深埋长隧洞岩爆灾害机理及判据研究
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摘要
针对处于较高初始地应力场环境深埋长隧洞，易于发生特有的岩爆灾害，以新疆齐热哈塔尔水电站引水隧洞岩爆问题为研究对象，片麻状花岗岩卸荷力学特性变化为研究核心，对该工程岩爆机理及判据开展了系统性研究分析。基于复杂应力路径卸荷力学试验，研究了高地应力环境下岩石卸载强度、变形、裂隙发展、融合及破坏机理。采用理论分析、数值仿真技术，归纳总结了引水隧洞岩爆孕育及发生机理，提出了可用于该工程岩爆判别的判据及基于硬脆性岩体剥落性状的初始地应力场评估方法。自多个方面对岩爆的影响因素及现场岩爆表征现象进行了研究分析。对引水隧洞洞段是否发生岩爆及等级进行了预测分析，并提出岩爆区不同等级岩爆支护思路。主要研究工作与成果如下：
（1）齐热哈塔尔水电站引水隧洞所发生岩爆的主要类型为应变型岩爆，破坏形式主要为片、板状剥落，基本无弹射现象。岩爆的主要声响特征为噼啪爆裂声，多数发生于临近河谷拱顶一侧，具有明显的滞后性现象，一般发生于II类围岩中，III类围岩发生次数相对较少；
（2）卸荷速度对于破坏特征具有一定的影响，试样基本表现出宏观剪切破坏局部张拉破坏模式，这一规律与现场所发现的岩爆宏观破坏形式较为吻合，即存在片、板状剥落的同时，存在弯曲鼓折剪切破坏断面规律较为一致；
（3）结合室内试验、数值模拟分析结果及岩爆宏观表征规律，提出洞壁围岩应力不同演化模式，从力学角度阐述了齐热哈塔尔水电站应变型岩爆孕育发生机制；
（4）《水力发电工程地质勘察规范》（GB50287-2006）、《水利水电工程地质勘察规范》（GB50487-2008）中所推荐强度应力比法可作为齐热哈塔尔水电站引水隧洞岩爆判别宏观标准，Martin等人所提出的m-0计算方法可作为岩爆爆坑深度预测标准。引水隧洞剩余洞段岩爆主要以轻微岩爆为主，局部洞段具有发生中等岩爆的可能性，弹射现象在该工程引水隧洞中发生的可能性较小；
（5）系统地研究了埋深、侧压系数、地层岩性、洞室形状等因素对岩爆的影响，揭示了一系列有价值的规律。在归纳已有岩爆支护措施的基础上，结合现场岩爆洞段所采用支护方式，提出了齐热哈塔尔水电站引水隧洞岩爆洞段低等级岩爆（片帮和剥落区）采用锚杆或灌浆螺纹钢筋+金属网（喷射混凝土）支护系统，对于较大范围或等级较高岩爆，可适当加密锚杆间距的支护思路。
For buried long tunnel at a higher initial stress field environment, rockburst issues uniqueto high in-situ stress areas, the rockburst of diversion tunnel in Qirehataer power station inXinjiang Uygur Autonomous Region is studied. Gneissic granite unloading mechanicalproperties change is research and analysised systematically. Based on the complex mechanicsof unloading stress path tests, the rock unloading strength under high stress environment,deformation, cracks and damage development and failure mechanism are studied. Based ontheory analysis, using numerical simulation technology, the mechanism of rock burst ofdiversion tunnel is summarized. The criterion of rock burst and initial stress field assessmentare determined. The influencing factors of rock burst and characterize are studied and analyzedfrom many aspects. The possibility of rockburt is predicted, the method of supporting ispresented. The main research works are as following:
(1) The rockburst in the diversion tunnel is mainly partial strain rockbust. The break stylesinclude spalling, plate flaking and collapsing with long time. The main features of rock burst iscrackling sound crackle and most occured in the near side of the valley. Rock burst has obviouslag which occurred in the II rockmass generally.
(2) Gneissic granite is hard brittle, which in the unloading test is more obviously. The peakstrength of granite of unloading is lower often of the the triaxial conmression test. The failurecharacteristic is affecting of the unloading speed. The basic performance of the macroscopic isshear failure mode, and tension failure locally.
(3) Acoustic emission is intense to the uniaxial and triaxial compression test, which showthe brittle failure of unloading is easy to reach. Combining the results of the experimentresearch, field monitoring and numerical simulation, the stress change model of surroundingrock mass is proposed. The mechanism of rockburst preparation and development are proposedfrom the mechanical point.
(4) The criterion of rock burst of Code for hydropower engineering geologicalinvestigation (GB50287-2006) and Code for engineering geological investigation of waterresources and hydropower (GB50487-2008)and m-0criterion are suitable to predicte thepossibility of rockburst of diversion tunnel. Based on the criteria of rockburst, the probability ofrockburst in the residual drainage tunnel was analyzed and predicted. The results illustrateexcess section of diversion tunnel will occur I level rockburst, locally section will occur II levelrock burst and the others section will occur II level.
(5) The influence on the rockburst by buried depth, side pressure coefficient, formationlithology, excavation shape has been analyzed. Based on the study conclusion mentioned above, some valuable laws are derived. Finally, the designs of supporting of rockburst section withdifferent rockburst level were presented.
（1）齐热哈塔尔水电站引水隧洞所发生岩爆的主要类型为应变型岩爆，破坏形式主要为片、板状剥落，基本无弹射现象。岩爆的主要声响特征为噼啪爆裂声，多数发生于临近河谷拱顶一侧，具有明显的滞后性现象，一般发生于II类围岩中，III类围岩发生次数相对较少；
（2）卸荷速度对于破坏特征具有一定的影响，试样基本表现出宏观剪切破坏局部张拉破坏模式，这一规律与现场所发现的岩爆宏观破坏形式较为吻合，即存在片、板状剥落的同时，存在弯曲鼓折剪切破坏断面规律较为一致；
（3）结合室内试验、数值模拟分析结果及岩爆宏观表征规律，提出洞壁围岩应力不同演化模式，从力学角度阐述了齐热哈塔尔水电站应变型岩爆孕育发生机制；
（4）《水力发电工程地质勘察规范》（GB50287-2006）、《水利水电工程地质勘察规范》（GB50487-2008）中所推荐强度应力比法可作为齐热哈塔尔水电站引水隧洞岩爆判别宏观标准，Martin等人所提出的m-0计算方法可作为岩爆爆坑深度预测标准。引水隧洞剩余洞段岩爆主要以轻微岩爆为主，局部洞段具有发生中等岩爆的可能性，弹射现象在该工程引水隧洞中发生的可能性较小；
（5）系统地研究了埋深、侧压系数、地层岩性、洞室形状等因素对岩爆的影响，揭示了一系列有价值的规律。在归纳已有岩爆支护措施的基础上，结合现场岩爆洞段所采用支护方式，提出了齐热哈塔尔水电站引水隧洞岩爆洞段低等级岩爆（片帮和剥落区）采用锚杆或灌浆螺纹钢筋+金属网（喷射混凝土）支护系统，对于较大范围或等级较高岩爆，可适当加密锚杆间距的支护思路。
For buried long tunnel at a higher initial stress field environment, rockburst issues uniqueto high in-situ stress areas, the rockburst of diversion tunnel in Qirehataer power station inXinjiang Uygur Autonomous Region is studied. Gneissic granite unloading mechanicalproperties change is research and analysised systematically. Based on the complex mechanicsof unloading stress path tests, the rock unloading strength under high stress environment,deformation, cracks and damage development and failure mechanism are studied. Based ontheory analysis, using numerical simulation technology, the mechanism of rock burst ofdiversion tunnel is summarized. The criterion of rock burst and initial stress field assessmentare determined. The influencing factors of rock burst and characterize are studied and analyzedfrom many aspects. The possibility of rockburt is predicted, the method of supporting ispresented. The main research works are as following:
(1) The rockburst in the diversion tunnel is mainly partial strain rockbust. The break stylesinclude spalling, plate flaking and collapsing with long time. The main features of rock burst iscrackling sound crackle and most occured in the near side of the valley. Rock burst has obviouslag which occurred in the II rockmass generally.
(2) Gneissic granite is hard brittle, which in the unloading test is more obviously. The peakstrength of granite of unloading is lower often of the the triaxial conmression test. The failurecharacteristic is affecting of the unloading speed. The basic performance of the macroscopic isshear failure mode, and tension failure locally.
(3) Acoustic emission is intense to the uniaxial and triaxial compression test, which showthe brittle failure of unloading is easy to reach. Combining the results of the experimentresearch, field monitoring and numerical simulation, the stress change model of surroundingrock mass is proposed. The mechanism of rockburst preparation and development are proposedfrom the mechanical point.
(4) The criterion of rock burst of Code for hydropower engineering geologicalinvestigation (GB50287-2006) and Code for engineering geological investigation of waterresources and hydropower (GB50487-2008)and m-0criterion are suitable to predicte thepossibility of rockburst of diversion tunnel. Based on the criteria of rockburst, the probability ofrockburst in the residual drainage tunnel was analyzed and predicted. The results illustrateexcess section of diversion tunnel will occur I level rockburst, locally section will occur II levelrock burst and the others section will occur II level.
(5) The influence on the rockburst by buried depth, side pressure coefficient, formationlithology, excavation shape has been analyzed. Based on the study conclusion mentioned above, some valuable laws are derived. Finally, the designs of supporting of rockburst section withdifferent rockburst level were presented.
引文
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