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1.
Ⅲ型干酪根烃源岩生气增压定量评价是一个复杂过程, 因为Ⅲ型干酪根以生气为主的同时伴生少量的油生成, 而且在达到一定的温度条件下原油还将逐渐裂解成天然气.在考虑烃源岩生烃过程中天然气的渗漏和排出、氢指数对生烃量的影响、原油裂解成气、生烃作用产生的超压对孔隙水, 油和干酪根的压缩作用、天然气在孔隙水和石油中的溶解作用等因素的基础上建立了Ⅲ型干酪根烃源岩生烃增压定量评价模型, 并对模型参数进行敏感性分析.Ⅲ型干酪根烃源岩生气增压受到烃源岩孔隙度、成熟度、有机质丰度、天然气残留系数等多种参数的影响.有机碳含量、氢指数和天然气残留系数3个参数中以氢指数对Ⅲ型干酪根烃源岩生烃增压产生的影响最大, 天然气残留系数影响最小.天然气残留系数只要大于0.2就可以产生超压, 表明保存条件不是Ⅲ型干酪根烃源岩形成生烃增压最主要的控制因素. 相似文献
2.
F. T. Suorineni D. R. Chinnasane P. K. Kaiser 《Rock Mechanics and Rock Engineering》2009,42(6):849-881
The Hoek-Brown failure criterion constants m and s are equivalent rock friction and cohesion parameters, respectively. On the laboratory scale, m depends on the rock type and texture (grain size), while s = 1 for all rocks. On the field scale, m is a function of rock type, texture, and rock mass quality (geological strength index, GSI), while s is simply a function of rock mass quality. The brittle Hoek-Brown damage initiation criterion (m-zero criterion) is a modification to the conventional Hoek-Brown failure criterion with m = 0 and s = 0.11. The m-zero damage initiation criterion has been shown to better predict depths of failure in excavations in some moderate to massive
(GSI ≥ 75) rock masses, but over predicts depths of failure in other rock types. It is now recognized that the Hoek-Brown
brittle parameter (s) is not the same for all hard, strong, brittle, moderate to massive rock masses, but depends on the rock type. However, there
are no guidelines for its determination for specific rock types. This paper presents a semi-empirical procedure for the determination
of rock-type specific brittle Hoek-Brown parameter s from the rock texture, mineralogical composition, and microstructure. The paper also differentiates between brittle and tenuous
rocks. It is shown that, while the use of the term ‘brittle’ is appropriate for rock mechanical excavation and mode of failure
in weak rocks with limited deformability, it is inappropriate for use in explaining the difference in resistance to stress-induced
damage in different rock types, and can cause confusion. The terms ‘tenacity/toughness’ are introduced to describe rock resistance
to stress-induced damage in excavation performance assessment, and a rock tenacity/toughness rating system is presented. 相似文献
3.
Wang Jing-tao 《岩土力学》1980,2(2):33-46
The engineering classification of rock masses is one of the basic problems in rock mechanics .The main purpose of engineering classification of rock masses is comprehensively to evaluate rock masses ,to divide the rock masses into several proper classes and to offer guantitative data for engineering design .therefore engineering classification of rock masses is very important for engineering practice and aroused a great interest to the investigators of rock mechanics .On the basis of Bieniawski’s geomechanics classification of rock masses , a new method of engineering classification of rock masses has been proposed by means of the theory of modern fuzzy mathematics .In this classification the rock masses are evaluated on the basis of six parameters :the uniaxial compressive strength of the rock material drill core quality RQD, spacing ,orientation and condition of joints ,and ground water inflow. The rating for each parameter is determined and total rating for rock mass is specified by the method of weighted average .The rating and the weight for each parameter were considered as fuzzy variables . Therefore not only the total rating but also varying Range of total rating(or pthe membership of total rating ) are given .The randomly varying state of in situ rock masses can be described by this method of classification so that the result of comprehensively evaluating is more accurate than others . In additional, an accurate and simple evaluating method that is suitable for the engineers has been given . 相似文献
4.
模糊集合论在岩体的综合评价和工程分类上的应用 总被引：5，自引：0，他引：5
岩体的工程分类是岩体力学的基本问题之一.岩体工程分类的主要目的是,针对不同的工程对象,对岩体进行综合评价,划分等级,区分成性质相近的类别,为工程的选点,设计提供定量的资料.同时,岩体的工程分类也是我们按不同的类型深入研究岩体的力学性质,建立相应的数学模型的基础.因此岩体的工程分类具有重要的实际意义,对它的研究日益广泛地引起了人们重视.到目前为止,已提出了不少岩体的分类法.从不同的出发点大体分为两类,(1)从岩体力学出发对岩体特性的一般性分类,例如Muller的分类等.(2)为特定的工程目的分类,例如为岩石边坡的Goodman分类法等.为隧道工程而提出的岩体分类最早是Terzaghi(1946年)的分类法.后来还有Lauffer(1958年)等人提出的分类法. 相似文献
5.
The joint frequency rating index accounts for 40% of the weight in the hundred-mark Rock Mass Rating 2014 (RMR14) classification system. However, owning to the natural variations of in-situ rock mass, this parameter is difficult for site engineers to obtain along the tunnel axis, especially in groundwater-rich conditions or prior to any disturbances made to rock mass. In this study, we propose an equivalent joint frequency, expressed quantitatively in terms of the ratio of the P-wave propagation velocity in the rock mass to that of the intact rocks, which is mainly based on engineering statistics easily obtained from the Chinese National Standard, GB/T 50218. We also explore a new rating method, based on field P-wave propagation velocity tests, for the joint frequency in the RMR14 classification system. Literature from in-situ databases is discussed to verify the applicability of the proposed rating method. The verifications demonstrate that, compared with the results of on-site parameters ratings as per the RMR classification system, the new rating method using P-wave propagation velocity can obtain a certain degree of accuracy. Hence, this enables the presentation of the primary state of integrity of an in-situ rock mass in accordance with the RMR14 classification system, through simple and non-destructive field P-wave velocity tests.
相似文献6.
The frost sensitivity of a rock is resulting from the combined action of processes linked to porous network characteristics (state parameters) and to the way water flows into this porous network (transfer parameters), our study was thus about the influence of these parameters on frost weathering of rocks. Sedimentary rocks often found on buildings (limestone and sandstone) and consequently submitted to temperature variations have been selected. State and transfer parameters have been measured for sample characterization and the follow-up of weathering during freeze–thaw cycles. The coupled influence of a state parameter (dynamic modulus of elasticity) and a transfer parameter (water permeability), i.e. between rock skeletal strength and voids connection, has thus been discussed. 相似文献
7.
Influence of Rock Mass Parameters on the Performance of a TBM in a Gneissic Formation (Varzo Tunnel) 总被引：4，自引：1，他引：4
Summary The paper analyses the influence of rock mass quality on the performance of a double shield TBM in the excavation of a tunnel in a gneiss formation which is characterized by high strength and low fracture intensity.As full observation of the rock conditions was prevented by the use of segmental lining, a geomechanical survey of the face was performed during maintenance downtime and the observed conditions were correlated with the machine performance parameters for that same day. A statistical analysis of the data shows that penetration rate correlates well with a slightly modified RMR index (in which the influence of the water conditions and joint orientation were discounted), but the most important factor is by far the partial rating of the RMR classification related to joint spacing only. However in tunnels characterized by greater variability in rock strength and joint conditions, it could be worthwhile using the complete RMR index.Given the toughness of the rock, failure of the cutter bearings and supports were a frequent occurrence during excavation. Owing to this factor the influence of rock quality on the rate of advance was found to be weak and the correlation more scattered.The results obtained for the Varzo tunnel were compared with those relative to other tunnels in granitic rocks and found to be in good agreement. However the relationships obtained should be considered valid only for this type of rock; machine behaviour could be found to be markedly different in other rock types, even where rock material strength and joint frequency are the same. 相似文献
8.
Assessment of the Stability of Rock Slopes by the Slope Stability Rating Classification System 总被引：2，自引：1，他引：1
Given the lack of suitable systems in the characterization of slope stability of heavily jointed rock masses, a new rock mass
classification system called Slope Stability Rating (SSR) is proposed. In addition to the so-called modified Geological Strength
Index, the proposed system considers five additional parameters whose relative effects on the stability of fractured rock
slopes were precisely examined based on data retrieved from eight different rock slope sites in Iran. An overall rating for
the rock mass is obtained from the summation of the individual ratings of each parameter. A number of design charts are provided
as illustration. The new system was then validated based on 46 slope case histories from Iran and Australia. For this, by
means of the design charts previously mentioned, a recommended stable angle for each slope was given and compared with the
current slope conditions. As a result, SSR design charts for maximum excavation angle (FS = 1.0) and also for other more conservative
excavation angles (FS = 1.2, 1.3, 1.5) were presented. 相似文献
9.
南京秦淮东河新开河道在铜家山地段穿越黄马青组（T2h）砂岩,形成高度最大达70 m的高边坡。根据现场调查和钻探结果,在近地表处,岩石中裂隙发育,岩体完整性差,而在深部,根据钻孔取芯结果,岩体中结构面胶结强度高,岩体完整性好。钻孔取岩芯样进行干湿循环试验发现,样品在干燥-饱和循环条件下,一般循环5次以上就易发生崩解,而在自然吸水-干燥循环条件下,循环20次以上仍可以保持完整。分析认为,岩石中小开裂隙发育。根据扫描电镜（SEM）对微观结构分析结果发现,饱和条件下,岩石中小开裂隙进水后导致结构面胶结物软化,并可能造成岩石开裂、吸水膨胀,即水对岩石的劣化作用是物质软化和岩石结构破坏的双重机制;而在自然吸水条件下,小开裂隙中未进水,水对结构面的软化作用较小。矿物分析结果表明,岩石中含有较多的黏土矿物,是导致岩石浸水软化的重要原因。经过干湿循环后,岩石波速下降、致密程度降低,塑性特性增强。多次循环后岩石的单轴抗压强度和弹性模量均呈明显下降趋势,岩石破坏时的变形量随循环次数增大而下降,岩石的孔隙压密和弹性变形过程逐渐消失,加载后迅速进入塑性变形阶段,且破坏速度加快。 相似文献
10.
Durability is one of the most important engineering properties of weak and clay-bearing rocks. Weathering can induce a rapid
change in rock material from initial properties to soil-like properties. The sensitivity of a rock type against weatherability
is usually described by a durability parameter, such as the slake durability index. However, marl resistance is not detected
satisfactorily by the durability indices by using slake durability test as suggested by ISRM for two wetting–drying cycles.
The results of this study are obtained from samples of compact or laminated eocene marls from region of Dalmatia, Croatia.
The samples were subjected to 4 cycles of slake durability, point load tests, determination of dry density, determination
of carbonate content and absorption of water. The scatter of data suggests that strength probably has no influence on the
durability of marls. On the other hand a separate group of marl samples have a second-cycle slake durability index higher
than approximately 85%, and the durability of these samples is classified as “medium-high” to “high”, although the visual
inspection of samples after testing, suggests that they should have “medium” to “low” durability classification. According
to obtained results these samples of marl fulfil the criterions for the durability classification: a carbonate content lower
than approximately 65%, a dry density lower than 2.4 Mg/m3, and values of water absorption higher than 5%. 相似文献
11.
Oil generation can be the dominant overpressure mechanism in low permeability source rocks because of the volume increase upon conversion of organic matter to less dense oil during the petroleum generation process. To quantitatively express the relationship between oil generation and overpressure in source rocks, an equation for the pressure change due to oil generation was derived to quantitatively estimate the overpressure generated in the source rock by considering of the episodic fluid expulsion and parameters, such as the residual oil coefficient, source rock porosity, transformation ratio, TOC (total organic carbon), hydrogen index, the compressibility of Type I kerogen, oil and pore water. The equation was then calibrated with the results from physical simulation experiments in a closed pyrolysis system. Sensitivity analyses on the residual oil coefficient, TOC and hydrogen index were performed to investigate the dominant parameters controlling overpressure due to oil generation. A good correlation was achieved between measured overpressure from the physical simulation experiments and the calculated data using the derived equations for the pressure change due to oil generation, suggesting that the equation can be used to quantitatively estimate overpressure caused by oil generation in source rocks. Many parameters can affect overpressure caused by oil generation, including residual oil coefficient, source rock porosity, TOC, hydrogen index, and transformation ratio. Sensitivity analyses indicate that the most effective parameter on the pressure change due to oil generation in the source rocks is the residual oil coefficient, implying that the internal pressure seal for the source rock is the most important parameter for overpressure development caused by oil generation. Overpressure cannot be generated from oil generation if the residual oil coefficient is less than 0.75. Source rock TOC and hydrogen index have moderate effects on the pressure change caused by oil generation. Overpressure can be generated when the TOC content is as low as 0.5% provided the source rocks have a good internal pressure seal. 相似文献
12.
《Engineering Geology》2000,57(3-4):215-237
Weathering can induce a rapid change of rock material from initial rock-like properties to soil-like properties. The resistance of a rock to short-term weathering is described through a durability parameter called the slake durability index. As durability is an important engineering parameter, particularly for weak and clay-bearing rocks, it was assessed by a number of tests. The main purpose of this study is to assess the influence of the number of drying and wetting cycles and controls of mineralogical composition and strength on durability. For this purpose, 141 samples of different types of weak and clay-bearing rocks were selected from different parts of Turkey, and relationships between the above-mentioned rock characteristics were statistically investigated. The samples were subjected to multiple-cycle slake durability testing, X-ray diffraction (XRD) analysis and uniaxial compression testing. In addition, to assess the influence of mineralogical composition on durability, the mineral contents of the original material and the material passing from the drum of the slake durability apparatus after each cycle were also determined by XRD. The results indicate that the type and amount of clay minerals are the main factors influencing the variations of the slake durability index in all samples. The durability of the clay-bearing rocks studied correlates best with the amount of expandable clay minerals. A strong relationship between the uniaxial compressive strength and the fourth-cycle slake durability index is found only for the marls among the rock types studied. Assessment of gradation results of the spoil pile materials consisting of clay-bearing rocks also reveals that the increase in percentage of fines in old piles is indicative of material degradation, as is evident by multiple-cycle slaking. It is emphasized that two-cycle conventional slake durability testing did not appear to offer an acceptable indication of the durability of weak and clay-bearing rocks when compared with multiple-cyclic wetting and drying. Comments on the performance of the test are made that aim to make the testing process and interpretation of the results more reliable. 相似文献
13.
以金沙江寨子村昔格达组半成岩为研究对象，通过X射线衍射、电镜扫描，测定了矿物成分、天然与饱和状态矿物颗粒微观结构；通过三轴压缩试验，研究了昔格达组半成岩受水和围压影响的强度及变形变化规律，并探讨了微观机制；通过对昔格达组半成岩、土、软岩强度指标与含水率的关系进行统计，分析了昔格达组半成岩不同于土和软岩的强度特性，并给出了针对此类岩土体的工程分级建议。研究表明：（1）微观结构显示昔格达组半成岩有明显不同于土和岩石的弱胶结结构特征，在饱和后胶结结构易遭破坏；（2）昔格达组半成岩黏聚力、摩擦角均随含水率增加而减小，平均模量在高含水率下随围压增加而增大，围压一定时随含水率增加而减小；（3）昔格达组半成岩、土、软岩的黏聚力大小为软岩>昔格达组半成岩>土，黏聚力对含水率的敏感性为软岩>昔格达组半成岩>土，摩擦角对含水率的敏感性为土>昔格达组半成岩>软岩；（4）将Φ50 mm×100 mm标准试件的单轴抗压强度在0.2～3 MPa，黏聚力在30～200 kPa的岩土体归类为硬土?软岩，建议在工程实际应用中将其与岩石和土进行区分。 相似文献
14.
Henning J. Olivier 《Engineering Geology》1979,14(4):255-279
The construction of the 5.3-m diameter, 82-km long Orange—Fish Tunnel in the Republic of South Africa, in sensibly horizontal beds of mudrocks, siltstones and sandstones of the Karoo Supergroup (Upper Carboniferous to Triassic age), revealed the paramount importance of rock durability. The presence of non-durable rock types was found to be one of the causes of the rock distress problems encountered in some tunnel sections during construction.
Geomechanical tests conducted on representative samples of potentially difficult rock types from the Orange—Fish Tunnel, indicated important limitations of international rock material classifications, such as the Deere—Miller Modulus—Strength and the Deere—Gamble Durability—Plasticity systems. The inadequacy of these classifications in the case of the Karoo sedimentary rocks, underlined the need for a new rock durability classification which could be used for the timely indication of the presence of non-durable rock material sections at tunnel level.
An account is given of the lithology, mineralogy and the postulated weathering mechanics of the Karoo rocks encountered, as well as the application of these parameters to the numerical methods used for the quantitative assessment of rock durability. It is considered that a reliable appraisal of this time-dependent parameter can be provided by the measurement of the strength and free swelling properties of the intact rock material.
A new rock durability classification, styled the Geodurability Classification, is discussed. This empirical system appears to be practical and simple as it depends on the minimum number of index rock properties, which can be measured fairly rapidly in a field laboratory by means of simple test apparatus and semi-skilled labour. It is based on different ranges of ratios of the uniaxial compressive strength, σc, and the “Duncan” free swelling coefficient, εD, as index parameters. The intact rock material is classified according to a rating system which varies from “excellent” (Class A) to “very poor” (Class F).
The extensive use of the Geodurability Classification indicated such a system to be particularly relevant to compacted and weakly cemented rocks, where the tendency of the rock material to deteriorate with time (and not the presence of rock discontinuities such as joints and bedding planes) dominates the time-dependent behaviour of tunnel rock masses. 相似文献
15.
The competency of any TBM in any geological condition is determined by a rock or rock mass breakage process. A 12.24 km long tunnel between Maroshi and Ruparel College was excavated by Brihanmumbai municipal corporation (BMC) to improve water supply system of greater Mumbai, India, using open-type hard rock tunnel boring machines (TBMs). In this paper an attempt has been made to establish the relationship between rock mass characteristics i.e. RMR and UCS of the Deccan trap rocks and TBMs performance characteristics for 5.83 km long Maroshi–Vakola tunnel section of the Maroshi–Ruparel college tunnel project. To analyze the effect of variable rock mass conditions on the TBM performance, the operating parameters i.e. thrust force, torque and RPM of the machine, were recorded and intact rock strength was determined. The effect of rock mass properties on machine penetration rate (PR) and the relation with other operational parameters were analyzed. The rock strength affects the rock behaviour under compression. When the rolling cutters indent the rock, the stress exerted must be higher than the rock strength i.e.; the rock strength is directly relevant to the performance of TBM. Studies show that the penetration rate decreases with increase in uniaxial compressive strength (UCS). The comparison of measured penetration rate with empirical model developed by Graham, in which, the penetration rate is computed using UCS and average thrust per cutter, showed good agreement with coefficient of determination (R2), i.e. 0.97. The study shows that the TBM performance was maximum in rock mass rating (RMR) range from 40 to 75, while slower penetration was recorded both in very poor and very good rock masses. 相似文献
16.
鱼池岭超大型钼矿床主要工业矿体赋存于晚白垩世合峪花岗岩基中,其主要岩石为二长花岗岩和隐爆角砾岩。矿床充水主要为构造裂隙水,且矿坑涌水量小,不足以对矿床开采构成威胁。工程地质岩组以二长花岗岩和隐爆角砾岩为主,岩矿石在地表基本未风化。岩矿石为致密块状,构造裂隙不发育,充水较弱;岩矿石力学强度高、稳固性好,属坚硬岩类,工程地质复杂程度为简单-中等型。矿区地壳活动性差,地震不明显;地表水基本无污染,开发环境良好。矿床地处分水岭地带,地下水补给条件差,岩矿石稳固性好且风化弱,无软弱夹层。通过分析鱼池岭超大型钼矿床的主要开采技术条件,认为其有利于矿山开发。 相似文献
17.
Xiao Yi Li Shuang Niu Shengli Li Yanhua Ke Shizhen Deng Hongwen 《Environmental Earth Sciences》2011,64(4):1059-1070
Dielectric measurements, in the frequency range from 100 Hz to 15 MHz, were carried out using an insulating film method, on
shaly and clean sandstone samples, dry, oil-impregnated, partially or fully saturated with fresh water or solutions of NaCl,
at different concentrations. The results show that two kinds of polarization relating to interface dominate: the inner surface
polarization (ISP) at the pore surface in rocks and the outer surface polarization (OSP) on the outer surface of the rock
sample. Both ISP and OSP are of the Debye type and can be fitted very well using the Cole–Cole equation. The dielectric spectra
of ISP reflect the length scale of pore size or throat size, whereas the relaxation strength depends heavily on the inner
pore surface area. Clay contributes to dispersion in rocks, mainly through increasing the inner surface. When the effect of
water content is minimized, the dielectric properties measured on brine-wetted rock samples show great salinity dependence.
The increase in salinity shifts the relaxation spectra to the high frequency end; it also enhances the relaxation strength.
In the frequency range studied, no dispersion in dry and oil-saturated samples has been observed, which underscores the key
role played by water in dielectric polarization in rocks. 相似文献
18.
为考虑时效劣化和含水弱化对岩石蠕变参数的劣化效应,提出了蠕变损伤模型,即对西原模型进行参数修正与完善,开展了不同含水状态的软岩三轴蠕变试验。首先,对不同含水率的岩石蠕变规律进行了对比分析,初步揭示了含水状态对岩石蠕变过程影响规律的机理。其次,为了能够较好地描述岩石蠕变过程,引入时效劣化效应和含水弱化效应,并通过试验数据拟合了损伤变量和蠕变参数。最后,将模型的计算值与试验值进行对比分析。结果表明,岩石随着含水率的增大,初始蠕变值和稳态蠕变值有所增大。通过FLAC3D验证了该模型的数值计算值与试验值具有很好的吻合性,提出的岩石时效蠕变损伤模型将为岩石流变特性的研究提供一定的理论基础。 相似文献
19.
基于一种脆性指标确定岩石残余强度 总被引：1，自引：0，他引：1
岩石的残余强度是岩石力学的重要指标,准确地评价岩石残余强度对于评价地下工程的稳定性以及优化岩体支护设计具有重要意义。基于岩石的三轴力学特性提出一种表征岩石峰后强度衰减行为的力学指标--岩石强度衰减系数,该指标可反映岩石的脆性程度,并提出岩石强度衰减系数与围压关系的幂函数模型。对22组不同成因的岩石常规三轴压缩试验数据进行幂函数模型参数拟合,发现不同岩石拟合所得参数离散性较大,分析其原因主要与岩石矿物组成和岩石结构特征等因素相关。在此基础上提出基于强度衰减方法确定岩石残余强度的方法,分析表明,该方法能够很好地拟合岩石残余强度试验数据,并能反映岩石结构性质对残余强度的影响。 相似文献
20.
几种岩石强度准则的对比分析 总被引：1，自引：0，他引：1
采用常规三轴试验数据,以最小平均拟合差为评价指标定量地对比分析5种强度准则描述岩石非线性强度特征的适用性。结果表明：直线型Mohr-Coulomb准则不能描述岩石强度的非线性特征;抛物线型Mohr-Coulomb虽能描述岩石强度的非线性特征,但拟合误差较大,计算所得强度参数与事实不符,不宜使用;对于中低围压（ ）下岩石强度的非线性特征,单参数Bieniawski准则拟合精度与Hoek-Brown准则相当或稍好,拟合精度接近于指数强度准则,均优于双参数Bieniawski准则;在高围压下岩石强度非线性特征较为显著,应用单参数Bieniawski 准则或Hoek-Brown准则描述误差较大,三参数Bieniawski准则和指数强度准则拟合误差较小,可用于评价深部或特深部高应力状态下岩石的强度特征。 相似文献