卸荷速率对岩石强度影响的试验研究

通过MTS 815.02型电液伺服岩石力学试验系统,研究砂岩试样在常规三轴条件下卸 围压过程中的应力-应变关系,探讨不同卸荷速率对试样强度的影响情况,分析得 出卸荷速率与试样强度的变化规律;观察、测量破坏试样的破裂特征及角度,初步探究试 样在卸荷作用下的破坏机理;研究成果可为工程实践的岩体卸荷问题提供一定的理 论参考.     

EXPERIMENTAL RESEARCH ON FAILURE AND ENERGY DISSIPATION CHRACTERISTICS OF THE SANDSTONE1)

通过三轴卸荷试验,探究了不同路径下卸荷速率对砂岩力学特性及破坏过程中的能量耗散的影响。试验结果表明在全过程应力-应变曲线的弹性阶段,轴向变形起主导作用,弹塑性阶段,环向应变的增加值大于轴向应变增加值。在围压卸荷阶段,卸荷速率越小,卸荷阶段的应变折合柔度越大,此时岩样的变形不充分,呈现明显的脆性破坏。恒主应力差路径下的耗散能大于恒轴压路径下的耗散能的35%,卸荷速率越大,岩样的弹性应变能越小。     

砂岩破坏特性与能量耗散的试验研究

通过三轴卸荷试验,探究了不同路径下卸荷速率对砂岩力学特性及破坏过程中的能量耗散的影响。试验结果表明在全过程应力–应变曲线的弹性阶段,轴向变形起主导作用,弹塑性阶段,环向应变的增加值大于轴向应变增加值。在围压卸荷阶段,卸荷速率越小,卸荷阶段的应变折合柔度越大,此时岩样的变形不充分,呈现明显的脆性破坏。恒主应力差路径下的耗散能大于恒轴压路径下的耗散能的35%,卸荷速率越大,岩样的弹性应变能越小。     

卸荷条件下粉质粘土变形性状研究

通过室内应力控制的三轴试验研究卸荷条件下土体的应力-应变关系和孔隙水压力变化特征,得到变形模量的确定方法。研究表明:在初始偏压应力固结条件下,无论是轴向压力保持不变而侧向压力不断卸荷,还是轴向压力和侧向压力同时卸荷,其应力-应变关系均表现为较好的双曲线函数关系。而且,侧向固结压力愈大,强度值愈大。在卸荷过程中,随剪切应力的增大和剪切应变的发展,土样呈现剪胀趋势并在后期产生较大的负孔隙水压力。不排水条件下由于负孔隙水压力的存在,土样的表观强度略有增大。     

不同加载速率下煤的侧向变形特征研究

利用TAW-2000型电液伺服岩石力学试验系统开展了5种不同加载速率下的单轴压缩试验,分析了加载速率对煤体侧向变形特性的影响。研究结果表明:在裂纹闭合压密阶段、弹性变形至裂纹稳定扩展阶段,煤样变形以轴向压缩为主,侧向变形很小;在裂纹非稳定扩展阶段侧向应变开始加速增大,并在峰前应力调整阶段出现小幅陡增现象;在峰后扩容阶段煤样侧向应变急剧增大,呈现扩容与脆性破坏多次交替出现的特征,这一阶段大多数试件的侧向应变占总侧向应变的70%～90%。在加载初期煤样侧轴比处于较低水平,当轴向应力出现第一次跌落以后,煤样侧向应变快速增大,而轴向应变增加速度较小,导致试件侧轴比呈现快速增大直至试验结束。不同加载速率下煤样第一次出现轴向应力跌落时的侧向应变保持在3.0×10-3左右,表明在不同加载速率下煤样出现第一次轴向应力跌落时的侧向应变基本相同,可将侧向应变作为预测煤体破坏的控制变量。     

粉砂岩峰后破坏区应力脆性跌落的试验和本构方程研究

对粉砂岩试样进行常规三轴压缩试验,得到了其在不同围压下的应力-应变全程曲线.结果表明,岩样应力-应变曲线峰前(破坏前区)部分的力学性质较为稳定,其力学行为可用经典强度理论进行描述;应力-应变曲线峰后(破坏后区)部分,岩样处于非稳定状态,其力学行为难以用经典强度理论来描述,而脆塑性模型恰好可以描述试验岩样的应力非连续变化特征.岩石的应力脆性跌落是有条件发生的,应力脆性跌落系数是围压的函数,并给出应力脆性跌落系数与围压的关系.对完整岩样而言,使用弹性-线性软化-残余塑性三线性非理想脆塑性模型可以描述岩样的本构特征,而对含有节理岩样而言,采用双线性弹性-线性软化-残余塑性四线型非理想脆塑性模型与试验更为相符.     

不同围压下C60混凝土三轴压缩过程能量分析

针对复杂应力状态下高强混凝土受压变形破坏过程中的能量演化机制问题,开展不同围压下C60高强混凝土试样三轴压缩试验,分析其在受力全过程中的变形与破坏特征。根据试验结果,探究了不同围压下高强混凝土三轴压缩过程能量演化机制。研究结果表明:围压越大,混凝土试样破坏时,其峰值应力与峰值应力对应的轴向应变越大,破坏形式由张拉破坏向剪切破坏过渡;峰值应力前,混凝土试样主要以弹性应变能储存为主,峰值应力对应的输入能密度和耗散能密度均随围压的增大而增大,且均与围压满足指数函数关系,其形状改变系数FX与轴向应力呈正比关系,体积改变系数FV与轴向应力呈反比关系;达到峰值应力时,体积改变系数FV小于形状改变系数FX;峰值应力后,主要以弹性应变能释放为主,并随着混凝土试样的破坏转化为各种形式的能量耗散。研究结果可为今后从能量角度研究高强混凝土本构关系提供有益参考。     

黄土路堑边坡变形破坏机理的三轴试验研究

通过原状黄土的减压三轴压缩试验,研究了黄土边坡不同深度不同含水量土体的应力-应变关系,并与原状黄土的常规三轴试验结果进行了比较,发现减压三轴试验能合理地模拟和解释开挖卸荷作用下黄土边坡土体的变形与破坏过程。试验结果表明:坡脚开挖卸荷时,黄土边坡中浅层非饱和黄土易出现应变软化或塑性流动,强度较低,易产生较大变形,而深层饱和黄土仅在高围压下发生应变硬化,强度增加,在中低围压时均发生应变软化现象。分析认为黄土边坡特殊的工程地质条件,使得黄土边坡的特定部位在开挖卸荷作用下常形成了不利于土体稳定的含水量和围压组合,导致坡体特定部位的土体变形破坏,进而诱发边坡的变形破坏;开挖卸荷作用下黄土边坡变形破坏的力学机制应为蠕滑-压致拉裂或"牵引式滑坡"。     

软硬互层状岩石类材料双轴压缩蠕变特性试验研究

自然界中广泛分布的复合层状岩体，具有显著的结构不连续性、非均质性和各向异性特征。为揭示软硬互层状岩体在双轴压缩下的蠕变特征，采用相似模型试验，制作软硬互层状岩石类试样，开展了3种不同侧向应力水平条件下平行于层理方向的轴向分级加载双轴压缩蠕变试验，并利用数字图像相关技术(DIC)进行了试样表面变形观测。研究发现，软硬互层状岩石类材料的蠕变包括减速蠕变、等速蠕变、加速蠕变3个阶段，且减速蠕变阶段与等速蠕变阶段占比较大，而加速蠕变阶段占比较小；随着侧向应力的增加，试样的蠕变破坏强度逐渐降低，而蠕变应变增加率随之增加；应力水平差异对试样蠕变特征有着显著的影响，当侧向应力相同时，随着轴向应力的增加，轴向应变也随之增加；当轴向应力相同时，轴向应变与侧向应变随着侧向应力的增加先减小后增大。试验过程中，利用DIC技术监测试样表面变形，发现当侧向应力水平较低时，试样的轴向应变主要取决于硬岩层，而当侧向应力水平超过软岩抗压强度后，软岩层内部裂纹的产生会导致试样宏观破坏提前发生。上述研究结果可为软硬互层状岩体工程建设及围岩长期稳定性分析提供理论参考。     

完整岩体卸荷破坏的模型试验研究

本文在真三轴应力状态下，采用三种与工程开挖对应的卸荷方式，对完整岩体模型试样进行了卸荷破坏试验．通过对试样在整个试验过程中的应力、应变及声发射等进行的量测，以期揭示岩体在工程卸荷条件下的变形破坏特征     

冲击速度和轴向静载对红砂岩破碎及能耗的影响

地下岩体工程爆破开挖中，距爆源不同距离处岩体承受的地应力和动载荷大小不同，从动载荷的角度表征岩石动态破坏结果与工程实际更吻合。为研究动载荷和地应力大小对岩体破碎和能量耗散特性的影响，利用动静组合加载试验装置，分别设置7个冲击速度和轴向静应力等级，对红砂岩试件进行冲击试验。根据试件的破碎状况，分析不同静应力工况下冲击速度对岩石破坏模式和机理的影响。计算不同工况下的应力波能量值，研究冲击速度和轴向静应力对岩石能耗特性的影响。对破坏试件进行筛分试验，研究岩石破碎分形维数随冲击速度和轴向静应力的变化关系。结果表明，随着冲击速度的增大，试件的破坏程度逐渐加大。无轴压时岩石试件破坏后整体仍是一个圆柱体，属于张拉破坏；有轴压时岩石试件宏观破坏后呈沙漏状，属于拉剪破坏。岩石耗散能随冲击速度的升高呈二次函数关系递增；轴向静应力越高，递增幅度越小。随着冲击速度的升高，岩石分形维数由零逐渐增加；随着轴向静应力的升高，分形维数由零转为大于零的临界冲击速度先升高后降低。     

砂岩峰后卸除围压过程的渗透性试验研究

为了探讨煤层开采引起的围岩卸除围压过程中砂岩渗透性的变化规律,本文用数控瞬态渗透法在电液伺服岩石力学试验系统MTS815.02上进行了砂岩试样的渗透特性试验。得出了试样峰前渗透系数-应变与应力-应变的关系曲线,以及在峰后保持轴向应变一定卸除围压过程中试样的渗透系数-围压与主应力差-围压的关系曲线;对试验砂岩在变形破坏过程中渗透性变化规律进行了总结,重点分析了其峰后卸除围压过程中渗透性的变化规律;并对试验砂岩峰后渗透系数与有效围压关系进行了拟合,得出了拟合方程式,为煤层开采引起的围岩体应力场与渗流场耦合问题提供参考。     

大埋深粘土三轴高压卸载变形与强度特征

以取自山东巨野矿区埋深近 4 30～ 6 0 0m的深部粘土样为例 ,分析测试了土的常规物理力学性质参数。考虑该埋深土的天然应力水平及其在煤矿建井开挖中的卸载应力变化 ,在三轴伺服仪上 ,进行三向等压分别达 11MPa、12MPa、14MPa下的卸除围压、保持轴压的三轴高压卸载试验 ,分析了深部粘土三轴高压卸载变形和强度特点 ,得到了相关力学参数。成果丰富了土的高压卸载力学性研究 ,并为巨野矿区煤矿立井建设提供了工程地质基础参数     

Loading rate and confining pressure effect on dilatancy,acoustic emission,and failure characteristics of fissured rock with two pre-existing flaws

Investigating the dilatancy, acoustic emission and failure characteristics of fissured rock are significant to ensure their geotechnical stability. In this paper, the uniaxial and triaxial compression experiments with AE monitoring under different loading rates were carried out on fissured rock specimens with the same geometrical distribution of two pre-existing flaws. The dilatancy and AE activity of these specimens were discussed, and the effects of the confining pressure and loading rate on the mechanical parameters and failure characteristics were analyzed. The results show that the exponential strength criterion is more suitable than the Mohr–Coulomb strength criterion to characterize the strength characteristics of fissured rock. The crack evolution and failure characteristics of fissured rock specimens are more complicated than those of intact rock specimens. The failure characteristics of the fissured rock follow the tensile shear coalescence model, crack branching occurs with increasing the loading rate, and the multi-section coalescence model is verified with increasing the confining pressure. The phenomena of stress drop and yield platform usually occur after the dilatancy onset, the specimen does not fail instantaneously, and the propagation and coalescence of cracks cause a sharp increase in the AE signals, circumferential strain, and volumetric strain.     

Experimental Investigation on Mechanical Behavior of Coarse Marble Under Six Different Loading Paths

A series of triaxial compression experiments were preformed for the coarse marble samples under different loading paths by the rock mechanics servo-controlled testing system. Based on the experimental results of complete stress-strain curves, the influence of loading path on the strength and deformation failure behavior of coarse marble is made a detailed analysis. Three loading paths (Paths I–III) are put forward to confirm the strength parameters (cohesion and internal friction angle) of coarse marble in accordance with linear Mohr-Coulomb criterion. Compared among the strength parameters, two loading paths (i.e. Path II by stepping up the confining pressure and Path III by reducing the confining pressure after peak strength) are suggested to confirm the triaxial strengths of rock under different confining pressures by only one sample, which is very applicable for a kind of rock that has obvious plastic and ductile deformation behavior (e.g. marble, chalk, mudstone, etc.). In order to investigate re-fracture mechanical behavior of rock material, three loading paths (Paths IV–VI) are also put forward for flawed coarse marble. The peak strength and deformation failure mode of flawed coarse marble are found depending on the loading paths (Paths IV–VI). Under lower confining pressures, the peak strength and Young’s modulus of damage sample (compressed until post-peak stress under higher confining pressure) are all lower compared with that of flawed sample; moreover mechanical parameter of damage sample is lower for the larger compressed post-peak plastic deformation of coarse marble. However under higher confining pressures (e.g. σ ₃?=?30 MPa), the axial supporting capacity and elastic modulus of damage coarse marble (compressed until post-peak stress under lower confining pressure) is not related to the loading path, while the deformation modulus and peak strain of damage sample depend on the difference of initial confining pressure and post-peak plastic deformation. The friction among crystal grains determines the strength behavior of flawed coarse marble under various loading paths. In the end, the effect of loading path on failure mode of intact and flawed coarse marble is also investigated. The present research provides increased understanding of the fundamental nature of rock failure under different loading paths.     

Erratum to: Experimental Investigation on Mechanical Behavior of Coarse Marble Under Six Different Loading Paths

A series of triaxial compression experiments were preformed for the coarse marble samples under different loading paths by the rock mechanics servo-controlled testing system. Based on the experimental results of complete stress-strain curves, the influence of loading path on the strength and deformation failure behavior of coarse marble is made a detailed analysis. Three loading paths (Paths I–III) are put forward to confirm the strength parameters (cohesion and internal friction angle) of coarse marble in accordance with linear Mohr-Coulomb criterion. Compared among the strength parameters, two loading paths (i.e. Path II by stepping up the confining pressure and Path III by reducing the confining pressure after peak strength) are suggested to confirm the triaxial strengths of rock under different confining pressures by only one sample, which is very applicable for a kind of rock that has obvious plastic and ductile deformation behavior (e.g. marble, chalk, mudstone, etc.). In order to investigate re-fracture mechanical behavior of rock material, three loading paths (Paths IV–VI) are also put forward for flawed coarse marble. The peak strength and deformation failure mode of flawed coarse marble are found depending on the loading paths (Paths IV–VI). Under lower confining pressures, the peak strength and Young’s modulus of damage sample (compressed until post-peak stress under higher confining pressure) are all lower compared with that of flawed sample; moreover mechanical parameter of damage sample is lower for the larger compressed post-peak plastic deformation of coarse marble. However under higher confining pressures (e.g. σ ₃ = 30 MPa), the axial supporting capacity and elastic modulus of damage coarse marble (compressed until post-peak stress under lower confining pressure) is not related to the loading path, while the deformation modulus and peak strain of damage sample depend on the difference of initial confining pressure and post-peak plastic deformation. The friction among crystal grains determines the strength behavior of flawed coarse marble under various loading paths. In the end, the effect of loading path on failure mode of intact and flawed coarse marble is also investigated. The present research provides increased understanding of the fundamental nature of rock failure under different loading paths.     

散粒体卸载特性的三轴伸长试验研究

根据岩土体的加卸载变形过程和应力状态,卸载曲线分为弹性卸载段和卸载伸长段.采用三种不同粒径的玻璃珠和标准丰浦砂散粒材料进行了三轴伸长卸载试验,对比分析了不同材料、初始偏应力和不同围压下散粒体的卸载特性.研究表明散粒体的单向伸长卸载强度主要取决于与卸载方向垂直的围压和颗粒的内摩擦,且与围压成线性关系,初始偏应力状态及各向异性对于散粒体的伸长强度无影响,但影响其破坏发展形态.此外,材料特性包括表面粗糙度和级配、孔隙率等对内摩擦及伸长卸载特性均有影响.