Empirical Formula of Shear Strength of Rock Fractures Based on 3D Morphology Parameters

The prime objective of this work is to provide a reference to predict the peak shear strength of rock fractures. The paper studied some shear properties of rock fractures and proposed an empirical formula for the peak shear strength of rock fractures based on 3D morphology parameters. The rock fractures were induced in cylindrical sandstone and marble specimens by means of indirect tension. A rock direct shear apparatus (RDS-200) was adopted to conduct direct shear tests on five groups of rock fractures under different levels of normal load. Before the direct shear test, 3D morphology parameters of rock fracture surfaces were obtained using a 3D optical scanner. By analyses of direct shear test data, the relationships between peak shear strength, peak shear displacement, peak dilatancy angle, residual friction coefficient and peak normal stress were found. According to the evolution trends of peak shear strength and peak dilatancy angle along with the normal stress, an empirical formula was proposed to predict the peak shear strength of rock fractures in both sliding and cutting failure modes considering the 3D morphology parameters of rock fracture surfaces. The empirical formula could be commonly used for different types (sandstone and marble) and grain sizes (powder-grained, fine-grained, medium-grained and coarse-grained) of rock fractures.     

Shear Strength Criteria for Unsaturated Soils

Shear strength is one of the fundamental properties of unsaturated soils. It has been found to change with matric suction. Various shear strength equations have been proposed for predicting the shear strength versus suction relationship for unsaturated soils. Some of these equations are based on regression analysis of experimental data, while some are embodied in more complex stress–strain constitutive models. In this paper, a variety of shear strength equations are examined and compared with respect to their fit of experimental data. Data for specimens prepared from initially slurry conditions as well as data for initially compacted soil specimens are analysed. The advantages and limitations associated with various proposed shear strength equations are discussed in this paper.     

岩石在循环荷载作用下的强度及变形特征

本文着重研究了岩石在循环荷载作用下的强度及变形特征。实验结果表明,岩石在循环荷载作用下的强度低于其静力强度,而这个循环疲劳强度极限与振幅、频率有关;岩石在循环荷载作用下的变形特征类似于静力蠕变特征。     

三维图形处理程序TDFEP及在岩石力学中的应用

本文通过介绍Roberts算法的基本思想,给出了经过改进、拓广的新算法。新算法比原有的算法在速度方面更快,在数学表示方面更简单,在应用方面更广泛。利用该算法我们编制了程序TDFEP,并能使它在微机上运行。利用该程序我们可以从空间中不同的位置观察三维物体,并绘制其三维透视图。三维透视图在校核有限元计算中的原始数据方面占有重要地位。它能大大提高整个计算的工作效率。     

3D. Graph Program TDFEP and Its Application to Rock Mechanics

In this paper, the basic idea of Roberts algorithm is presented, and a new improved algorithm is proposed. The new algorithm is faster, simpler and more applicable to many problems than Roberts’ one. Based on this new algorithm, program TDFEP is developed, which is executable on microcomputer. With this program, a three dimensional object can be viewed from any direction in the space, and 3D-perspectives are formed. 3D-perspectives take an important role to check original data of finite element calculation, which can improve the efficiency of the whole calculation process obviously.     

基于FLAC-3D的强度折减法判据的研究

运用FLAC-3D软件对一简单边坡进行了稳定性分析.分别利用计算收敛判据、塑性区贯通判据、有效剪应变增量判据和特征点位移突变判据求出边坡安全系数,并加以对比分析.着重对特征点突变判据进行研究分析,分析发现:监测坡顶和坡面中点位移比监测坡脚处位移更有效;仅从位移大小的突变作为判据标准不够严谨,提出一种通过观察特征点位移与折减系数相关曲线的斜率变化来确定安全系数,斜率突变处对应的折减系数即为安全系数.     

Estimating the Strength of Jointed Rock Masses

Determination of the strength of jointed rock masses is an important and challenging task in rock mechanics and rock engineering. In this article, the existing empirical methods for estimating the unconfined compressive strength of jointed rock masses are reviewed and evaluated, including the jointing index methods, the joint factor methods, and the methods based on rock mass classification. The review shows that different empirical methods may produce very different estimates. Since in many cases, rock quality designation (RQD) is the only information available for describing rock discontinuities, a new empirical relation is developed for estimating rock mass strength based on RQD. The newly developed empirical relation is applied to estimate the unconfined compressive strength of rock masses at six sites and the results are compared with those from the empirical methods based on rock mass classification. The estimated unconfined compressive strength values from the new empirical relation are essentially in the middle of the estimated values from the different empirical methods based on rock mass classification. Similar to the existing empirical methods, the newly developed relation is only approximate and should be used, with care, only for a first estimate of the unconfined compressive strength of rock masses. Recommendations are provided on how to apply the newly developed relation in combination with the existing empirical methods for estimating rock mass strength in practice.     

Tensile Strength of Rock Under Elevated Temperatures

Rock strength affects the behaviour of rocks differently under different conditions such as temperature, time, pressure, presence of fluids, rock mass characteristics and stress history of rock in a natural environment. It is not always easy to replicate such conditions of undisturbed rock in a laboratory scale. Hence, it is imperative to study the rock behaviour with respect to every such condition which the rock experiences since its time of formation. Temperature is one of the key parameters which influence the rock throughout its history, ranging from the conditions of formation, experience of depth (loading/unloading) or deformational and metamorphic history. Also, increase in rock temperature; say due to the thermal stress changes like disposal of spent nuclear fuels affects the strength of the surrounding rock. In this work, the effects of temperature on the tensile strength of rock have been studied. The results obtained were interesting as the strength of rock is found to increase considerably up to a particular temperature after which it starts falling by as much as 70% around 250°C.     

Comparisons Between Selected Three-Dimensional Yield Criteria Applied to Rock

This article focuses on two broad categories of yield criteria: those based on the Hoek–Brown yield criterion and a range of other widely used criteria. The first group of criteria source their input data from uniaxial compressive strength, coupled with mineralogical and structural properties of the rock. The second group of selected criteria, here referred to as ‘frictional criteria’, source their input data from one or more of the parameters uniaxial compressive strength, cohesion and friction. Although some authors have attempted to compare the predictions of the wide range of published criteria, the results have not been entirely satisfactory due to disparities in the input data and the difficulties in extrapolating a two-dimensional criterion into three-dimensions. This article presents a strategy for achieving a consistent basis for comparing three-dimensional yield criteria for rock. This strategy is based on using the two-dimensional Hoek–Brown criterion as a single ‘front end’ for calculating the input parameters for the selected frictional criteria. In essence, four amended yield criteria have been defined: the Hoek–Brown–Drucker–Prager (which is a close approximation to the comprehensive Priest criterion); the Hoek–Brown-Coulomb; the Hoek–Brown-modified Wiebols and Cook; and the Hoek–Brown-modified Lade. The predictions of these criteria, and also the comprehensive Zhang-Zhu criterion, can be approximated over a limited range of intermediate principal stress by selecting a value for the weighting factor w between 0.2 and 0.5 in the simplified Priest criterion to achieve the appropriate sensitivity to the intermediate effective principal stress.     

In-situ Rock Spalling Strength near Excavation Boundaries

It is widely accepted that the in-situ strength of massive rocks is approximately 0.4 ± 0.1 UCS, where UCS is the uniaxial compressive strength obtained from unconfined tests using diamond drilling core samples with a diameter around 50 mm. In addition, it has been suggested that the in-situ rock spalling strength, i.e., the strength of the wall of an excavation when spalling initiates, can be set to the crack initiation stress determined from laboratory tests or field microseismic monitoring. These findings were supported by back-analysis of case histories where failure had been carefully documented, using either Kirsch’s solution (with approximated circular tunnel geometry and hence σ _max = 3σ ₁ ?σ ₃) or simplified numerical stress modeling (with a smooth tunnel wall boundary) to approximate the maximum tangential stress σ _max at the excavation boundary. The ratio of σ _max /UCS is related to the observed depth of failure and failure initiation occurs when σ _max is roughly equal to 0.4 ± 0.1 UCS. In this article, it is suggested that these approaches ignore one of the most important factors, the irregularity of the excavation boundary, when interpreting the in-situ rock strength. It is demonstrated that the “actual” in-situ spalling strength of massive rocks is not equal to 0.4 ± 0.1 UCS, but can be as high as 0.8 ± 0.05 UCS when surface irregularities are considered. It is demonstrated using the Mine-by tunnel notch breakout example that when the realistic “as-built” excavation boundary condition is honored, the “actual” in-situ rock strength, given by 0.8 UCS, can be applied to simulate progressive brittle rock failure process satisfactorily. The interpreted, reduced in-situ rock strength of 0.4 ± 0.1 UCS without considering geometry irregularity is therefore only an “apparent” rock strength.     

Strength and Deformational Behaviour of a Jointed Rock Mass

Summary An assessment of the strength and deformational response of jointed rock masses is an essential requirement in the site selection, design and successful execution of Civil and Mining Engineering projects. A quick estimate of these properties for preliminary evaluation of alternate sites, will reduce considerable expenditures for field tests. An attempt has been made in the present study to develop a link between strength and deformability of jointed block masses with the properties of intact specimens, obtained from simple laboratory tests, taking into account the influence of the properties of the joints. Extensive experimentation has been carried out on large specimens of jointed block masses under uniaxial compression. The model material represents a low strength rock. Various joint configurations were introduced to achieve the most common modes of failure occurring in nature. A coefficient called Joint Factor has been used to account for the weakness brought into the intact rock by jointing. Methods of computing the Joint Factor for various modes of failure of a jointed mass in an unconfined state have been established. The effect of Joint Factor on strength and tangent modulus of the mass has been studied and the values have been correlated with those of intact rock. Guidelines for assessing probable modes of failure of a jointed mass will enable one to estimate the relevant strength and tangent modulus of the mass.     

A型岩套的分类、判别标志和成因

以新近在粤北开展A型岩套研究所获得的新数据，结合国内外文献中已发表的数据(17个岩体，124件样品)，讨论了A型岩套亚类型划分的必要性和亚类型之间的判别方法。将A型岩套分为两亚类型三组。A1类型主要以似长石正长岩、碱性正长岩和响岩为主(AS组)，SiO2不饱和、准铝、过碱-碱性岩石，通常含似长石，如方钠石、霞石、白榴石和钠沸石等为特征。A2亚类型为SiO2过饱和、碱质-亚碱质岩石。该亚类型又包括铝质A型花岗岩(AU她组)(弱过铝质、亚碱质岩石)和碱性花岗岩(AAG组)(准铝质、碱质-亚碱质岩石)；后者通常含少量钠钙质和钠质辉石和角闪石。在地球化学特征上，A1亚型具低SiO2，高ALK和NK／A值，相对富氯低氟，低R1和高R2，低Y／Nb比(具OIB源区特征)，高Nb／Ta，Zr／Hf，Eu／Eu*，LREE／HREE和锆石饱和温度等。A2亚型中，以AAG组为例，其许多地球化学特征与Al亚型相悖，如高SiO2，较低ALK，相对贫氯富氟，高R1和低R2，高10^4Ga／Al和Y／Nb(具IAB源区特征)，低Nb／Ta，Eu／Eu*和LREE／HREE，以及高的锆石饱和温度等。A2亚型中ALAG组除铝过饱和外，其他地球化学特征很相似于．AAG组。利用R1-R2，Yb／Nb-Yb／Ta，Nb-Y-Ce，Nb／Ta-Nb等图解可有效地区分和判别A型岩套中Al和A2两种亚型。利用A1和A2亚型Sr，Nd同位素组成，以亏损地幔-全壳两端员混合模拟计算A2亚型花岗岩物质来源得出结论，其源区物质主要是以地幔端员占优势，地幔组分占68％～78％(7个岩体)，只有Namibia的碱流岩为下地壳成因，其地幔组分仅占30%。A1亚型碱性正长岩(3个岩体)以亏损地幔-富集地幔两端员混合模拟计算表明，其源区物质中富集地幔端员所占比例较低，为4％～17％，表明A型岩套两亚型其源区物质组成有明显不同。     

岩体裂隙三维可视化新方法及其应用

快速准确地识别岩体裂隙的三维分布特征是西南山区铁路防灾减灾的关键.本研究提出了一套岩体裂隙可视化新方法,基于测窗调查的裂隙数据,依托球坐标及极射赤平投影进行数字化处理及降维,利用K-Means++聚类算法、Fisher分布模型和蒙特卡洛模拟,完成裂隙产状数据的自动分组和模拟,最后运用Python及圆盘模型实现岩体裂隙三维可视化.本研究采用坐标变换和三角网格曲面的方式,更有利于与其他三维建模软件嵌套分析.水电站工程的先行应用研究表明产状数据服从Fisher分布,本文的模型相对于传统玫瑰花图和施密特图有着一定的优势.因此,本文建立的岩体裂隙模型具有直观快速反映区域裂隙网络三维分布特征的优点,研究成果可以直接服务于西南山区铁路施工阶段隧道掌子面及洞壁的节理裂隙三维识别以及防灾减灾研究.      

岩石抗剪强度参数的稳健估计

提出了Ｍ－稳健估计计算岩体抗剪强度参数Ｃ,ｆ值的计算模型和方法。通过对白云鄂博主矿原位试验数据的稳健估计计算结果与最小二乘法的计算结果的对比分析表明：采用稳健估计的方法所估计出的参数更可靠。     

Estimation of the Strength of Stratified Rock Mass

Stratified rock formations are often encountered in engineering structures with large dimensions, such as tunnels, caverns, etc. In the present work, the question of how and when such materials fail is addressed. It is argued that average values cannot provide appropriate measures for the strength of layered rock, as local stresses and strains differ greatly in the various constituents and one may fail, while others remain intact. The present work attempts, therefore, to formulate a solution covering both elasticity and failure in three dimensions, though simple enough to be easy to use in engineering applications. To this end, the local stress and strain state in each constituent were evaluated, assuming the constituents to be orthotropically elastic up to the point of failure. Subsequently, several failure criteria are considered and an example is presented to illustrate the model’s response. A discussion on the effect of geometry and on the values of local versus global quantities follows.     

An Algorithmic 3D Rock Roughness Measure Using Local Depth Measurement Clusters

Summary. A computational algorithm which uses depth data from a reference plane to a rock fracture surface in calculating a new three-dimensional joint roughness coefficient is presented. Two independent sets of fracture data are investigated. The new coefficient is compared to Barton’s 2D joint roughness coefficient JRC. A measure indicating corrupt data is discussed. The algorithm is also used to show that, in general, rock roughness is only a local variable, not a directional one.