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1.
Weathering effects on the strength and deformational behaviour of crystalline rocks under uniaxial compression state 总被引：1，自引：0，他引：1
Uniaxial compression tests were performed on different categories of weathering of three lithological units: Malanjkhand granite; Nagpur basalt; and Delhi quartzite, occurring in central and northern parts of India. The deformational behaviour is studied in terms of variation in tangent modulus (Et50) and initial modulus (Ei) due to weathering. The power relationship between uniaxial compressive strength (σc) and Et50 shows strong correspondence for weathering sequence of common rock types. This relationship has been established by regression analysis and significant correlation parameter (coefficient of determination, r2=0.87) for crystalline rocks. It is shown that there is a systematic decrease in stiffness ratio, that is, ratio of tangent modulus and uniaxial compressive strength with increased weathering state. Comparison of Et50 and Ei values has shown that Et50 decreases more gradually than Ei, and reduction is more drastic for Ei values with an increased degree of weathering in all the three rock types. The mode of failure has been found to be influenced by weathering extent in rocks. A brief account is given of the intrinsic characteristics of fresh and weathered rocks and mineralogical changes produced by weathering investigated quantitatively. Correlation drawn between the petrographical and mechanical indices has shown that mechanical properties are apparently dependent on the intrinsic characteristics of weathered rocks. 相似文献
2.
An Empirical Failure Criterion for Intact Rocks 总被引：1，自引：1，他引：0
Jun Peng Guan Rong Ming Cai Xiaojiang Wang Chuangbing Zhou 《Rock Mechanics and Rock Engineering》2014,47(2):347-356
The parameter m i is an important rock property parameter required for use of the Hoek–Brown failure criterion. The conventional method for determining m i is to fit a series of triaxial compression test data. In the absence of laboratory test data, guideline charts have been provided by Hoek to estimate the m i value. In the conventional Hoek–Brown failure criterion, the m i value is a constant for a given rock. It is observed that using a constant m i may not fit the triaxial compression test data well for some rocks. In this paper, a negative exponent empirical model is proposed to express m i as a function of confinement, and this exercise leads us to a new empirical failure criterion for intact rocks. Triaxial compression test data of various rocks are used to fit parameters of this model. It is seen that the new empirical failure criterion fits the test data better than the conventional Hoek–Brown failure criterion for intact rocks. The conventional Hoek–Brown criterion fits the test data well in the high-confinement region but fails to match data well in the low-confinement and tension regions. In particular, it overestimates the uniaxial compressive strength (UCS) and the uniaxial tensile strength of rocks. On the other hand, curves fitted by the proposed empirical failure criterion match test data very well, and the estimated UCS and tensile strength agree well with test data. 相似文献
3.
红层是我国南方分布广泛的白垩纪沉积软岩，大量试验数据分析表明，反映红层工程性质的一些重要物理力学指标间存在着较好的相关性，由于岩石结构的差异，不同地区红层的相关方程差异较大。通过对试验数据进行回归分析。建立了抚州市区红层的饱和重度与饱和单轴抗压强度、饱和单轴抗压强度与割性模量、三轴抗压强度与围压之间的相关方程，分析了现有点荷载试验强度与饱和单轴抗压强度相关方程对抚州红层的不适用性，并建立了相应的相关性明显的相关方程。 相似文献
4.
不同应变率下砂岩动态强度准则的试验研究 总被引：1，自引：0，他引：1
分别利用RMT－150C和多功能分离式霍普金森压杆（SHPB）试验系统对砂岩进行了不同应变率下的单轴压缩、三轴压缩和拉伸试验。结果表明,在围压为0或围压一定的情况下,应变率低于102 s-1时,抗压强度的增加与应变率的量级呈正比;在应变率高于102 s-1时,岩石的抗压强度增加趋势与应变率的1/3次方呈正比。拉伸强度也存在类似规律。针对101～102 s-1应变率范围内缺少岩石动态强度准则这一现状,根据上述试验规律,结合Mohr-Coulomb准则、Hoek-Brown准则和Griffith准则的原理,给出了不同应变率范围内动态Mohr-Coulomb准则和动态Hoek-Brown准则的具体表达形式。研究结果表明,在低应变率情况下,动态Mohr-Coulomb准则和动态Hoek-Brown准则均适用,但Griffith准则判别结果误差很大。在高应变率情况下,动态Mohr-Coulomb准则比较适用,Griffith准则仅适用于评估高应变率单轴抗压强度和抗拉强度之间的关系。 相似文献
5.
黄土的构度指标及其试验确定方法 总被引：4，自引：4，他引：0
黄土的结构性是一个重要的物理性质指标,它与土的粒度、密度和湿度一起影响土的力学性质。依据加荷、扰动、浸水释放土结构势的方法,由土的无侧限抗压强度定义了黄土结构性的构度指标。通过多个场地不同黄土的无侧限单轴压缩试验,测试分析了不同含水率原状土、重塑土和饱和原状土的单轴压缩应力-应变曲线及无侧限抗压强度变化规律,由此得出土的构度指标的变化规律。并且,在粒度、密度、湿度相似条件下,比较分析了土的构度指标与其压缩性之间的关系。土的构度指标与粒度、密度和湿度指标一起能够合理描述土的物理力学基本性质。 相似文献
6.
软岩三轴加-卸载试验的破坏特征及抗压强度取值方法研究 总被引：1，自引：0，他引：1
软岩三轴加、卸载试验中的抗压强度参数取值是一个非常关键的问题,目前还没有比较确定的方法,通常根据经验或工程要求确定。基于此,结合一组砂质泥岩的三轴加、卸载试验进行了详细研究,试验结果表明:(1)当围压大于10 MPa时,不论是三轴加载试验还是卸载试验,砂质泥岩均表现出明显的应变硬化特性;(2)砂质泥岩在三轴压缩和三轴卸荷两种应力路径的力学响应差别明显,在卸荷条件下通常只存在一条完整的剪切破坏面,而压缩条件下岩样没有明显的控制破裂面,并且剪胀效应明显;(3)将半对数法引入到软岩三轴加、卸载试验数据分析中,可以比较方便地确定软岩三轴加、卸载试验的抗压强度;(4)基于三轴加、卸载试验过程中的应力、应变增量分析,将软岩变形破坏过程分为3个阶段:平滑阶段、规则跳跃阶段和急剧跳跃阶段,各阶段划分的意义明确,可以作为抗压强度确定时的重要参考,因此,在软岩三轴试验数据分析时,可以综合采用这两种方法。研究提出的抗压强度确定方法可操作性强,在其他软岩三轴试验数据分析中值得参考借鉴。 相似文献
7.
This paper gives an overview of the published literature on laboratory testing of the stress dependence of rock-permeability.
Additionally results of personal research on the stress dependence of the permeability of a low-porosity sandstone are presented.
Stress-dependent permeability is examined in the laboratory under different stress fields and stress paths, depending on the
intended application of the research. The most commonly applied stress paths are hydrostatic compression, triaxial compression,
uniaxial strain conditions, and testing under a constant stress path. The published results of several studies on different
rock types under one or more of the mentioned stress conditions are described and compared.
A general trend of permeability evolution under hydrostatic and triaxial conditions can be established for sandstones and
some crystalline rocks such as granite or rocksalt. For uniaxial strain tests and stress path tests the published results
are limited to a few rock types (mainly sandstones). Therefore, a general conclusion for the stress dependence of permeability
under these conditions is not possible.
Electronic Publication 相似文献
8.
基于P-R相关性研究的岩石地基承载力优化取值 总被引：1，自引：0，他引：1
岩石地基承载力是建筑工程中一个重要的力学指标,大多数建筑工程主要依据岩石饱和单轴抗压强度的标准值R确定,重要建筑工程还需要通过岩体载荷试验的承载力特征值P确定,那么两种方法必然存在一定的相关性。实践经验表明,用R确定承载力的方法简单易行,但R代表的是岩石材料的特性,与工程岩体的情况有显然的不同,而原位载荷试验是在半无限条件下进行的,与工程实际条件更为接近,因此,用P确定地基承载力比用R要合理。在总结多达43点的岩体载荷试验及对应部位至少3组的单轴抗压强度对比试验成果与收集248组重庆地区岩石的三轴强度试验成果的基础上,建立了P-R相关关系及围压条件下的强度特征。通过揭示它们之间的相关性,提出采用岩石饱和单轴抗压强度标准值的1.5倍作为地基承载力特征值的重要结论,为岩石地基承载力优化取值提供了重要依据。 相似文献
9.
不同温度下冻土单轴抗压强度与电阻率关系研究 总被引：1，自引：1，他引：0
为了研究青藏铁路路基在载荷下的力学行为,探索新型手段快速准确地估计冻土的单轴抗压强度参数,采用北麓河粉质黏土在室内进行了不同温度的冻土单轴压缩试验,并全过程监测土样电阻率的变化,得到了冻土的应力-应变-电阻率全过程曲线。试验结果表明,在干密度 1.71 g/cm3且含水率 17.83 %下,冻土的单轴抗压强度随温度降低而线性增加;初始电阻率 随温度降低逐渐增大,从-20℃对温度的敏感性开始显著增强;冻土单轴抗压强度与初始电阻率之间满足半对数线性关系,相关性很好,因此测定初始电阻率可准确估算冻土的 。从应力-应变-电阻率全过程曲线来看,冻土在单轴载荷作用下经历的压密、弹性变形、塑性屈服、破裂后各阶段对应电阻率变化趋势是快速减小至最小、稳定增加、剧烈增加,这种关联的变化关系也说明用电阻率法来研究冻土强度及载荷下的变形问题是可行的。 相似文献
10.
Xu Dong-jun 《岩土力学》1982,3(1):13-25
The mechanical properties of weak porous sandstone with uniaxial compressive strength of about 300kg/cm2 , porosity as high as 27% and bulk density 1.85 g/cm3 , were investigated experimentally by using Mogil’s true triaxial compressive apparatus. The properties of deformation and failure, in the whole process from brittleness to ductility, were observed by bringing confining pressure up to 500 kg/cm2 under room temperature . The intermediate principal stress was successfully brought up from the lowest limit. σ2=σ3 to the highest limit , σ2=σ1 under constant confining pressure, 50 and 100 kg/cm2 respectively. The whole process that the strength increases gradually to a maximum and then decreases gradually with increasing of intermediate principal stress under constant σ3 was observed . Failure and flow were effecfed not due to volume dilatancy but rather du to compression of volume under constant confining stress of 100 kg/cm 2 and a general triaxial stress state of σ3 =100 kg/cm2 , σ2=295kg/cm2 . For hard rocks , this behavior can be observed possibly only under higher temperatures and pressures. The experimental result shows that the ductility and coefficient of strain hardening are increased in proportion to the intermediate stress σ2 under constant σ3 . This is different from the behavior of hard rocks. 相似文献
11.
高孔隙性软弱砂岩在一般三轴应力状态下的力学特性 总被引：4，自引：1，他引：3
本文作者利用茂木清夫教授的岩石真三轴压缩仪,研究了抗压强度为300公斤/匣米2左右,孔隙度高选27%,容重仅为1.85克/厘米3的高孔隙性软弱砂岩的力学特性.在室温下,把围压加到500公斤/厘米2,就观测到变形和破坏特性,从脆性过渡到韧性的全过程.同时,分别在50和100公斤/厘米2的恒定围压下,成功地把中间主应力σ2从σ2=σ3的下限加到σ2=σ1的上限,观测到强度随中间主应力的增长而连渐增加到最大值后又逐渐下降的全过程;在100公斤/厘米2的恒定围压下以及σ3=100,σ2=295公斤/厘米2的一般三轴应力状态下。 相似文献
12.
Summary The relationship of the point load test with uniaxial compressive strength was examined using quartzite rocks to substantiate the existing correlations. 相似文献
13.
不同应力状态下软黏土蠕变特性试验研究 总被引：1，自引：0，他引：1
土的蠕变性质受到许多因素的影响,在不同的应力条件下土会呈现出不同的性状。天津滨海吹填软土同样具有一般软土的蠕变特性,以其为研究对象,利用土体三轴流变试验机进行了三轴不固结不排水蠕变试验和单轴压缩蠕变试验,并选取了10个时间节点取样进行微型十字板剪切试验,研究抗剪强度变化规律。试验结果表明,单轴压缩蠕变和三轴蠕变历时曲线都具有非线性的特征,随应力水平的提高,单轴压缩蠕变的应力-应变等时曲线向应力轴靠拢,三轴蠕变的应力-应变等时曲线向应变轴靠拢;线性蠕变变形的情况下黏滞系数主要与时间有关,非线性的情况下与时间和应力水平都相关;在三轴蠕变状态下压缩模量随时间增长而减小,长期强度随时间先降低再趋于稳定;单轴压缩时压缩模量随时间增长而提高,长期强度随时间先增长后稳定。最后经过推导得出了不同应力状态下的长期强度随时间、偏应力的函数关系式。 相似文献
14.
15.
为了探究不同加载方式下煤岩体孔隙周围的应力分布规律,通过CT三维重建技术构建含有不同孔隙形状的煤岩体骨架模型,并利用ABAQUS软件进行单轴、三轴压缩实验模拟。结果表明,球状孔隙结构在单轴压缩条件下,上下区域表现为拉应力集中,左右区域表现为压应力集中。不同倾角的椭球状孔隙结构其长短轴区域的应力集中类型不同。单轴压缩过程中,轴向加载速度影响球状孔隙周围的Mises应力峰值和σ1应力的变化;三轴压缩过程中,孔隙结构依然经历了压密、弹性、塑性和破坏4个阶段,较低的围压条件使得弹性阶段“应力-应变”曲线与“应力-时间”曲线高度重合。从微观角度为煤岩体力学研究提供了一种新的方法和思路。 相似文献
16.
Based on experimental data, this paper presents an empirical strength criterion for jet grouted soilcrete. Cylindrical specimens drilled from construction sites were tested to investigate the strength characteristics of soilcrete. Experiments conducted include the uniaxial compression test, Brazilian test and the triaxial compression test. It was found that soilcrete density increases with increasing depth. The uniaxial compressive strengths obtained were significantly greater than the design values suggested by the JSG Association of Japan. Experimental Poisson's ratios varied from 0.12 to 0.22, which are closer to that for concrete than that for native soil. Based on test results, a parabolic-type empirical criterionτff = N·σff + To)M is proposed to describe the strength behaviour of soilcrete under low and tensile stress regions. 相似文献
17.
Determination of unconfined compressive strength and Young's modulus of porous materials by indentation tests 总被引：1，自引：0，他引：1
The formation of a compacted zone under the indenter seems to be the major factor controlling the indentation process in porous rocks. In the case of very porous materials, where the pore structure fails and deformation (by structural collapse) proceeds with almost no increase in the applied load and with very limited damage to the surrounding material, no chipping is observed. The extent of the compacted zone is controlled by the porosity of the material and by the strength of its porous structure. This paper presents an interpretation model developed by the authors to obtain the uniaxial compressive strength of porous materials from the results of indentation tests. It is based on the model proposed by Wilson et al. (Int. J. Mech. Sci., 17, 1975, 457) for the interpretation of indentation tests on compressible foams and on an estimation by the authors of the extent of the compacted zone under the indenter. The results of indentation tests can also be used to obtain the Young's modulus of the material with a model proposed by Gill et al. (Proceedings of the 13th Canadian Symposium on Rock Mechanics, 1980, 1103). Uniaxial compression and indentation tests have been performed on artificial porous materials showing porosities varying between 44 and 68%. The uniaxial compressive strength values obtained from both types of test show a very good agreement. For the Young's modulus, the values obtained from the two types of test are different but the variation of the moduli with porosity is the same. Finally, a parameter called permanent penetration modulus is proposed as a means of characterizing the uniaxial compressive strength of porous materials. 相似文献
18.
Rock mechanical behaviors and deformation characteristics are associated with stress history and loading path. Unloading conditions occur during the formation of a salt cavity as a result of washing techniques. Such conditions require an improved understanding of the mechanical and deformation behaviors of rock salt. In our study, rock salt dilatancy behaviors under triaxial unloading confining pressure tests were analyzed and compared with those from conventional uniaxial and triaxial compression tests. The volume deformation of rock salt under unloading was more than under triaxial loading, but less than under uniaxial loading (with the same deviatoric stress). Generally, under the same axial compression, the corresponding dilatancy rate decreased as the confining compression increased, and under the same confining compression, the corresponding dilatancy rate increased as the axial compression increased. The dilatancy boundary of the unloading confining pressure test began with unloading. This is different from the dilatancy of the uniaxial and triaxial compression tests. The accelerated dilatancy point boundary stress value was affected by confining and axial compressions. The specimens entered into a creep state after unloading. The associated creep rate depends on the deviatoric stress and confining compression values at the end of the unloading process. Based on unloading theory and the experimental data, we propose a constitutive model of rock salt damage. Our model reflects the dilatancy progression at constant axial stress and reduced lateral confinement. 相似文献
19.
20.
Geomechanical characterisation of rock masses in Alpine regions: the Basque Arc (Basque-Cantabrian basin, Northern Spain) 总被引：1，自引：0，他引：1
Toms Morales Gorka Uribe-Etxebarria Jesús A. Uriarte Iigo Fernndez de Valderrama 《Engineering Geology》2004,71(3-4):343-362
The geomechanical characterisation of rock masses in Alpine regions is one of the main challenges currently facing rock mechanics. These rock masses, made up of very different materials and frequently tectonically disturbed, are affected by engineering works, giving rise to potentially important problems. Thus, in the Basque Country, these materials are at the cause of important fatalities occurring in recent years. In this context, we aim at characterising these materials with the ultimate purpose of predicting their behaviour. The characterisation is initially approached based on the GSI, mi and σci parameters, following the Hoek-Brown failure criterion. This information is supplemented with field and laboratory measurements, and by obtaining the RQD and RMR indices. Using the information obtained from 99 metering stations, we develop a graphic classification procedure, which allows us to distinguish materials based on their characteristics, behaviour, type and degree of associated problems, and type and effectiveness of solutions provided. Eight classes of material are established. 相似文献