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1.
An analysis of the action of dowels on the stabilization of rock blocks on underground excavation walls 总被引：1，自引：1，他引：0
Summary Underground excavation in fractured rock masses can lead to instability of rock blocks on its perimeter. Among the stabilization
measures that are often used, dowels or passive bolts play an important role. These passive reinforcement measures cannot,
however, be easily considered in simplified calculation techniques based on the Limit Equilibrium Method (LEM). The analysis
of such elements cannot be separated from rock-dowel interaction following the displacement of the block.
A new simplified calculation procedure is presented in this paper for the analysis of the interaction between rock and dowels
on walls of an underground excavation where potentially sliding rock blocks are present. The assumed interaction scheme is,
however, partial in that dowel reinforcement is only activated by a small displacement, while this displacement does not induce
a destressing of the rock block. Such a procedure allows a fast dimensioning of the dowels, considering the maximum stabilizing
force that they are able to apply to the block without reaching a critical condition with reference to dowel failure or to
its connection to the rock.
Correspondence: Dr. Pierpaolo Oreste, Politecnico di Torino, DITAG, C. so Duca degli Abruzzi 24, 10129 Torino, Italy 相似文献
2.
Stability of the excavation face in shallow tunnels excavated in poor rock is at present a relevant problem in tunnelling. Even though face reinforcement with fibreglass dowels has proved to be efficient, there is still no reliable routine design method available. A new calculation procedure is illustrated in this paper for the analysis of face reinforcement with fibreglass dowels in shallow tunnels. The procedure is based on the limit equilibrium method applied to the rock core ahead of the face, and it offers a detailed evaluation of the interaction between each reinforcement element and the surrounding rock. The main calculation result concerns the safety factor of the excavation face with dowel reinforcement. On the basis of this safety factor, it is possible to identify the appropriate dowel lengths and the number of dowels. The procedure has been applied to two real cases, and satisfactory results have been obtained. 相似文献
3.
《Geomechanics and Geoengineering》2013,8(4):293-302
This paper presents a comparative study of two methods, Sarma's method and the discontinuous deformation analysis (DDA), for rock slope stability analysis. The comparison concerns the stability analysis of two classic rock slopes. The study shows that the DDA, which accounts for the block kinematics, provides a very different factor of safety as compared with Sarma's method. More realistic reaction forces around each rock block can be obtained by the DDA, including the thrust forces between rock blocks and the forces between the base and the blocks. The DDA's result shows two possible directions for the relative movement between two contiguous blocks at the initiation of slope failure. It also indicates that the limit equilibrium condition may not occur along the interfaces of rock blocks at the initiation of slope failure. The determination of realistic interaction forces around each block will be very important in rock slope stability analysis if nonlinear failure criteria are considered. 相似文献
4.
Effect of Surcharge on the Stability of Anchored Rock Slope with Water Filled Tension Crack under Seismic Loading Condition 总被引：1，自引：0，他引：1
S. K. Shukla S. Khandelwal V. N. Verma N. Sivakugan 《Geotechnical and Geological Engineering》2009,27(4):529-538
In this paper, an analytical expression is derived for the factor of safety of the rock slope incorporating most of the practically
occurring destabilizing forces as well as the external stabilizing force through an anchoring system. The slope stability
is analyzed as a two-dimensional problem, considering a slice of unit thickness through the slope and assuming negligible
resistance to sliding at the lateral boundaries of the sliding block. A detailed parametric study is presented to investigate
the effect of surcharge on the stability of the rock slope for practical ranges of governing parameters such as inclination
of the slope face, inclination of the failure plane, depth of tension crack, depth of water in tension crack, shear strength
parameters of the material at the failure plane, unit weight of rock, stabilizing force and its inclination, and seismic load.
For the range of parameters considered in the present study, it is found that the factor of safety of the rock slope decreases
with increase in surcharge; the rate of decrease being relatively higher for lower values of surcharge. It is also observed
that for a specific surcharge, the factor of safety depends significantly on all other parameters, except for unit weight
of rock and higher values of inclination of stabilizing force to the normal at the failure plane. For any combination of these
variables, the surcharge plays a vital role in the stability. A perfectly stable slope at relatively low surcharge can become
unsafe with the increase in surcharge. The deterioration in the stability can be quite rapid, depending on the combination
of the factors under consideration. The analysis and the general expression proposed herein can be used to carry out a quantitative
assessment of the stability of the rock slopes. 相似文献
5.
Xiaodong Fu Qian Sheng Hua Tang Jian Chen Yuxiang Du Zhenping Zhang Hongru Mei 《国际地质力学数值与分析法杂志》2019,43(7):1392-1409
Seismic stability analysis of a rock block is an important issue in the field of rock mechanics and rock engineering. To solve this problem, the block theory and the Newmark method are combined, and a general method for seismic response of a rock block is introduced. First, the formation method of a three-dimensional rock block, which includes establishing a topological relationship among the block-polygon face-edge-vertex and dividing a complex block into convex subblocks, is presented, and the simplex integration method is employed to calculate the volume of a rock block and the areas of the polygonal faces. Second, the assumptions and algorithms of the general method for seismic response of a rock block are detailed. The dynamic analysis is carried out in time step. In each time step, the key technologies including analysis of the seismic force and motion mode, trial of the incremental displacement, check for the block entrance, and update of the motion parameters are performed in order. Last, two verification examples and three application examples including a wedge, a rock block of slope, and a combined rock block are used to analyze the correctness and practicality of the general method. The results show that, for a given ground motion record, the Newmark program can effectively simulate the dynamic response process of the motion mode, velocity, and safety factor of the rock block, and the permanent displacement under the earthquake action is obtained, which provides a quantitative parameter to evaluate the dynamic stability of a rock block. 相似文献
6.
基于RES的地下巷道工程稳定性全耦合分析方法 总被引：4，自引：0，他引：4
针对地下巷道工程稳定性问题,基于岩石工程系统(RES)理论,提出了全耦合分析法及优化设计思想.首先简要地叙述了全耦合分析过程的思想及流程,并在收集的27个样本的基础上,应用神经网络编码法建立了地下巷道工程的综合交互作用矩阵(GIM),分析了主要因素影响和作用机制.根据本巷道工程系统的稳定性能分析结果,提出了稳定性评价参数,给出了稳定状态范围.针对沙曲煤矿顺槽进行了优化支护设计举例,并用Q系统岩体质量评价法对其进行对比分析及验证.现场监测及对比分析结果表明,提出的全耦合分析法对稳定性分析及支护设计方法有实用价值. 相似文献
7.
8.
H. Y. Liu S. Q. Kou P.-A. Lindqvist C. A. Tang 《Rock Mechanics and Rock Engineering》2007,40(2):107-144
Summary A series of numerical tests including both rock mechanics and fracture mechanics tests are conducted by the rock and tool
(R–T2D) interaction code coupled with a heterogeneous masterial model to obtain the physical–mechanical properties and fracture
toughness, as well as to simulate the crack initiation and propagation, and the fracture progressive process. The simulated
results not only predict relatively accurate physical–mechanical parameters and fracture toughness, but also visually reproduce
the fracture progressive process compared with the experimental and theoretical results. The detailed stress distribution
and redistribution, crack nucleation and initiation, stable and unstable crack propagation, interaction and coalescence, and
corresponding load–displacement curves can be proposed as benchmarks for experimental study and theoretical research on crack
propagation. It is concluded that the heterogeneous material model is reasonable and the R–T2D code is stable, repeatable and a valuable numerical tool for research on the rock fracture process. 相似文献
9.
边坡岩体结构的三维失稳形式及稳定性分析研究 总被引：2，自引：0，他引：2
由两组结构面控制的四面体块体是岩体中最基本的结构体, 其稳定性取决于块体所受荷载及结构面上的摩阻力。正确判定边界面上摩阻力分布是评价块体稳定性的关键。本文提出的块体稳定性分析适用于岩体所受荷载为三维非共点力系。在不同外力作用下块体可产生平动、转动、翘扭及倾倒等各种三维失稳组合形式, 从而得到更为合理的块体稳定性评价。 相似文献
10.
P. Tommasi P. Campedel C. Consorti R. Ribacchi 《Rock Mechanics and Rock Engineering》2008,41(1):37-58
Summary. The runout of dry rock avalanches produced by planar rockslides affecting a limestone formation with clayey interbeds is analysed
by means of distinct element modelling. Potential and past rock avalanche events are described with reference to the geotechnical
and structural conditions of the slope, typical of several Alpine valleys. Runout prediction analyses of potential rock avalanches
performed with the PFC2D code are based on independent measurement of strength, energy dissipation and stiffness parameters of the rock mass and are
validated by means of the back analysis of a historical rockslide occurred in the investigated area. Physical aspects of the
avalanching process evidenced by modelling are also discussed.
Author’s address: Paolo Tommasi, CNR – Institute for Geo-Engineering and Environmental Geology, c/o Facoltá di Ingegneria,
Via Eudossiana 18, 00184 Rome, Italy 相似文献
11.
Block theory has been widely applied to stability analysis of rock engineering due to its clear concept and elegant geometrical theory. For a general block with multiple discontinuity planes, it is assumed that contact is only maintained on a single plane (single-plane sliding) or two intersecting planes (double-plane sliding) in block theory analysis. Since the normal forces and shear resistances acting on the other discontinuity planes are omitted, it can cause unreasonable estimations of block failure modes and incorrect calculation of factors of safety. In this study, a new method is presented that permits to consider the contribution of the normal forces and shear resistances acting on each discontinuity plane to the block stability. The proposed method meets all of the force-equilibrium and moment-equilibrium conditions and provides a rigorous solution for stability of general blocks with any number of faces and any shape. Some typical polyhedral blocks in rock slopes are analyzed using block theory and the proposed method. The results indicate that the traditional block theory may give a misleading conclusion for the predictions of stability and sliding direction of rock blocks when contact occurs on more than two discontinuity planes. 相似文献
12.
强度折减动力分析法在滑坡抗滑桩抗震设计中的应用研究 总被引：1，自引：0，他引：1
利用动力有限差分软件FLAC,结合强度折减动力分析法,提出抗滑桩抗震设计新方法,将滑坡安全稳定系数作为岩土体参数折减系数对岩土体参数进行折减,采用FLAC动力分析,考虑了桩与岩土体地震荷载下动力相互作用,将地震作用过程中桩内力峰值除以混凝土强度增大系数与地震作用完毕之后桩的内力值进行比较,二者中大值作为桩的抗震设计内力值,同时还要求桩顶边坡动力安全系数大于设计容许值,确保滑坡不会发生越顶破坏。通过一个滑坡算例,对抗滑桩支护抗震设计进行分析,结果表明：动力强度折减分析法进行抗滑桩抗震设计,能考虑桩土动力相互作用,并得到实际桩前推力分布形式,为抗滑桩支护边坡的抗震设计提供了一个新的思路。 相似文献
13.
Summary Discontinuities or joints in the rock mass have various shapes and sizes. Along with the joint orientation and spacing, the
joint persistence, or the relative size of the joint, is one of the most important factors in determining the block sizes
of jointed rock masses. Although the importance of joint persistence on the overall rock mass strength has long been identified,
the impact of persistence on rock strength is in most current rock mass classification systems underrepresented. If joints
are assumed to be persistent, as is the case in most designs, the sizes of the rock blocks tend to be underestimated. This
can lead to more removable blocks than actually exist in-situ. In addition, a poor understanding of the rock bridge strength
may lead to lower rock mass strengths, and consequently, to excessive expenditure on rock support.
In this study, we suggest and verify a method for the determination of the block sizes considering joint persistence. The
idea emerges from a quantitative approach to apply the GSI system for rock mass classification, in which the accurate block
size is required. There is a need to statistically analyze how the distribution of rock bridges according to the combination
of joint orientation, spacing, and persistence will affect the actual size of each individual block. For this purpose, we
generate various combinations of joints with different geometric conditions by the orthogonal arrays using the distinct element
analysis tools of UDEC and 3DEC. Equivalent block sizes (areas in 2D and volumes in 3D) and their distributions are obtained
from the numerical simulation. Correlation analysis is then performed to relate the block sizes predicted by the empirical
equation to those obtained from the numerical model simulation. The results support the concept of equivalent block size proposed
by Cai et al. (2004, Int. J. Rock Mech. Min. Sci., 41(1), 3–19). 相似文献
14.
非连续子母块体理论模型研究(Ⅰ):基本理论 总被引：1，自引：1，他引：0
对节理岩体的非连续变形与破坏失稳的数值模拟分析是目前岩土力学与工程领域中的前沿课题之一,岩体由节理裂隙以及由其切割而成岩石块体组成,介于连续与非连续之间,由于其内部结构的不确定性造成了其宏观力学行为的复杂性。在讨论了岩体破坏失稳的研究尺度的基础上,从多尺度耦合的角度出发,同时考虑连续问题、非连续问题以及连续问题向非连续问题转化,提出了非连续子母块体理论模型。在非连续子母块体理论模型中,假定岩体与岩体内部被层理、节理等结构面所切割而成的岩石块体均属于宏观尺度,把宏观的岩石块体定义为母块体,用假想的人工节理将其继续分为若干更小的块体,更小的块体称为子块体,子块体为各向同性的均质体,并且在计算中不再发生破坏分解为更小的块体,作为计算分析的基本单元,子块体的研究尺度属于细观尺度。模型也重新定义了子块体间的接触,并将其划分为连续接触与非连续接触两种类型,连续接触在一定条件下发生破坏转化为非连续接触;采用增广拉格朗日乘子法对子块体间的接触进行处理,能够计算出准确的弹簧接触力。 相似文献
15.
Elisabetta Rampone Giovanni B. Piccardo Albrecht W. Hofmann 《Contributions to Mineralogy and Petrology》2008,156(4):453-475
Spinel and plagioclase peridotites from the Mt.Maggiore (Corsica, France) ophiolitic massif record a composite asthenosphere–lithosphere
history of partial melting and subsequent multi-stage melt–rock interaction. Cpx-poor spinel lherzolites are consistent with
mantle residues after low-degree fractional melting (F = 5–10%). Opx + spinel symplectites at the rims of orthopyroxene porphyroclasts indicate post-melting lithospheric cooling
(T = 970–1,100°C); this was followed by formation of olivine embayments within pyroxene porphyroclasts by melt–rock interaction.
Enrichment in modal olivine (up to 85 wt%) at constant bulk Mg values, and variable absolute REE contents (at constant LREE/HREE)
indicate olivine precipitation and pyroxene dissolution during reactive porous melt flow. This stage occurred at spinel-facies
depths, after incorporation of the peridotites in the thermal lithosphere. Plagioclase-enriched peridotites show melt impregnation
microtextures, like opx + plag intergrowths replacing exsolved cpx porphyroclasts and interstitial gabbronoritic veinlets.
This second melt–rock interaction stage caused systematic chemical changes in clinopyroxene (e.g. Ti, REE, Zr, Y increase),
related to the concomitant effects of local melt–rock interaction at decreasing melt mass, and crystallization of small (<3%)
trapped melt fractions. LREE depletion in minerals of the gabbronoritic veinlets indicates that the impregnating melts were
more depleted than normal MORB. Preserved microtextural evidence of previous melt–rock interaction in the impregnated peridotites
suggests that they were progressively uplifted in response to lithosphere extension and thinning. Migrating melts were likely
produced by mantle upwelling and melting related to extension; they were modified from olivine-saturated to opx-saturated
compositions, and caused different styles of melt–rock interaction (reactive spinel harzburgites, vs. impregnated plagioclase
peridotites) depending on the lithospheric depths at which interaction occurred.
Electronic supplementary material The online version of this article (doi:) contains supplementary material, which is available to authorized users. 相似文献
16.
The Navachab gold deposit in the Damara belt of central Namibia is hosted by a near-vertical sequence of amphibolite facies
shelf-type metasediments, including marble, calc-silicate rock, and biotite schist. Petrologic and geochemical data were collected
in the ore, alteration halos, and the wall rock to evaluate transport of elements and interaction between the wall rock and
the mineralizing fluid. The semi-massive sulfide lenses and quartz–sulfide veins are characterized by a complex polymetallic
ore assemblage, comprising pyrrhotite, chalcopyrite, sphalerite, and arsenopyrite, native bismuth, gold, bismuthinite, and
bismuth tellurides. Mass balance calculations indicate the addition of up to several orders of magnitude of Au, Bi, As, Ag,
and Cu. The mineralized zones also record up to eightfold higher Mn and Fe concentrations. The semi-massive sulfide lenses
are situated in the banded calc-silicate rock. Petrologic and textural data indicate that they represent hydraulic breccias
that contain up to 50 vol.% ore minerals, and that are dominated by a high-temperature (T) alteration assemblage of garnet–clinopyroxene–K-feldspar–quartz.
The quartz–sulfide veins crosscut all lithological units. Their thickness and mineralogy is strongly controlled by the composition
and rheological behavior of the wall rocks. In the biotite schist and calc-silicate rock, they are up to several decimeters
thick and quartz-rich, whereas in the marble, the same veins are only a few millimeters thick and dominated by sulfides. The
associated alteration halos comprise (1) an actinolite–quartz alteration in the biotite schist, (2) a garnet–clinopyroxene–K-feldspar–quartz
alteration in the marble and calc-silicate rock, and (3) a garnet–biotite alteration that is recorded in all rock types except
the marble. The hydrothermal overprint was associated with large-scale carbonate dissolution and a dramatic increase in CO2 in the ore fluid. Decarbonation of wall rocks, as well as a low REE content of the ore fluid resulted in the mobilization
of the REE, and the decoupling of the LREE from the HREE. The alteration halos not only parallel the mineralized zones, but
may also follow up single layers away from the mineralization. Alteration is far more pronounced facing upward, indicating
that the rocks were steep when veining occurred. The petrologic and geochemical data indicate that the actinolite–quartz–
and garnet–clinopyroxene–K-feldspar–quartz alterations formed in equilibrium with a fluid (super-) saturated in Si, and were
mainly controlled by the composition of the wall rocks. In contrast, the garnet–biotite alteration formed by interaction with
a fluid undersaturated in Si, and was mainly controlled by the fluid composition. This points to major differences in fluid–rock
ratios and changes in fluid composition during alteration. The alteration systematics and geometry of the hydrothermal vein
system are consistent with cyclic fluctuations in fluid pressure during fault valve action.
Electronic supplementary material The online version of this article (doi:) contains supplementary material, which is available to authorized users. 相似文献
17.
盘形滚刀破岩过程的数值研究 总被引：1，自引：0，他引：1
为了研究全断面岩石掘进机盘形滚刀的破岩过程以及盘形滚刀的结构参数（刀刃宽、刀刃角）对滚刀破岩特性的影响,利用离散元方法建立岩石与盘形滚刀的二维数值模型,研究了滚刀侵入岩石过程中贯入度、切削力以及裂纹数三者的关系,在此基础上通过仿真得到滚刀结构参数与岩石破碎特性的规律。研究结果表明：裂纹的扩展与滚刀受到的切削力密切相关;破岩过程中切削力先增大后减小的循环模式,证实了岩石跃进破碎特性。在盘形滚刀作用下,岩石中的应力是向下、向四周无限扩展的对称的应力泡。滚刀刀刃作用区域,应力值最高,随着滚刀贯入度增加,最大应力减小;远离滚刀刀刃区域,应力呈应力泡形式逐层降低至0。选择滚刀刀刃宽在10～15 mm之间,既避免滚刀受到的推力过大,又能提高滚刀的破岩效率;岩石破碎以滚刀刀刃下方向下发展裂纹的扩展为主,刀刃角在10°～20°之间,既能减少滚刀的磨损又能提高破岩效率。 相似文献
18.
Letícia Fleck Fadel Miguel Jorge Daniel Riera Ignacio Iturrioz 《国际地质力学数值与分析法杂志》2008,32(15):1857-1881
The numerical fracture analysis of non‐homogeneous rock or concrete dowels subjected to shear and compression is described in detail. The method of analysis allows the consideration of scale and rate effects due to material non‐homogeneity and fracture. The proposed approach is verified by comparing numerical predictions with experimental results reported in the literature for a series of small rock samples, since experimental evidence for large bodies is not yet available (2007). Results generated by Monte Carlo simulation using the so‐called discrete element method to model the dowels suggest that a simple three parameters law can be used to predict the relationship between tangential stress at the base and lateral distortion. It is observed that the larger the size of the cubes, the smaller both the peak tangential stress and the rupture distortion. Size effects are also evaluated in samples with vertical restraint. The influence of loading rate is likewise numerically assessed for two sample sizes. The effect is compatible with experimental evidence available for concrete using small samples. Copyright © 2008 John Wiley & Sons, Ltd. 相似文献
19.
L. Zhang 《Rock Mechanics and Rock Engineering》2008,41(6):893-915
Summary Although the Hoek–Brown strength criterion has been widely used in rock mechanics and rock engineering, it does not take account
of the influence of the intermediate principal stress. Much evidence, however, has been accumulating to indicate that the
intermediate principal stress does influence the rock strength in many instances. Therefore, researchers have developed three-dimensional
(3D) versions of the Hoek–Brown strength criterion. In this paper, three existing 3D versions of the Hoek–Brown strength criterion
are reviewed and evaluated. The evaluation shows that all of the three 3D versions of the Hoek–Brown strength criterion have
limitations. To address the limitations, a generalized 3D Hoek–Brown criterion is proposed by modifying the generalized Hoek–Brown
strength criterion. The proposed 3D criterion not only inherits the advantages of the Hoek–Brown strength criterion but can
take account of the influence of the intermediate principal stress. At a 2D stress state (triaxial or biaxial), the proposed
3D criterion will simply reduce to the form of the generalized Hoek–Brown strength criterion. To validate the proposed 3D
strength criterion, polyaxial or true triaxial compression test data of intact rocks and jointed rock masses has been collected
from the published literature. Predictions of the proposed generalized 3D Hoek–Brown strength criterion are in good agreement
with the test data for a range of different rock types. The difference of the proposed generalized 3D Hoek–Brown strength
criterion from and its advantages over the existing 3D versions of the Hoek–Brown strength criterion are also discussed. It
should be noted that the proposed 3D criterion is empirical in nature because it is an extension of the 2D Hoek–Brown strength
criterion, which is empirical. Because of the non-convexity of the yield surface for a biaxial stress state, the proposed
3D criterion may have problems with some stress paths.
Correspondence: L. Zhang, Department of Civil Engineering and Engineering Mechanics, The University of Arizona, Tucson, Arizona
85721, USA 相似文献
20.
岩体结构是影响岩体力学性质和隧洞围岩稳定性的重要因素。本文依据大量实测岩体结构面的资料，统计求得了结构面分布的概率模型，采用Ｍｏｎｔｏ－Ｃａｒｌｏ法，获得岩体结构网络图进行有限元分析，位移、二次应力分布及塑性、拉裂区范围分布，规律均较清楚。 相似文献