平台巴西劈裂试验确定岩石抗拉强度的理论分析

为了完善平台巴西劈裂试验测定岩石抗拉强度的理论基础,基于二维弹性理论,建立对弦载荷下的平台巴西劈裂力学模型,采用应力场叠加法求得圆盘内的应力近似解析解。该应力理论解与有限元数值解一致,证明理论求解的合理性。在此基础上,对比研究了平台加载角对圆盘内应力大小及应力集中程度的影响,其结果表明：平台加载角越大,圆盘加载处的应力集中程度和压拉应力比都急剧降低,而圆盘内的拉应力值和拉伸区却只有一定程度减小;过大或过小的平台加载角都不利于平台巴西试样发生中心拉伸劈裂破坏,其最优平台加载角在20°~30°之间。最后,依据Griffith强度破坏准则,推得岩石抗拉强度的理论计算公式,其结果与已有抗拉强度经验公式及试验所得抗拉强度相符较好。     

平台巴西圆盘研究综述及三维启裂点研究

总结了对平台巴西劈裂试验平台中心角的研究,归纳总结了抗拉强度计算公式的修正系数k。通过建立两种平台角的三维有限元模型探究试样内应力分布状态,通过对受压直径所在平面及过平台末端的竖直平面的受力分析,发现Griffith等效应力分布规律会随平台角的改变而改变,且在两种平台角下等效应力最大值均出现在平台边缘处。结合三维离散元方法模拟试验中裂纹开展过程,发现微裂纹最早集中于平台末端,但随着荷载的增加致使试样破裂的裂纹起始于试样中部。有限元的力学分析与离散元的破裂过程模拟可很好地相互印证。通过与试验现象对比发现,加工精度对裂纹模式有着重要影响,为保证由平台巴西劈裂试验测量岩石抗拉强度的有效性,在试样与试验机之间垫入垫片是较为可行的方法。     

平台巴西圆盘研究综述及三维启裂点研究

总结了对平台巴西劈裂试验平台中心角的研究,归纳总结了抗拉强度计算公式的修正系数k。通过建立两种平台角的三维有限元模型探究试样内应力分布状态,通过对受压直径所在平面及过平台末端的竖直平面的受力分析,发现Griffith等效应力分布规律会随平台角的改变而改变,且在两种平台角下等效应力最大值均出现在平台边缘处。结合三维离散元方法模拟试验中裂纹开展过程,发现微裂纹最早集中于平台末端,但随着荷载的增加致使试样破裂的裂纹起始于试样中部。有限元的力学分析与离散元的破裂过程模拟可很好的相互印证。通过与试验现象对比发现加工精度对裂纹模式有着重要影响,为保证由平台巴西劈裂试验测量岩石抗拉强度的有效性,在试样与试验机之间垫入垫片为较为可行的方法。     

平台巴西圆盘研究综述及三维启裂点研究

总结了对平台巴西劈裂试验平台中心角的研究,归纳总结了抗拉强度计算公式的修正系数k。通过建立两种平台角的三维有限元模型探究试样内应力分布状态,通过对受压直径所在平面及过平台末端的竖直平面的受力分析,发现Griffith等效应力分布规律会随平台角的改变而改变,且在两种平台角下等效应力最大值均出现在平台边缘处。结合三维离散元方法模拟试验中裂纹开展过程,发现微裂纹最早集中于平台末端,但随着荷载的增加致使试样破裂的裂纹起始于试样中部。有限元的力学分析与离散元的破裂过程模拟可很好的相互印证。通过与试验现象对比发现加工精度对裂纹模式有着重要影响,为保证由平台巴西劈裂试验测量岩石抗拉强度的有效性,在试样与试验机之间垫入垫片为较为可行的方法。     

巴西劈裂法在层状岩体抗拉强度测试中的分析与讨论EI北大核心CSCD

为分析巴西圆盘劈裂法在层状岩体抗拉强度试验中的适用性,在以往层状岩体巴西圆盘劈裂试验成果分析基础上,选取层理砂岩为试验对象,设计并进行了考虑不同层理角度的砂岩巴西圆盘劈裂试验。分析结果表明,(1)层状岩体抗拉强度的各向异性特点非常明显,层理角度对各种层状岩体的劈裂抗拉强度的影响规律是基本类似的,只是影响程度不一样;(2)不同层理角度圆盘试样的破裂面形状差别较大,其破坏模式可以归纳为直线型、折线型和弧形型;(3)当层理角度0°<β<90°时,破裂面的发展规律不能严格满足巴西圆盘劈裂试验力学理论模型的假定,采用式(1)计算得到的劈裂抗拉强度只能是一个近似的值;(4)当圆盘试样加载线两侧的岩石材料、层理结构对称分布时,加载时圆盘内的应力分布可以较好地满足其理论计算模型,其试验结果比较准确。研究成果可为层状岩体抗拉强度的准确测定提供较好的参考。     

巴西劈裂法在层状岩体抗拉强度测试中的分析与讨论

为分析巴西圆盘劈裂法在层状岩体抗拉强度试验中的适用性,在以往层状岩体巴西圆盘劈裂试验成果分析基础上,选取层理砂岩为试验对象,设计并进行了考虑不同层理角度的砂岩巴西圆盘劈裂试验。分析结果表明,（1）层状岩体抗拉强度的各向异性特点非常明显,层理角度对各种层状岩体的劈裂抗拉强度的影响规律是基本类似的,只是影响程度不一样;（2）不同层理角度圆盘试样的破裂面形状差别较大,其破坏模式可以归纳为直线型、折线型和弧形型;（3）当层理角度0°＜β＜90°时,破裂面的发展规律不能严格满足巴西圆盘劈裂试验力学理论模型的假定,采用式（1）计算得到的劈裂抗拉强度只能是一个近似的值;（4）当圆盘试样加载线两侧的岩石材料、层理结构对称分布时,加载时圆盘内的应力分布可以较好地满足其理论计算模型,其试验结果比较准确。研究成果可为层状岩体抗拉强度的准确测定提供较好的参考。     

岩石材料抗拉强度与劈裂节理面形貌的加载速率效应研究

为研究岩石材料抗拉强度与劈裂节理面形貌的加载速率效应,使用花岗岩、玄武岩和灰岩3种岩石试样进行不同加载速率下的巴西劈裂试验,研究了岩石材料抗拉强度的加载速率效应。基于三维扫描建立劈裂节理面数字地形,定性地研究了加载速率对劈裂节理面破坏形貌的影响。随后通过3种岩样劈裂节理面粗糙度指标的计算,定量地研究了粗糙度与加载速率和抗拉强度的关系。研究结果表明:岩石抗拉强度随加载速率的增加而增大,在双对数坐标系下,两者表现出较好的线性相关性,根据3种岩石材料劈裂节理面的表面形态,从粗糙度定性和定量结合评价的角度,对比得出加载速率和抗拉强度对试样劈裂节理面粗糙度具有显著影响,岩石的加载速率越大,抗拉强度越大,劈裂节理面粗糙度也随之越大。该研究结果为节理面形貌指标与力学参数的关系研究提供一定参考。     

基于数字图像技术的岩土材料有限元-离散元分析

将数字图像技术与Munjiza提出的有限元法-离散元法（FDEM）耦合分析方法结合,研制了可表征岩石真实非均质性的FDEM分析系统,为从细观角度对岩体进行建模以及研究岩体的破裂机制提供了新途径。该系统借助数字图像技术从岩石断面的图像获取岩石材料的真实细观结构,借助成熟的网格剖分技术,将其映射到FDEM计算网格中,从而克服了原有FDEM在考虑材料非均质性所存在的不足。利用该系统,进行了巴西圆盘劈裂试验的数值模拟,再现了花岗岩在荷载作用下的真实破裂过程。数值模拟结果表明,考虑非均质性的岩样应力分布呈现出非对称性,岩石的细观结构对岩石中裂纹的扩展及应力分布有重要影响。     

粘性土试样高度对抗拉强度的影响

针对粘性土抗拉强度测试问题,本文设计改装了土样拉伸试验仪,可完成单轴拉伸、巴西劈裂和轴向压裂三种抗拉强度试验。通过不同方法测定土体的抗拉强度,研究了试样高度对各方法强度测量值的影响及其规律。试验结果表明,试样高度对轴向压裂试验测试结果的影响最大,对巴西劈裂试验测试结果影响很小,几乎不影响单轴拉伸试验测试结果。轴向压裂试验中,抗拉强度测试值随试样高度h增大而减小,随衬垫直径增大而增大。巴西劈裂试验中,试样抗拉强度测试值随试样高度增大略有增大。     

三维梁-颗粒模型在岩石材料破坏模拟中的应用

用三维梁-颗粒模型BPM3D(beam-particlemodelinthreedimensions)对岩石类非均质脆性材料的力学性质和破坏过程进行了数值模拟。梁-颗粒模型是在离散单元法基础上,结合有限单元法中的网格模型提出的用于模拟岩石类材料损伤破坏过程的数值模型。在模型中,材料在细观层次上被离散为颗粒单元集合体,相邻颗粒单元由有限单元法中的弹脆性梁单元联结。梁单元的力学性质均按韦伯(Weibull)分布随机赋值,以模拟岩石类材料力学参数的空间变异性。材料内部裂纹通过断开梁单元来模拟。通过自动生成的非均质材料模型对岩石类材料的破坏机理进行研究。岩石类非均质脆性材料在单轴压缩状态下破坏过程细观数值模拟结果显示,岩石材料宏观破坏是由于其内部细观裂纹产生、扩展、贯通的结果。通过数值模拟结果之间的对比分析,揭示出岩石试样宏观破坏模式随细观层次上韦伯分布参数的变化而不同。与实际矿柱破坏形态的对比分析表明了模型的适用性。根据数值模拟结果对岩石类非均质材料的破坏机理进行了探讨。     

运用水压破裂法测试岩石的抗拉强度

劈裂法受试验条件的影响很难得出理想的结果,而水压破裂试验有试件受力载荷不受人为因素干扰的优点,测得的抗拉强度具有较高的可信度,并且在工程实际中有广泛的用途。本文在研究水压破裂法测试岩石抗拉强度的方法及原理的基础上,用统计断裂力学整理试验结果,并与巴西法作了比较。试验表明,用威布尔二参数模型的统计断裂力学方法研究岩石抗拉强度是可行的,并具有良好的线性关系。     

Tensile strength and its anisotropy measured by point and line-loading of sandstone

Tensile fracture is an ubiquitous feature of rock failure ranging in size from microfracture around Griffith cracks to the large-scale explosive failure accompanying rock bursts in underground cavities. Hence the resistance of rock to failure in tension, the tensile strength, is one of the fundamental parameters of rock strength. The tensile strength of rock is, however, a most elusive parameter which is difficult to measure and to define.

The tensile strength, and its variation with direction, was determined by the pointloading and the line-loading (Brazilian test) methods for nine rocks from five sandstone formations in New Brunswick, Canada. Altogether 319 double point-load and 357 line-load tests were conducted on discs having a diameter of 22.9 mm and thickness of 7.9 mm.

The tensile strength determined by the point-load test and as calculated by the Frocht formula was found to be consistently lower than that obtained by the line-loading technique. To some extent, the difference is due to the fact that most of the sandstones are anisotropic with respect to tensile strength and that the constraints in the point-load test are such that fracture occurs along the plane of minimum tensile strength; the computed tensile strength therefore represents a minimum value. To a greater extent, the lower tensile strength calculated from the point-load test is due to the difference in the states of stress induced by the two techniques. When correction is made for the anisotropy, the tensile strength from the Brazilian test is still 3.76 times larger than the one obtained from the point-load test.

The Brazilian test seems to yield a more accurate definition of both the tensile strength and its variation with direction. The point-load test is more suitable for the determination of the minimum value of tensile strength and the direction of the preferred fracture plane.     

Experimental Study on the Validity and Rationality of Four Brazilian Disc Tests

The validity and rationality of the Brazilian disc test have attracted much attention since it was proposed. To verify the validity of four Brazilian disc tests, red sandstone and yellow rust granite were employed. In these experiments, uniaxial tensile tests and four Brazilian disc tests were performed. Meanwhile, the typical location of the Brazilian discs was arranged with gages to detect the crack initiation location. By analyzing the rationality of the four Brazilian disc tests from two aspects, the crack initiation location and the difference between indirect tensile strength and direct tensile strength, it was found that the Brazilian disc tests without cushion and the Brazilian disc tests with two small-diameter steer rods are suitable for determining the indirect tensile strength of rock materials. However, the Brazilian disc tests with arc loading jaws should be carefully adopted to measure the indirect tensile strength due to their overestimation of the indirect tensile strength. Additionally, flattened Brazilian disc tests were found to be not suitable for measuring the indirect tensile strength of rock materials.     

Tensile strength of large-scale incipient rock joints: a laboratory investigation

In this paper, a testing methodology was developed in the laboratory to measure the tensile strength of large-scale incipient rock joints. In the test, an expansive grout was used to develop the tensile force. Each test comprises two phases: Phase i test and Phase ii test. The Phase i test identified sample failure time, while the Phase ii test measured the corresponding tensile force arising from the expansive grout. Ostensibly homogeneous rock samples without incipient joints were firstly tested to establish the methodology. Tensile strength of block samples containing incipient rock joints was then measured using the established testing scheme. The test results have been compared with those obtained from conventional Brazilian and uniaxial tension tests as suggested by ISRM. The proposed approach is capable of giving a measure of tensile strength of large-scale incipient rock joints, although somewhat smaller strength than that from the standard approaches was occasionally measured in the preliminary tests on ostensibly homogeneous samples. Effects of stress concentration, sample scale, loading rate and expansive tensile force on the testing results were discussed. Furthermore, this simple and practical testing scheme is proposed for the measurement of the in situ tensile strength of rock and incipient discontinuities in the field, which if successful will provide a more scientific guidance on the rock mass classification and engineering design.     

温度和含水状态对岩石劈裂强度影响的试验研究

岩土类材料的强度强烈依赖于含水率和温度条件.以兰州兰山砂岩为研究对象,分别进行了不同温度（+20℃、-5℃、-10℃）和不同含水率（干燥、天然含水率和饱和状态）条件下岩石的巴西圆盘劈裂试验.试验结果表明,常温下,岩石抗拉强度随含水率增加而急剧减小,试样饱和时软化、崩解,丧失承载能力;在不同负温条件下,天然含水状态的试样抗拉强度最大,干燥状态下最小;在-10~+20℃范围内,干燥岩石强度随温度升高,抗拉强度增大,含水岩石均是随温度升高,抗拉强度减小,但饱和岩石在-5℃时抗拉强度最大.含水率和温度对岩样强度的影响存在临界值,超过临界值,岩样强度随上述因素反向变化.试验结论为岩土类材料劈裂强度的标准化测试及其工程应用提供了重要的基础数据参考.     

Direct Tensile Tests of Red Sandstone Under Different Loading Rates with the Self-developed Centering Device

To study the tensile strength of rock under different loading rates, direct tensile test is the most accurate method. However, the eccentric tension in the process of rock direct tensile test has a significant influence on the test results. In this paper, firstly, a self-developed centering device for rock direct tensile test is introduced, which can effectively eliminate the eccentric tension in the process of rock direct tensile test. Then, with the aid of the self-developed centering device, the direct tensile tests of red sandstone under the loading rates of 0.001 mm/s, 0.01 mm/s and 0.1 mm/s are successfully carried out. After tests, both the macro failure characteristics and the scanning electron microscope micrograph show that the fracture pattern of the rock is caused by pure tensile loading. The stress-strain curves of the direct tensile test of the red sandstone show that the process of the direct tensile test can be roughly divided into four stages. With the increase of loading rate, both of the tensile strength and the peak tensile strain of the rock increase obviously. The direct tensile test of the red sandstone shows obvious loading rate effect.

     

铁岭组中风化柱状叠层石灰岩强度确定概率方法

研究区大量分布中风化柱状叠层石灰岩, 岩石强度具有很强的变异性和区域性, 而岩石强度是影响边坡稳定的重要因素。要进行边坡稳定性评价, 就需要对研究区现场试验数据作为随机变量进行概率统计分析, 获取可靠的岩石强度指标。本文通过对研究区内中风化柱状叠层石灰岩( t23 ) 现场点荷载实验数据进行统计分析, 利用x2 检验进行拟和, 得到岩石强度的概率密度函数和概率分布形式, 抗压强度和抗拉强度均服从对数正态分布。在此基础上, 结合相近岩性岩石强度的拟和结果, 建立区内中风化柱状叠层石灰岩点荷载试验强度概率分布函数。运用Bayes估计推断区域内中风化柱状叠层石灰岩岩石点荷载强度, 得到岩石抗压强度预测值为72. 42 MPa, 抗拉强度预测值为2. 29 MPa, 相对误差较小, 样本信任度达到70%以上。该方法对于岩石强度估计是有效的, 由该方法所得到的估计值对研究区边坡稳定性评价以及后期边坡治理都具有重要的实践意义。     

Correlation of TBM and drilling machine performances with rock brittleness

The correlations between three different methods of measuring brittleness and both drillability and borability were statistically investigated using the raw data obtained from the experimental works of different researchers.

Strong exponential relationships between the penetration rates of tunnel boring machine (TBM) and the brittleness of B₁ (the ratio of compressive strength to tensile strength) and B₂ (the ratio of compressive strength minus tensile strength to compressive strength plus tensile strength) were found. There is no correlation between the penetration rates of the diamond drilling tool and the brittleness values. Strong exponential correlations exist between the penetration rates of rotary drills and the brittleness of B₁ and B₂. However, no correlation between the penetration rate of rotary drills and the brittleness of B₃ (the product of percentage of fines in impact strength test and compressive strength) was found. The penetration rate of percussive drills does not exhibit a correlation with the brittleness of B₁ and B₂, but the penetration rate of percussive drills is strongly correlated with the brittleness of B₃.

It was concluded that each method of measuring brittleness has its usage in rock excavation depending on practical utility.     

Indirect tensile test assessments for rock materials using 3-D disc-type specimens

Indirect test methods are usually the preferred approach for determining the tensile strength of brittle and quasi-brittle materials such as ceramics, rocks, and concrete. In this paper, the tensile strength of a rock material (Iranian Harsin marble) was obtained indirectly by means of two disc type samples. The test samples were the well-known Brazilian disc and semi-disc specimen under three-point bend loading. Since the existing formula for determining the indirect tensile strength is based on 2-D stress assumption which ignores the effects of specimen thickness, a general 3-D tensile strength formulation was derived for each sample by employing finite element analysis. A series of tensile strength tests were conducted on Harsin white marble using disc and semi-disc specimens with different thicknesses in parallel to finite element analysis. The test results using 3-D formulation showed that the tensile strength of the tested marble depends on the thickness/diameter ratio of the specimen and generally decreases from 11.5 to 7 MPa on increasing the thickness of test samples. The average values of tensile strength were about 8.8 MPa for the Brazilian disc specimen and 9.8 MPa for the semi-disc specimen. The good agreement existing between the results of the two specimens suggests that the semi-disc specimen can also be used for determining the rock tensile strength in addition to using the conventional Brazilian test.