1、“巖石力學(xué)”主要術(shù)語（詞匯）及其用法Estimation of joint trace length probability distribution function in igneous, sedimentary, and metamorphic rocks (火成巖、沉積巖及變質(zhì)巖節(jié)理跡長概率分布函數(shù)估計)(Rock Mechanics and Rock Engineering, November 2014, Volume 47, Issue 6, pp 2353-2361)，Coal Mine Roadway Stability in Soft Rock: A Case Study(煤

2、礦軟巖巷道穩(wěn)定性實例研究)(Rock Mechanics and Rock Engineering, November 2014, Volume 47, Issue 6, pp 2225-2238)， Mine Overburden Dump Failure: A Case Study礦山覆排土(石)場破壞實例研究(Geotechnical and Geological Engineering, April 2014, Volume 32, Issue 2, pp 297-309)， Assessments of Strength Anisotropy and Deformation Beha

3、vior of Banded Amphibolite Rocks(帶狀閃石強度各向異性及變形特征估 算)(Geotechnical and Geological Engineering, April 2014, Volume 32, Issue 2, pp 429-438)， In-situ Rock Spalling Strength near Excavation Boundaries (開挖邊界附近現(xiàn)場巖石剝落強度) (Rock Mechanics and Rock Engineering, March 2014, Volume 47, Issue 2, pp 659-675)，Rela

4、tionship Between Pre-failure and Post-failure Mechanical Properties of Rock Material of Different OriginC不同來源巖石材料破壞前與破壞后力學(xué)特性關(guān)系(Rock Mechanics and Rock Engineering, February 2014)， Coal waste management practices in the USA: an overview美國 煤渣(煤矸石等)管理實踐綜述(International Journal of Coal Science & Technol

5、ogy, June 2014, Volume 1, Issue 2, pp 163-176)， Overview and modeling of mechanical and thermomechanical impact of underground coal gasification exploitation (地下礦井煤氣化開發(fā)的力學(xué)與熱力學(xué)影 響之回顧與模擬)(Mitigation and Adaptation Strategies for Global Change, March 2014 )， Poromechanics of adsorption-induced swelling

6、 in microporous materials: a new poromechanical model taking into account strain effects on adsorption (微孔材料吸附引起的膨脹孔隙介質(zhì)力 學(xué)：考慮應(yīng)變對吸附影響的新孔隙介質(zhì)力學(xué)模型)(Continuum Mechanics and Thermodynamics, May 2014)angle e.g. Under uniaxial test, the banded amphibolite has a U-shaped anisotropy with maximum strength at p

7、 = 90 and minimum strength is obtained when p = 30 .back analysis e.g. These findings were supported by back-analysis of case histories where failure had been carefully documented, using either Kirschs solution (with approximated circular tunnel geometry and hence a max = 3o 1 a 3) or simplified num

8、erical stress modeling (with a smooth tunnel wall boundary) to approximate the maximum tangential stress a max at the excavation boundary; This paper back analyse material properties and investigates the probable mechanism of this OB failure.banded amphibolite 帶狀閃石banded amphibolite rocks e.g. Howev

9、er, far too little attention has been paid to banded amphibolite rocks. This study aim to evaluate strength and deformation anisotropy behavior of banded amphibolite rocks.behaviorbehavior of structures e.g. To predict the behavior of structures in and on jointed rock masses, it is necessary to char

10、acterize the geomechanical properties of joints and intact rock.coal waste disposal facility e.g. The primary purpose of a coal waste disposal facility is to dispose of unusable waste materials from mining.coal waste impoundments e.g. However, at some sites coal waste impoundments serve to provide w

11、ater storage capacity for processing and flood pression and shear wavescontinuum numerical methods e.g. Well established tools including limiting equilibrium and continuum numerical methods have been used to understand and identify the failure kinematics of this dump.deformability testdeformation e.

12、g. Detailed numerical modeling was conducted to evaluate the roadway stability and deformation under different roof support scenarios.deformation behaviordrop modulus e.g. It was found that the drop modulus D pf increases with rock strength a ci, following a power （冪）function with an approximate pow

13、er of two.dynamic mechanical properties e.g. The results obtained have shown that the dynamic mechanical properties of amphibolite（閃石）rocks have different values concerning banding plane.earth and rock embankments and dams e.g. These support all aspects of the regulatory environment including the de

14、sign and construction of earth and rock embankments and dams, as well as a wide variety of waste disposal structures.elastic deformation test e.g. The results of elastic deformation test show that there is no clear dependence on microstructures characteristics of subtype-amphibolite rocks that contr

15、olling modulus “shape-anisotropy” .excavation boundaries e.g. 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.exponential 指數(shù) e.g. Relations estimating the residua

16、l strength and dilatancy from the pre-peak and peak state parameters are in logarithmic （對數(shù)）and exponential functional forms, respectively. exponential trend e.g. With an exponential trend, the D pf/E s ratio increases with decreasing E i/a ci ratio.failurefailure of an out-of-pit OB dump e.g. Recen

17、tly, the failure of an out-of-pit OB dump at an Indian Colliery was reported.failure of open pit dumps e.g. Various literatures have reported the failure of open pit dumps and the consequences in loss of life, production and impact on neighboring amenities .geometry properties e.g. Joint trace lengt

18、h is one of the most difficult properties to measure accurately, but it may be possible to record other geometrical properties of exposed joints accurately.geometry properties of jointsgoodness-of-fit (GOF)goodness-of-fit (GOF) tests e.g. Consequently, goodness-of-fit (GOF) tests were applied on the

19、se data.in-seam and out-of-seam dilution mining e.g. Processing of as-mined coal typically results in considerable amount of coarse and fine coal processing wastes because of in-seam and out-of-seam dilution act rock parameters e.g. The aim is to relate commonly used intact rock parameters

20、 of pre-failure (tangent modulus E i and secant modulus E s) and peak strength (a ci) states to parameters of the post-failure state under unconfined compression.jointjoint length e.g. Since joint length has a range of values, it is useful to have an understanding of the distribution of these values

21、 in order to predict how the extreme values may be compared to the values obtained from a small sample.joint systems e.g. For this purpose, three datasets of joint systems from nine exposures of igneous, metamorphic, and sedimentary rocks are studied.joint trace length 節(jié)理跡長joint trace length distrib

22、ution e.g. According to these GOF tests, the lognormal distribution was found to be the best probability distribution function for representing a joint trace length distribution.joint trace length probability distribution function 節(jié)理跡長概率分布函數(shù)jointed rock masses e.g. To predict the behavior of structu

23、res in and on jointed rock masses, it is necessary to characterize the geomechanical properties of joints and intact rock. logarithmic 對數(shù) e.g. Relations estimating the residual strength and dilatancy from the pre-peak and peak state parameters are in logarithmic and exponential functional forms, res

24、pectively.logarithmic and exponential functional forms e.g. Relations estimating the residual strength and dilatancy from the pre-peak and peak state parameters are in logarithmic and exponential functional forms, respectively.longwall method e.g. The mine was using a longwall method to extract coal

25、 at a depth of approximately 350 m. modulus e.g. Thus, this study recommended that further research be undertaken regarding the role of modulus “shape-anisotropy” within the same lithotype.overburden e.g. Under the high overburden and tectonic stresses, roadways could collapse or experience excessiv

26、e deformation, which not only endangers mining personnel but could also reduce the functionality of the roadway and halt production.overburden (OB) dump e.g. The improper management of the overburden (OB) dump can result in stability issues which may affect safety and production of the mine.peak e.g

27、. In unconfined conditions, data related to the post-peak region of the intact rock parameters are not common as pre-peak and peak state parameters of stress - strain behavior; For the estimation of post-failure parameters in terms of the pre-peak and peak states, the functional relations were asses

28、sed.post-failure e.g. For problems involving rock in the failed state around structures, proper choice of plastic constitutive laws and post-failure parameters is important for the modeling of the failed state; Post-failure parameters are the drop modulus (D pf), representing the slope of the fallin

29、g portion in brittle state, residual strength (p cr), and dilatancy angle ( ).pre-failure and post-failure e.g. The results from the pre-failure and peak state testing parts were processed and compared to the post-failure stress- strain parameters.pre-failure and post-failure mechanical properties 破

30、壞前與破壞后力學(xué)特性pre-failure and post-failure mechanical properties of rock material of different origin 不同來 源巖石材料破壞前與破壞后力學(xué)特性 probability distribution function 概率分布函數(shù) e.g. According to these GOF tests, the lognormal (對數(shù)正態(tài))distribution was found to be the best probability distribution function forrepresenti

31、ng a joint trace length distribution. range e.g. Strength anisotropic index ranges between 0.96 and 1.47. It seems that the high range value of anisotropic index is mainly due to slight undulation of foliation planes, that being not perfectly straight.ratio e.g. The ratio of a max /UCS is related to

32、 the observed depth of failure and failure initiation occurs when a max is roughly equal to 0.4 土 0.1 UCS; With an exponential trend, the D pf/E s ratio increases with decreasing E i/a ci ratio； Due to their lack of long-range crystal ordering, allophane are difficult to study and their structure is

33、 still not completely understood, particularly with respect to the effect of widely varying Al:Si ratios in the same fundamental structural unit; Thus, the present results suggest a model of allophane structure in which one fundamental structural type, containing a complete octahedral sheet, can acc

34、ommodate a range of Al:Si rations.residual friction angle e.g. It has been found that the residual friction angle of the material comprising the dump structural unit dominates stability.residual strength e.g. Mobilization of residual strength can occur by operational induced strains and/or the prese

35、nce of water.resultant failure e.g. The resultant failure is manifest as a bilinear wedge movement of two ridged blocks defined by linear rupture planes.roadwayroadway deformation e.g. The monitoring data indicated that the roadway deformation in the experimental section was at least 40 - 50 % less

36、than the previous sections.roadway failure mechanismroadway instabilityroadway stabilityrock failure e.g. 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 U

37、CS, can be applied to simulate progressive brittle rock failure process satisfactorily.rock spalling strength e.g. 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 s

38、tress determined from laboratory tests or field microseismic monitoring.rock strength e.g. The interpreted, reduced in-situ rock strength of 0.4 土 0.1 UCS without considering geometry irregularity is therefore only an “apparent” rock strength.rocks e.g. igneous, sedimentary, and metamorphic rocks （火

39、成巖、沉積巖及變質(zhì)巖）shear strengthshear strength of the foundation e.g. The shear strength of the foundation was fully mobilized and provided a slip surface for the overlying dump material.soft rocksoil and rock mechanics e.g. Safe, economical and environmentally acceptable management of coal waste involves

40、consideration of geology, soil and rock mechanics, hydrology, hydraulics, geochemistry, soil science, agronomy and environmental sciences.spalling strength e.g. 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 i

41、nitiates, can be set to the crack initiation stress determined from laboratory tests or field microseismic monitoring; It is demonstrated that the “actual” in-situ spalling strength of massive rocks is not equal to 0.4 土 0.1 UCS, but can be as high as 0.8 土 0.05 UCS when surface irregularities are c

42、onsidered.spoil e.g. In any open cast mine, the management of stripped spoil during mining is crucial to the mine s successful operation. strength anisotropic index 強度各向異性指數(shù) e.g. Strength anisotropic index ranges between 0.96 and 1.47.strength anisotropy 強度各向異性 e.g. Assessment of strength anisotropy

43、 in transversely isotropic rocks has been one of the most challenging subjects in rock engineering.strength of massive rocks e.g. It is widely accepted that the in-situ strength of massive rocks is approximately 0.4 土 0.1 UCS, where UCS is the uniaxial compressive strength obtained from unconfined t

44、ests using diamond drilling core samples with a diameter around 50 mm.stress - strain curve e.g. Under compression, gathering data related to the post-failure part of the stress - strain curve requires stiff servo-controlled testing systems; Complete stress - strain curves were generated for various intact rock of different origin.stripped spoil e.g. In any open cast mine, the management of stripped spoil during mining is crucial to the mine s successful ope