20]

图10 溶洞对围岩应力场分布影响[19-20]
Fig.10 Influence of karst cave on stress field of surrounding rock of tunnel[19-20]

图11 隧道断面及数值模型<br/>Fig.11 Tunnel section and numerical model

图11 隧道断面及数值模型
Fig.11 Tunnel section and numerical model

表1 模型材料参数[21]<br/>Tab.1 Material parameters of tunnel model[21]

表1 模型材料参数[21]
Tab.1 Material parameters of tunnel model[21]

图12 隧道围岩水平方向变形分布云图<br/>Fig.12 Deformation distribution of surrounding rock in horizontal direction

图12 隧道围岩水平方向变形分布云图
Fig.12 Deformation distribution of surrounding rock in horizontal direction

图13 隧道二衬轴力分布云图<br/>Fig.13 Distribution of axial stress of secondary lining

图13 隧道二衬轴力分布云图
Fig.13 Distribution of axial stress of secondary lining

图14 隧道二衬弯矩分布云图<br/>Fig.14 Distribution of bending moment of secondary lining

图14 隧道二衬弯矩分布云图
Fig.14 Distribution of bending moment of secondary lining

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备注

引言

1 工程概况

2 检测结果及分析

3 溶洞对隧道围岩应力分布影响

4 隧道开挖模拟及分析

5 结论

期刊信息