隧道式锚碇承载机制的室内模型试验探究

doi:10.13722/j.cnki.jrme.2018.1426

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摘要为揭示隧道式锚碇的承载机制，探究加载过程中锚碇及周围岩体的力学响应规律，依托绿枝江大桥隧道锚工程，开展隧道锚1∶100室内三维地质力学模型试验。通过有效模拟散索鞍、主缆散股、预应力管道、钢绞线、等传力构件，真实地还原了隧道式锚碇的传力路径和特征。通过分析从加载到破坏过程中锚–岩界面压力，围岩应力、变形响应，揭示出隧道式锚碇抗拔承载过程的时空演化机制，并在分析深部岩体位移峰值点迁移规律和表观裂纹扩展过程的基础上，预测隧道式锚碇的破坏形态。主要结论有：(1) 从加载到破坏过程中，锚–岩界面应力呈无响应(0～5P)–弹性增长(5P～13P)–加速增长(13P～19P)–迅速衰减(21P～23P)的阶段性特征；(2) 自加载至破坏过程中，锚塞体是由后向前、逐层挤压上覆岩体，由近及远、逐步调动周围岩体联合承载的；(3) 5P荷载前，锚塞体和围岩基本无变形，5P～13P荷载下，锚体和围岩位移低速线性增长，13P～21P荷载下，锚体和围岩位移均加速增长且锚体位移增长速度大于岩体，23P荷载下岩体损伤严重，锚体因克服岩体束缚被拔出；(4) 隧道锚表观裂纹是在锚塞体、围岩的位移加速增长后才产生，极限荷载下形成的网状破裂区为：拱顶以上50 cm、洞底以下35 cm、墙左墙右各35 cm，隧道式锚碇最终的破坏形态为不对称的喇叭状。

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	王东英1
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关键词 ：岩石力学, 隧道式锚碇, 承载机制, 室内模型试验, 时空演化机制

Abstract：To have some insight into the bearing mechanism of tunnel-type anchorage and figure out the mechanical response law of anchor plug and surrounding rock under engineering load，the tunnel-type anchorage laboratory model test scaled 1∶100 is carried out. In this model test，the actual loading path and mechanic characteristic are simulated with the effective simulation of all transmission components such as saddles，cable strands，steels，anchor plug and surrounding rock and so on. Then the change law of interfacial additional stress between the anchor plug and rock，deformation response of surrounding rock are analyzed to study the temporal and spatial mechanism. And the possible failure mode is also predicted by analyzing the migration rule of the peak displacement point of deep rock mass. Main conclusions are draw as follows. (1) In the total loading process，the interfacial additional stress between the anchor plug and rock performs firstly as no response(under 0 to 5 times design loads) then increase elastically (5 to 13 times design loads) and grow quickly (13 to 19 times design loads) and sharp decrease at last(21 to 23 times design loads). (2) The anchor plug squeezes the burial surrounding rock layer-by layer from back parts to front parts in the total loading process and mobilizes the surrounding rock to bear together under the engineering load from the near to the distant. (3) Under 5 times design loads，the displacements of anchor plug and surrounding rock are negligible and then they will increase linear at low speed if the engineering load is between 5 to 13 times design loads. But the displacements growth will accelerate and the displacement of anchor plug will be greater than the displacement of surrounding rock when the engineering load reaches 13 to 21 times design load. Finally the anchor plug will be pulled out because of the serious damage of surrounding rock under 23 times design load. Last but not least，the cracks occur after at the displacements accelerated growth stage. The range of reticular fracture zone is 50 centimeters above the vault of anchor plug，35 centimeters below the bottom of anchor plug，35 centimeters within the left wall and 35 centimeters within the right wall of anchor plug. And the failure mode of tunnel-type anchorage is un-symmetrical trumpet-shape speculated by the fracture zone and displacement distribution law of deep-seated rock.

Key words： rock mechanics tunnel-type anchorage bearing mechanism laboratory model test temporal and spatial mechanism

引用本文:

王东英1，2，汤华1，尹小涛1，邓琴1，乔文号1，2. 隧道式锚碇承载机制的室内模型试验探究[J]. 岩石力学与工程学报, 2019, 38(S1): 2690-2703.
WANG Dongying1，2，TANG Hua1，YIN Xiaotao1，DENG Qin1，QIAO Wenhao1，2. Study on the bearing mechanism of tunnel-type anchorage based on laboratory model test. , 2019, 38(S1): 2690-2703.

链接本文:

http://rockmech.whrsm.ac.cn/CN/10.13722/j.cnki.jrme.2018.1426 或 http://rockmech.whrsm.ac.cn/CN/Y2019/V38/IS1/2690

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