1.1 这四种试验方法涵盖了单轴和三轴压缩下完整岩芯试样强度的测定。方法A和B确定不同压力下的三轴抗压强度，方法C和D确定无侧限单轴强度。 1.2 方法A和B可用于确定内摩擦角、抗剪角和内聚截距。 1.3 方法B和D规定了用于确定应力-轴向应变和应力-横向应变曲线以及杨氏模量的设备、仪器和程序， E ，以及泊松比，υ。这些方法未对孔隙压力测量做出规定，且试样未排水（压板未通风）。因此，所确定的强度值是以总应力为单位的，而不是针对孔隙压力进行校正。 这些试验方法不包括获得超过极限强度的应力-应变曲线所需的程序。 1.4 选项A允许在不同温度下进行测试，如果需要，可以应用于任何测试方法。 1.5 本标准取代并合并了以下标准试验方法: 2664英镑 未经孔隙压力测量的未排水岩芯样品的三轴抗压强度； 第5407页 非排水岩芯试件在无孔隙压力测量的情况下的三轴压缩弹性模量； 1938年2月 完整岩芯样品的无侧限抗压强度；和 第34148页 单轴压缩下完整岩芯试样的弹性模量。原来的四个标准在本标准中称为方法。 1.5.1 方法A- 未经孔隙压力测量的未排水岩芯试样的三轴抗压强度。 1.5.1.1 方法A只需要进行强度测定。不需要应变测量和应力-应变曲线。 1.5.2 方法B- 未经孔隙压力测量的三轴压缩中未排水岩芯试样的弹性模量。 1.5.3 方法C- 完整岩芯试样的单轴抗压强度。 1.5.3.1 方法C只需要进行强度测定。不需要应变测量和应力-应变曲线。 1.5.4 方法D- 单轴压缩下完整岩芯试样的弹性模量。 1.5.5 选项A:温度变化- 适用于任何方法，并允许在高于或低于室温的温度下进行测试。 1.6 对于试验方法B和D中的各向同性材料，剪切模量和体积模量以及杨氏模量和泊松比之间的关系为: 其中: G = 剪切模量， K = 体积模量， E = 杨氏模量，以及 υ = 泊松比。 1.6.1 这些方程的工程适用性随着岩石各向异性的增加而降低。最好在叶理、解理或层理平面内，并与之成直角进行测试，以确定各向异性的程度。值得注意的是，如果两个正交方向上的弹性模量之差大于10，则为各向同性材料开发的方程只能给出近似的计算结果 % 对于给定的应力水平。 注1: 用声波法测量的弹性模量（试验方法 845年2月 )可以经常用作各向异性的初步测量。 1.7 用于确定弹性常数的试验方法B和D不适用于在试验过程中经历显著非弹性应变的岩石，如钾盐和盐。此类岩石的弹性模量应根据卸载情况确定- 这些试验方法未涵盖的重新加载循环。 1.8 以国际单位制表示的数值应视为标准。本标准中不包括其他计量单位。以SI以外的单位报告试验结果不应被视为不符合本试验方法。 1.9 所有观测值和计算值应符合实践中制定的有效数字和四舍五入指南 D6026型 。 1.9.1 本标准中用于规定如何收集/记录或计算数据的程序被视为行业标准。此外，它们代表了通常应保留的有效数字。所使用的程序不考虑材料变化、获取数据的目的、特殊目的研究或用户目标的任何考虑；并且通常的做法是增加或减少报告数据的有效数字以与这些考虑相称。 考虑工程设计分析方法中使用的有效数字超出了本标准的范围。 1.10 本标准并非旨在解决与其使用相关的所有安全问题（如有）。本标准的使用者有责任在使用前制定适当的安全、健康和环境实践，并确定监管限制的适用性。 1.11 本国际标准是根据世界贸易组织技术性贸易壁垒委员会发布的《关于制定国际标准、指南和建议的原则的决定》中确立的国际公认的标准化原则制定的。 ====意义和用途====== 5.1 从方法A和B中获得的参数是不排水总应力。 然而，在某些情况下，所考虑问题的岩石类型或荷载条件需要确定有效应力或排水参数。 5.2 方法C，岩石的单轴抗压强度在许多设计公式中都被使用，有时也被用作选择适当开挖技术的指标。众所周知，岩石的变形和强度是围压的函数。方法A，三轴压缩试验，通常用于模拟大多数地下岩体存在的应力条件。弹性常数（方法B和D）用于计算岩石结构中的应力和变形。 5.3 实验室测量的岩芯变形和强度特性通常不能准确反映大规模 就地 性质，因为后者受到节理、断层、不均匀性、薄弱面和其他因素的强烈影响。 因此，在工程应用中，应采用完整试样的实验室值并进行适当判断。 注2: 本标准产生的结果的质量取决于执行该标准的人员的能力以及所用设备和设施的适用性。符合实践标准的机构 第3740页 通常被认为能够胜任和客观的测试。本标准的使用者应注意遵守实践 第3740页 其本身不能确保可靠的结果。可靠的结果取决于许多因素；实践 第3740页 提供了一种评估其中一些因素的方法。

1.1 These four test methods cover the determination of the strength of intact rock core specimens in uniaxial and triaxial compression. Methods A and B determine the triaxial compressive strength at different pressures and Methods C and D determine the unconfined, uniaxial strength. 1.2 Methods A and B can be used to determine the angle of internal friction, angle of shearing resistance, and cohesion intercept. 1.3 Methods B and D specify the apparatus, instrumentation, and procedures for determining the stress-axial strain and the stress-lateral strain curves, as well as Young's modulus, E , and Poisson's ratio, υ. These methods do not make provisions for pore pressure measurements and specimens are undrained (platens are not vented). Thus, the strength values determined are in terms of total stress and are not corrected for pore pressures. These test methods do not include the procedures necessary to obtain a stress-strain curve beyond the ultimate strength. 1.4 Option A allows for testing at different temperatures and can be applied to any of the test methods, if requested. 1.5 This standard replaces and combines the following Standard Test Methods: D2664 Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements; D5407 Elastic Moduli of Undrained Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurements; D2938 Unconfined Compressive Strength of Intact Rock Core Specimens; and D3148 Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression. The original four standards are now referred to as Methods in this standard. 1.5.1 Method A— Triaxial Compressive Strength of Undrained Rock Core Specimens Without Pore Pressure Measurements. 1.5.1.1 Method A requires strength determination only. Strain measurements and a stress-strain curve are not required. 1.5.2 Method B— Elastic Moduli of Undrained Rock Core Specimens in Triaxial Compression Without Pore Pressure Measurements. 1.5.3 Method C— Uniaxial Compressive Strength of Intact Rock Core Specimens. 1.5.3.1 Method C requires strength determination only. Strain measurements and a stress-strain curve are not required. 1.5.4 Method D— Elastic Moduli of Intact Rock Core Specimens in Uniaxial Compression. 1.5.5 Option A: Temperature Variation— Applies to any of the methods and allows for testing at temperatures above or below room temperature. 1.6 For an isotropic material in Test Methods B and D, the relation between the shear and bulk moduli and Young's modulus and Poisson's ratio are: where: G = shear modulus, K = bulk modulus, E = Young's modulus, and υ = Poisson's ratio. 1.6.1 The engineering applicability of these equations decreases with increasing anisotropy of the rock. It is desirable to conduct tests in the plane of foliation, cleavage or bedding and at right angles to it to determine the degree of anisotropy. It is noted that equations developed for isotropic materials may give only approximate calculated results if the difference in elastic moduli in two orthogonal directions is greater than 10 % for a given stress level. Note 1: Elastic moduli measured by sonic methods (Test Method D2845 ) may often be employed as a preliminary measure of anisotropy. 1.7 Test Methods B and D for determining the elastic constants do not apply to rocks that undergo significant inelastic strains during the test, such as potash and salt. The elastic moduli for such rocks should be determined from unload-reload cycles that are not covered by these test methods. 1.8 The values stated in SI units are to be regarded as standard. No other units of measurement are included in this standard. Reporting of test results in units other than SI shall not be regarded as nonconformance with this test method. 1.9 All observed and calculated values shall conform to the guidelines for significant digits and rounding established in Practice D6026 . 1.9.1 The procedures used to specify how data are collected/recorded or calculated, in this standard are regarded as the industry standard. In addition, they are representative of the significant digits that generally should be retained. The procedures used do not consider material variation, purpose for obtaining the data, special purpose studies, or any considerations for the user’s objectives; and it is common practice to increase or reduce significant digits of reported data to be commensurate with these considerations. It is beyond the scope of this standard to consider significant digits used in analytical methods for engineering design. 1.10 This standard does not purport to address all of the safety concerns, if any, associated with its use. It is the responsibility of the user of this standard to establish appropriate safety, health, and environmental practices and determine the applicability of regulatory limitations prior to use. 1.11 This international standard was developed in accordance with internationally recognized principles on standardization established in the Decision on Principles for the Development of International Standards, Guides and Recommendations issued by the World Trade Organization Technical Barriers to Trade (TBT) Committee. ====== Significance And Use ====== 5.1 The parameters obtained from Methods A and B are in terms of undrained total stress. However, there are some cases where either the rock type or the loading condition of the problem under consideration will require the effective stress or drained parameters be determined. 5.2 Method C, uniaxial compressive strength of rock is used in many design formulas and is sometimes used as an index property to select the appropriate excavation technique. Deformation and strength of rock are known to be functions of confining pressure. Method A, triaxial compression test, is commonly used to simulate the stress conditions under which most underground rock masses exist. The elastic constants (Methods B and D) are used to calculate the stress and deformation in rock structures. 5.3 The deformation and strength properties of rock cores measured in the laboratory usually do not accurately reflect large-scale in situ properties because the latter are strongly influenced by joints, faults, inhomogeneity, weakness planes, and other factors. Therefore, laboratory values for intact specimens shall be employed with proper judgment in engineering applications. Note 2: The quality of the result produced by this standard is dependent on the competence of the personnel performing it, and the suitability of the equipment and facilities used. Agencies that meet the criteria of Practice D3740 are generally considered capable of competent and objective testing. Users of this standard are cautioned that compliance with Practice D3740 does not in itself ensure reliable results. Reliable results depend on many factors; Practice D3740 provides a means for evaluating some of those factors.