超大断面隧道软弱破碎围岩渐进破坏过程三维地质力学模型试验研究
摘要
为研究超大断面隧道围岩随埋深逐渐增加的渐进性破坏过程,通过大型三维均匀梯度加载地质力学模型试验系统和软弱破碎围岩及其支护系统相似材料的研制,开展大跨度隧道围岩随埋深逐渐增加渐进破坏过程的大比尺模型试验,真实再现全断面和台阶法开挖段周边围岩及掌子面保留段软弱破碎围岩渐进破坏的全过程。首先,以一定范围内埋深(200～1 020 m)的双线大跨度隧道软弱破碎围岩(铁路隧道V级)为研究对象,采用铁晶粉、松香、石英砂、重晶石粉以及聚四氟乙烯棒等原料研制出具有应变软化特性的软弱破碎围岩、初喷混凝土以及锚杆等相似材料,并配以能实现精细开挖和支护施作的微型设备及其配套工艺,通过可实现三面均匀同步加载的大型三维地质力学模型试验台架模拟隧道全断面和台阶法施工的全过程,并采用光纤光栅传感器、电阻式应变计、多点位移计以及微型压力盒全程监测隧道洞壁及其整数倍洞径(0～3倍)范围内围岩的应力、位移以及近区荷载的变化信息;然后,对隧道全断面和台阶法开挖段以及掌子面保留段围岩进行超载试验,按50 m埋深等荷加载改变隧道埋深,直至隧道全断面无支护段围岩开始出现明显破裂特征,然后再按20 m埋深等荷加载缓慢增加隧道埋深,直至隧道全断面和台阶法支护段初喷混凝土大面积破坏脱落。试验结果表明:(1)在埋深不断增加过程中,隧道围岩破坏区域呈渐进扩大趋势,全断面无支护段周边围岩最早发生破坏,然后依次扩展至全断面支护段初喷混凝土和台阶法支护段初喷混凝土,最终破坏区面积顺次由大到小;(2)无支护段围岩破坏区和支护段衬砌结构破坏区均主要集中在拱顶上方区域,是衬砌结构破坏和围岩塌落荷载的主要来源,两侧边墙也存在局部破坏区,自边墙上部至拱角部位破坏程度逐渐加剧;(3)在埋深增加过程中,支护段围岩位移增长率小于无支护段,应力和荷载增长率恰相反,支护结构承载效应明显;(4)超载过程中,围岩的破坏深度不断增加,尤其是拱部呈现动态压力拱现象,据此确定顶部加固范围在理论上具有可行性。研究的方法技术及结果将对类似工程研究具有一定的指导和借鉴意义。
To investigate the progressive failure progress of rock mass with increase of buried depth in super section tunnel,a 3D geomechanical model test system with homogeneous gradient loading and similar material of weak broken surrounding rock and support system were developed.Then the 3D model test was carried out which showed the progressive failure progress of weak broken surrounding rock of entire section method and bench method.Firstly,the weak broken surrounding rock in a range of 200-1 020 m in depth was taken as an example.The strain softening behavior of weak broken surrounding rock and shotcrete can be simulated by different proportion mixtures of iron powder,quartz sand,barite powder and rosin alcohol solutions.Polytef sticks can be used to simulate the bolts.Besides,combining the micro-devices of excavation and construction supporting the construction progress of entire section method and bench method can be well simulated by the 3D model.In addition,the changing information of stresses,displacements and loads in the scope of entire times of the tunnel diameter(0-3 times) can be monitored by fiber grating sensors,resistance strain gauge,multipoint extensometer and micro pressure cells.Secondly,an overloading test was carried out after the end of excavation.The loading gradient was 50 m on the direction of the burial depth until the significant failure characteristics occurred in the no supporting sections.Then the loading gradient was changed to 20 m until the initial shotcrete damaged in large areas.The test results show:(1) The failure zones of rock masses expand with the increase of the burial depth.The no supporting sections fail earliest.Then the failure zones extend to the supporting sections.And the final areas of failure zones decrease gradually.(2) The failure zones of rock masses of no supporting sections and the liner failure zones of supporting sections mainly focus on the crown which is the load sources of the liner failure and the collapse of the surrounding rock.There also exist failure zones on the side walls.The degree of damage increases from the upper part of the side wall to the skewback.(3) The growth rate of displacements in supporting sections is smaller than that in no supporting sections with the increase of burial depth.However,the growth rate of stresses and loads are just opposite.The supporting structures burden the loads obviously.(4) The failure depth of surrounding rocks increase continually in the overloading test.The dynamic pressure arching phenomenon occurs in the scope of crown.Hence,the top reinforcement theory is feasible in theory.The research methods and results will instruct similar engineering.
To investigate the progressive failure progress of rock mass with increase of buried depth in super section tunnel,a 3D geomechanical model test system with homogeneous gradient loading and similar material of weak broken surrounding rock and support system were developed.Then the 3D model test was carried out which showed the progressive failure progress of weak broken surrounding rock of entire section method and bench method.Firstly,the weak broken surrounding rock in a range of 200-1 020 m in depth was taken as an example.The strain softening behavior of weak broken surrounding rock and shotcrete can be simulated by different proportion mixtures of iron powder,quartz sand,barite powder and rosin alcohol solutions.Polytef sticks can be used to simulate the bolts.Besides,combining the micro-devices of excavation and construction supporting the construction progress of entire section method and bench method can be well simulated by the 3D model.In addition,the changing information of stresses,displacements and loads in the scope of entire times of the tunnel diameter(0-3 times) can be monitored by fiber grating sensors,resistance strain gauge,multipoint extensometer and micro pressure cells.Secondly,an overloading test was carried out after the end of excavation.The loading gradient was 50 m on the direction of the burial depth until the significant failure characteristics occurred in the no supporting sections.Then the loading gradient was changed to 20 m until the initial shotcrete damaged in large areas.The test results show:(1) The failure zones of rock masses expand with the increase of the burial depth.The no supporting sections fail earliest.Then the failure zones extend to the supporting sections.And the final areas of failure zones decrease gradually.(2) The failure zones of rock masses of no supporting sections and the liner failure zones of supporting sections mainly focus on the crown which is the load sources of the liner failure and the collapse of the surrounding rock.There also exist failure zones on the side walls.The degree of damage increases from the upper part of the side wall to the skewback.(3) The growth rate of displacements in supporting sections is smaller than that in no supporting sections with the increase of burial depth.However,the growth rate of stresses and loads are just opposite.The supporting structures burden the loads obviously.(4) The failure depth of surrounding rocks increase continually in the overloading test.The dynamic pressure arching phenomenon occurs in the scope of crown.Hence,the top reinforcement theory is feasible in theory.The research methods and results will instruct similar engineering.
引文
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[2]李术才,薛翊国,张庆松,等.高风险岩溶地区隧道施工地质灾害综合预报预警关键技术研究[J].岩石力学与工程学报,2008,27(7):1 297–1 307.(LI Shucai,XUE Yiguo,ZHANG Qingsong,et al.Key technology study on comprehensive prediction andearly-warning of geological hazards during tunnel construction inhigh-risk karst areas[J].Chinese Journal of Rock Mechanics andEngineering,2008,27(7):1 297–1 307.(in Chinese))
[3]陈洁金,周峰,阳军生,等.山岭隧道塌方风险模糊层次分析[J].岩土力学,2009,30(8):2365–2370.(CHEN Jiejin,ZHOU Feng,YANG Junsheng,et al.Fuzzy analytic hierarchy process for riskevaluation of collapse during construction of mountain tunnel[J].Rockand Soil Mechanics,2009,30(8):2 365–2 370.(in Chinese))
[4]李利平.高风险岩溶隧道突水灾变演化机制及其应用研究[博士学位论文][D].济南:山东大学,2009.(LI Liping.Study on catastropheevolution mechansim of karst water inrush and its eengineeringapplication of high risk karst tunnel[Ph.D.Thesis][D].Jinan:ShandongUniversity,2009.(in Chinese))
[5]汪成兵,朱合华.隧道塌方机制及其影响因素离散元模拟[J].岩土工程学报,2008,30(3):450–456.(WANG Chengbing,ZHU Hehua.Tunnel collapse mechanism and numerical analysis of its influencingfactors[J].Chinese Journal of Geotechnical Engineering,2008,30(3):450–456.(in Chinese))
[6]李利平,李术才,张庆松.岩溶地区隧道裂隙水突出力学机制研究[J].岩土力学,2010,31(2):523–528.(LI Liping,LI Shucai,ZHANG Qingsong.Study of mechanism of water inrush induced byhydraulic fracturing in karst tunnels[J].Rock and Soil Mechanics,2010,31(2):523–528.(in Chinese))
[7]卢文波,周创兵,陈明,等.开挖卸荷的瞬态特性研究[J].岩石力学与工程学报,2008,27(11):2184–2194.(LU Wenbo,ZHOUChuangbing,CHEN Ming.et al.Research on transient characteristicsof excavation unloading[J].Chinese Journal of Rock Mechanics andEngineering,2008,27(11):2 184–2 194.(in Chinese))
[8]伍法权,刘彤,汤献良,等.坝基岩体开挖卸荷与分带研究——以小湾水电站坝基岩体开挖为例[J].岩石力学与工程学报,2009,28(6):1 091–1 098.(WU Faquan,LIU Tong,TANG Xianliang,etal.Research on unloading and zonation of rock mass dam foundationexcavation—a case study of Xiaowan hydropower station[J].ChineseJournal of Rock Mechanics and Engineering,2009,28(6):1 091–1 098.(in Chinese))
[9]ZHOU X P,QIAN Q H,ZHANG B H.Zonal disintegrationmechanism of deep crack-weakened rock masses under dynamicunloading[J].Acta Mechanica Solida Sinica,2009,22(3):240–250.
[10]夏才初,李宏哲,刘胜,等.含节理岩石试件的卸荷变形特性研究[J].岩石力学与工程学报,2010,29(4):697–704.(XIACaichu,LI Hongzhe,LIU Sheng,et al.Study of deformation properties ofjointed specimens under unloading conditions[J].Chinese Journal ofRock Mechanics and Engineering,2010,29(4):697–704.(inChinese))
[11]邓华锋,李建林,易庆林,等.软岩高边坡开挖卸荷变形研究[J].岩土力学,2009,30(6):1731–1734.(DENG Huafeng,LI Jianlin,YI Qinglin,et al.Research on unloading deformation of soft rock highslope[J].Rock and Soil Mechanics,2009,30(6):1 731–1 734.(inChinese))
[12]任爱武,伍法权,王东,等.大规模岩体开挖卸荷现象及其力学模式分析[J].长江科学院院报,2009,26(5):34–41.(RENAiwu,WU Faquan,WANG Dong,et al.Analysis of unloading phenomenonof rock excavation and its mechanics model of Xiaowan powerstation[J].Journal of Yangtze River Scientific Research Institute,2009,26(5):34–41.(in Chinese))
[13]王汉鹏,李术才,张强勇.分岔隧道模型试验与数值模拟超载安全度研究[J].岩土力学,2008,29(9):2521–2526.(WANG Hanpeng,LI Shucai,ZHANG Qiangyong.Model test and numerical simulationof overload safety of forked tunnel[J].Rock and Soil Mechanics,2008,29(9):2 521–2 526.(in Chinese))
[14]朱合华,黄锋,徐前卫.变埋深下软弱破碎隧道围岩渐进性破坏试验与数值模拟[J].岩石力学与工程学报,2010,29(6):1113–1 122.(ZHU Hehua,HUANG Feng,XU Qianwei.Model test andnumerical simulation for progressive failure of weak and fracturedtunnel surrounding rock under different overburden depths[J].ChineseJournal of Rock Mechanics and Engineering,2010,29(6):1 113–1 122.(in Chinese))
[15]吴顺川,张晓平,刘洋.基于颗粒元模拟的含软弱夹层类土质边坡变形破坏过程分析[J].岩土力学,2008,29(11):2899–2904.(WU Shunchuan,ZHANG Xiaoping,LIU Yang.Analysis of failureprocess of similar soil slope with weak intercalated layer based onparticle flow simulation[J].Rock and Soil Mechanics,2008,29(11):2 899–2 904.(in Chinese))
[16]朱维申,张乾兵,李勇,等.真三轴荷载条件下大型地质力学模型试验系统的研制及其应用[J].岩石力学与工程学报,2010,29(1):1–7.(ZHU Weishen,ZHANG Qianbing,LI Yong,et al.Development of large-scale geomechanical model test system undertrue triaxial loading and its applications[J].Chinese Journal of RockMechanics and Engineering,2010,29(1):1–7.(in Chinese))
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