Implications for identification of principal stress directions from acoustic emission characteristics of granite under biaxial compression experiments

The rock fracture characteristics and principal stress directions are crucial for prevention of geological disasters.In this study,we carried out biaxial compression tests on cubic granite samples of 100 mm in side length with different intermediate principal stress gradients in combination with acoustic emission(AE)technique.Results show that the fracture characteristics of granite samples change from‘sudden and aggregated’to‘continuous and dispersed’with the increase of the intermediate principal stress.The effect of increasing intermediate principal stress on AE amplitude is not significant,but it increases the proportions of high-frequency AE signals and shear cracks,which in turn increases the possibility of unstable rock failure.The difference of stress in different directions causes the anisotropy of rock fracture and thus leads to the obvious anisotropic characteristics of wave velocity variations.The anisotropy of wave velocity variations with stress difference is probable to identify the principal stress directions.The AE characteristics and the anisotropy of wave velocity variations of granite under two-dimensional stress are not only beneficial complements for rock fracture characteristic and principal stress direction identification,but also can provide a new analysis method for stability monitoring in practical rock engineering.

Implications for rock instability precursors and principal stress direction from rock acoustic experiments

The characteristics of rock instability precursors and the principal stress direction are very crucial for the prevention of geological disasters.This study investigated the qualitative relationship between rock instability precursors and principal stress direction through wave velocity in rock acoustic emission(AE)experiments.Results show that the wave velocity variation exhibits obvious anisotropic characteristics in 0%–20%and 60%–90%of peak strength due to the differences of stress-induced microcrack types.The amplitude of wave velocity variation is related to the azimuth and position of wave propagation path,which indicates that the principal stress direction can be identified by the anisotropic characteristics of wave velocity variations.Furthermore,the experiments also demonstrate that the AE event rate and wave velocity show quiet and stable variations in the elastic stage of rock samples,while they present a trend of active and unstable variations in the plastic stage.It implies that both the AE event rate and wave velocity are effective monitoring parameters for rock instability.The anisotropic characteristics of the wave velocity variation and AE event rate are beneficial complements for identifying the rock instability precursors and determining the principal stress direction,which provides a new analysis method for stability monitoring in practical rock engineering.

Influence of maximum principal stress direction on the failure process and characteristics of D-shaped tunnels

To investigate the failure process and characteristics of D-shaped tunnels under different maximum principal stress directions θ, true-triaxial tests were conducted on cubic sandstone samples with a through D-shaped hole. The test results show that the failure process can be divided into 4 periods:calm, buckling deformation, gradual buckling and exfoliation of rock fragment, and formation of a Vshaped notch. With an increase in θ from 0° to 90°, the size of the rock fragments first decreases and then increases, whereas the fractal dimension of the rock fragments first increases and then decreases. Meanwhile, the failure position at the left side shifts from the sidewall to the corner and finally to the floor, whereas the failure position at the right side moves from the sidewall to the spandrel and finally to the roof, which is consistent with the failure position in underground engineering. In addition, the initial vertical failure stress first decreases and then increases. By comparing the results,the failure severities at different maximum principal stress directions can be ranked from high to low in the following order: 90°>60°>30°>45°>0°.

THEORETICAL STUDY ON ALEKSANDROWSKI′S METHOD OF THE GRAPHICAL DETERMINATION OF PRINCIPAL STRESS DIRECTIONS FROM THE FAULT SLIP DATA SETS

A graphical method for determining the principal stress distribution of a triaxial stress state from a fault slipstate was proposed by Aleksandrowski in 1985,based on Arthaud′s concept of plane movement,Alek-sandrowski′s method,however,is only valid for the cases in which the values of the stress ratios(C)are consid-ered 1o be ,10,2,1.1 and 1.Whether the method is applicable for general cases of all values of C has not yetbeen confirmed.In this paper.Aleksandrowskis′ method is tested using a numerical derivation from spatialgeometric analysis,and it is revealed that this method is correct for all values of stress ratios other than C=,10,2,1.1,and 1,i.c-【C【.

Three-dimensional stress variation characteristics in deep hard rock of CJPL-Ⅱ project based on in-situ monitoring

In deep hard rock excavation, stress plays a pivotal role in inducing stress-controlled failure. While the impact of excavation-induced stress disturbance on rock failure and tunnel stability has undergone comprehensive examination through laboratory tests and numerical simulations, its validation through insitu stress tests remains unexplored. This study analyzes the three-dimensional stress changes in the surrounding rock at various depths, monitored during the excavation of B2 Lab in China Jinping Underground Laboratory Phase Ⅱ(CJPL-Ⅱ). The investigation delves into the three-dimensional stress variation characteristics in deep hard rock, encompassing stress components and principal stress. The results indicate changes in both the magnitude and direction of the principal stress during tunnel excavation. To quantitatively describe the degree of stress disturbance, a series of stress evaluation indexes are established based on the distances between stress tensors, including the stress disturbance index(SDI), the principal stress magnitude disturbance index(SDIm), and the principal stress direction disturbance index(SDId). The SDI indicates the greatest stress disturbance in the surrounding rock is 4.5 m from the tunnel wall in B2 Lab. SDIm shows that the principal stress magnitude disturbance peaks at2.5 m from the tunnel wall. SDId reveals that the largest change in principal stress direction does not necessarily occur near the tunnel wall but at a specific depth from it. The established relationship between SDI and the depth of the excavation damaged zone(EDZ) can serve as a criterion for determining the depth of the EDZ in deep hard rock engineering. Additionally, it provides a reference for future construction and support considerations.

Definition of failure criterion for frozen soil under directional shear-stress path

A series of directional shear tests on remolded frozen soil was carried out at 10°C by using a hollow cylinder apparatus to study failure criterion under a directional shear-stress path.Directional shear tests were conducted at five shear rates(10,20,30,40,and 50 kPa/min)and five intermediate principal stress coefficients(b=0,0.25,0.5,0.75,and 1),with the mean principal stress(p=4.5 MPa)kept constant.The results show that the torsional strength and the generalized strength both increase with the increase of the shear rates.According to the failure modes of frozen soil under different shear rates,the specimens present obvious plastic failure and shear band;and the torsional shear component dominates the failure modes of hollow cylindrical specimens.A shear rate of 30 kPa/min is chosen as the loading rate in the directional shear tests of frozen soil.The shape of the failure curve in theπplane is dependent on the directional anglesαof the major prin cipal stress.It is reasonable to use the strain-hardening curves to define the deviatoric stress value atγg=15%(generalized shear strain)as the failure criterion of frozen soil under a directional shear-stress path.

Cyclic behavior of reinforced sand under principal stress rotation

Although the cyclic rotation of the principal stress direction is important,its effect on the deformation behavior and dynamic properties of the reinforced soil has not been reported to date.Tests carried out on large-scale hollow cylinder samples reveal that the cyclic rotation of the principal stress direction results in significant variations of strain components(ε,ε,εand γ) with periodic characteristics despite the deviatoric stress being constant during tests.This oscillation can be related to the corresponding variations in the stress components and the anisotropic fabric that rotate continuously along the principal stress direction.Sand under rotation appears to develop a plastic strain.Similar trends are observed for reinforced sand,but the shear interaction,the interlocking between particles and reinforcement layer,and the confinement result in significant reductions in the induced strains and associated irrecoverable plastic strains.Most of the strains occur in the first cycle,and as the number of cycles increases,the presence of strains becomes very small,which is almost insignificant.This indicates that the soil has reached anisotropic critical state(ACS),where a stable structure is formed after continuous orientation,realignment and rearrangement of the particles accompanied with increasing cyclic rotation.Rotation in the range of 60°-135° produces more induced strains even in the presence of the reinforcement,when compared with other ranges.This relates to the extension mode of the test in this range in which σ>σand to the relative approach between the mobilized plane and the weakest horizontal plane.Reinforcement results in an increase in shear modulus while it appears to have no effect on the damping ratio.Continuous cycles of rotation result in an increase in shear modulus and lower damping ratio due to the densification that causes a decrease in shear strain and less dissipation of energy.

Pore Water Pressure Buildup Under Cyclic Rotation of Principal Stress and Stability Evaluation of Seabed Deposit

The cyclic rotation of principal stress direction with a constant amplitude is the characteristics of cyclic stress in seabed deposit induced by travelling waves. Presented in the paper are the results obtained from tests simulating the cyclic stress characteristics, with emphasis laid on the buildup of pore water pressure in soil samples. Regression analysis of test data shows that the pore water pressure can be expressed as the function of the number of cycles of cyclic loading, or as the function of generalized shear strain. Using the results thus obtained, the possibility of failure of seabed deposit under cyclic loading induced by travelling waves can be evaluated. The comparison with the results of conventional cyclic torsional shear tests shows that neglect of the effect of the cyclic rotation of the principal stress direction will result in considerable over-estimation of the stability of seabed deposit.

Stress Path Analysis of Deep-Sea Sediments Under the Compression-Shear Coupling Load of Crawler Collectors

The mechanical properties of deep-sea sediments during the driving process of crawler collectors are essential factors in the design of mining systems.In this study,a crawler load is divided into a normal compression load and a horizontal shear load.Then,the internal stress state of sedimentary soil is examined through a theoretical calculation and finite element numerical simulation.Finally,the driving of crawlers is simulated by changing the relative spatial position between the load and stress unit,obtaining the stress path of the soil unit.Based on the calculation results,the effect of the horizontal shear load on the soil stress response is analyzed at different depths,and the spatial variation law of the soil stress path is examined.The results demonstrate that the horizontal shear load has a significant effect on the rotation of the principal stress,and the reverse rotation of the principal stress axis becomes obvious with the increase in the burial depth.The stress path curve of the soil is different at various depths.The spatial variation rule of the stress path of the shallow soil is complex,whereas the stress path curve of the deep soil tends to shrink as the depth increases.The stress path of the corresponding depth should be selected according to the actual research purpose and applied to the laboratory test.

Stiffness Degradation of Undisturbed Saturated Soft Clay in the Yangtze Estuary Under Complex Stress Conditions

Stiffness degradation will occur due to the generation of accumulated pore pressure in saturated soft clays under cyclic loading. The soil static-dynamic multi-purpose triaxial and torsional shear apparatus in Dalian University of Technology was employed to perform different types of test on the saturated soft marine clay in the Yangtze Estuary. Undisturbed samples of the clay were subjected to undrained cyclic vertical and torsional coupling shear and cyclic torsional shear after three-directional anisotropic consolidation with different initial consolidation parameters. Investigated were the effects of the initial orientation angle of the major principal stress, initial ratio of deviatoric stress, initial coefficient of intermediate principal stress and continuous rotation of principal stress axes on the stiffness degradation. It is found that the degradation index decreases （or degradation degree increases） significantly with increasing initial orientation angle of the major principal stress and initial ratio of deviatoric stress. Compared with the effects of the initial orientation angle of the major principal stress and initial ratio of deviatoric stress, the effect of initial coefficient of intermediate principal stress is less evident and this trend is more clearly reflected by the results of the cyclic torsional shear tests than those of the cyclic coupling shear tests. At the same cycle number, the degradation index obtained from the cyclic torsional shear test is higher than that from the cyclic coupling shear test. The main reason is that the continuous rotation in principal stress directions during cyclic coupling shear damages the original structure of the soil more than the cyclic torsional shear does.Based on a series of experiments, a mathematical model for stiffness degradation is proposed and the relevant parameters are determined.

Shear wave splitting analysis of local earthquakes from dense arrays in Shimian,Sichuan

The Shimian area of Sichuan sits at the junction of the Bayan Har block.Sichuan-Yunnan rhombic block,and Yangtze block,where several faults intersect.This region features intense tectonic activity and frequent earthquakes.In this study,we used local seismic waveform data recorded using dense arrays deployed in the Shimian area to obtain the shear wave splitting parameters at 55 seismic stations and thereby determine the crustal anisotropic characteristics of the region.We then analyzed the crustal stress pattern and tectonic setting and explored their relationship in the study area.Although some stations returned a polarization direction of NNW-SSE.a dominant polarization direction of NW-SE was obtained for the fast shear wave at most seismic stations in the study area.The polarization directions of the fast shear wave were highly consistent throughout the study-area.This orientation was in accordance with the direction of the regional principal compressive stress and parallel to the trend of the Xianshuihe and Daliangshan faults.The distribution of crustal anisotropy in this area was affected by the regional tectonic stress field and the fault structures.The mean delay time between fast and slow shear waves was 3.83 ms/km.slightly greater than the values obtained in other regions of Sichuan.This indicates that the crustal media in our study area had a high anisotropic strength and also reveals the influence of tectonic complexity resulting from the intersection of multiple faults on the strength of seismic anisotropy.

Evaluation of Residual Stresses Induced by High Speed Milling Using an Indentation Method

In this work, a recently developed method based on the change of distance between collinear indents is used to evaluate different states of residual stress, which were generated in samples of AA 6082-T6 and AA 7075-T6 aluminium alloys milled at high speed. One of the advantages of this method, which needs a universal measuring machine, is not requiring neither the use of specific equipment nor highly skilled operators. Also, by integrating an indentation device to the mentioned machine, the absolute error of measurement can be reduced. In results obtained in samples subjected to different cutting conditions it is observed a correlation between the stress values and the depth of cut, showing the AA 6082-T6 alloy higher susceptibility to be stressed. Furthermore, the high sensitivity of the method allowed detecting very small differences in the values reached by different normal components in the zones corresponding to climb and conventional cutting. It is important to note that these differences were similar for both evaluated alloys. Finally, the directions associated with the principal components of residual stress, where maximum local plastic stretching occurs, were found to be strongly dependent on the rolling direction prior to machining.

大倾角煤层开采顶板主应力方向分布特征及力学分析

为了分析大倾角煤层开采顶板最大主应力方向旋转对顶板变形破坏的影响,以新疆焦煤集团2130矿25221工作面为背景,采用物理相似模拟实验、FLAC^(3D)数值模拟方法对大倾角煤层开采过程中顶板破坏及岩层结构演化特征、最大主应力方向等值线分布及其对顶板破坏影响进行分析,在此基础上建立顶板力学模型,讨论了顶板挠度分布特征。结果表明:随工作面推进,顶板破坏包络线上方承载拱拱体范围逐渐增大,拱顶逐渐向岩层中上部延伸;顶板的最大主应力方向等值线分布形态由“m”逐渐向“n”型演化(采空区中、上部区域顶板最大主应力方向偏转程度较大),在主应力方向偏转和最优扩展裂隙角协同作用下,促使顶板中上部发生破坏并逐步向高位岩层迁移;建立顶板力学模型,通过Python编程将顶板数据代入计算可得,在顶板岩层倾向4/5处出现挠度峰值。

冲击荷载作用下非饱和场地的三维应力响应

由于具有明显的瞬时性和突变性,冲击荷载作用下非饱和土的应力变化特征与静力荷载和常规动力荷载显著不同。为研究冲击荷载作用下的空间应力状态,采用三维应力测试技术对某非饱和土路基进行了原位测试。三维土压力盒分别设置在地面以下0.3 m和0.6 m处,在埋点地面投影处施加连续竖向冲击荷载,实时采集应力测试数据,并利用应力变换方法得到了相应的三维应力、主应力和主方向演变过程。在此基础上,与现有一维应力测试方法和成果进行比较,进一步阐述了三维应力测试的合理性和科学性。测试数据表明,在冲击荷载作用下冲击方向(即z轴方向)上的应力分量瞬时增长明显且其增量为正值,而y方向上的正应力增量为负值。主应力方向角α、β和γ在冲击过程中发生明显偏转,α变化范围在90。以内,而β和γ由初始值快速减小至其补角,且3个方向角在一次冲击持续时间内发生多次往复变化。该研究成果对深入认识冲击荷载作用下非饱和土的应力反应和演变过程具有理论意义,可为地震或其他冲击荷载作用下的本构模型、工程设计与施工研究提供参考。

汶川M_S8.0地震断层映秀—南坝段的活动方式、形变特征及其形成机制

通过对2008年5月12日发生的汶川8.0级地震的发震构造——中央断裂映秀—南坝段地震地表破裂、地表形变及断裂上余震迁移等特征的详细调查和分析,结果表明:(1)自映秀至南坝,断层活动方式表现为由逆冲逐渐过渡为逆冲-右旋走滑、再到走滑分量与逆冲分量大致相当,同时断层两盘滑动伴有相对弱旋转活动;(2)在断层总体走向NE向、逆冲为主兼右旋走滑活动方式下,局部表现为走向NW向、逆冲为主兼左旋走滑活动方式;(3)地震裂缝与单侧破裂面关系,以及地表重叠缩短形变特征表明,断层活动、应变能释放是在近EW向区域构造应力及NE向局部构造应力综合作用下的结果.依据断层沿线地表裂缝产状的变化,粗略推出映秀至南坝段主应力方向由SEE向NEE方向变化,与前人使用CAP(Cut and Pasate)方法求出的主余震源机制方向基本一致.

不同主应力方向下各向异性砂土力学响应的本构模型模拟

地下水位上升可能引发饱和松散土体边坡有效球应力降低从而诱发稳定性问题。等剪应力排水路径能够模拟饱和砂土边坡内土体单元在潜水面上升时的应力条件,但目前各向异性对于这种应力路径下土的响应的影响仍不明确。采用一个各向异性砂土弹塑性本构模型对不同主应力方向下的定轴等剪应力排水试验进行模拟,分析各向异性影响规律。该本构模型考虑了组构各向异性的演化及其对塑性模量和剪胀的影响,能够反映不同主应力方向对土体力学响应的影响。模拟结果表明,该模型能够较好地模拟不同主应力方向下饱和砂土在定轴不排水剪切和定轴等剪应力不排水条件下的响应。对于定轴等剪应力不排水应力路径,非稳定态时的平均有效应力随孔隙比和加载角度的增加而增加,不同初始组构强度对于等剪应力排水试验的结果有显著的影响。

自由边界影响下定向断裂爆破裂纹尖端应力分布与扩展机理

天然岩体常含自由边界,对定向断裂爆破产生干扰。为探究自由边界对定向断裂爆破的影响,采用爆炸焦散线方法和高速摄影技术,研究了含自由边界时定向爆炸裂纹尖端的应力分布和扩展机理。自由边界的反射P/S波作用于定向爆炸裂纹,改变了裂尖应力分布,产生了“弧线形”裂纹扩展路径。定向爆炸裂纹扩展可分为3个阶段。(1)反射波作用前:裂尖受爆生气体“气楔”作用,产生Ⅰ型断裂,并沿直线扩展。(2)反射波作用时:反射P/S波均使裂尖受张拉-剪切作用,产生Ⅰ-Ⅱ复合型断裂,裂纹偏转趋向自由边界;在反射P波的作用下裂尖产生畸变焦散斑,裂尖应力由K场主导变为非K场主导,而在反射S波的作用下裂尖应力恢复为K场主导。(3)反射波作用后:裂尖在惯性作用下恢复为Ⅰ型断裂,沿直线扩展。在明确反射P/S波对定向爆炸裂纹作用的基础上,推导了自由边界影响下定向断裂爆破炮孔间距的计算公式,可为精细化定向断裂爆破提供理论参考。

岫岩M_S5.4地震前后S波分裂研究

利用辽宁数字地震台网的营口台的三分向数字化地震资料,研究了1999年岫岩MS5.4地震前后S波分裂特征。结果表明:(1)延迟时间大部分在0.9~7.2ms/km范围内,平均4.23ms/km;(2)震前快S波的优势偏振方向为N51°~88°E,平均N58.66°E;震后S波的偏振方向主要集中在N1°W^N2°E和N55°~84°E范围内,平均偏振角为近NS向和N68.13°E。NE的偏振方向与震源应力场的主压应力方向N70°E接近,由此推测1999年岫岩MS5.4地震的S波分裂是震源应力场引起的介质各向异性的结果。

基于主方向Kaiser效应的地应力测试技术

利用岩石声发射Kaiser效应测试地应力方法在地应力室内测量中得到广泛的应用。本文将岩石波速各向异性特征与主应力方向相关性引入Kaiser效应测试地应力实验中,首先利用岩石波速各向异性确定岩心最大、最小水平主应力方向,然后在水平主应力方向上钻取岩心进行Kaiser声发射实验,将该方法测量结果与小型测试压裂分析结果进行比较,测量精度满足工程需要,该方法降低了对实验岩心要求及实验工作量,具有推广价值。

基于MATLAB与Visual C++实现主应力的编程求解

基于应力张量在坐标变换下的相似性原理,论述了VC++环境下利用MATLAB计算引擎实现一点应力状态主应力及应力主方向的计算方法.