共查询到20条相似文献，搜索用时 397 毫秒
1.
通过相似单裂隙岩体冻结三轴试验,研究裂隙倾角、迹长、隙宽、围压和温度对单裂隙岩体力学特性的影响,试验结果表明：裂隙岩体力学参数与倾角呈二次函数分布,与迹长呈指数函数分布,通过拟合式（3）可近似计算岩体强度;岩体强度与围压呈线性分布,负温条件下泊松比和弹性模量受围压影响较小;隙宽小于0.1 mm或大于0.8 mm时,岩体强度随隙宽增大而减小,隙宽在0.1～0.8 mm之间时,岩体力学参数几乎不受隙宽影响;岩体强度随温度降低而增大的作用机制是岩体孔隙水和裂隙水冻结成冰,增大了颗粒间的凝聚力和摩擦角;裂隙倾角影响破裂面的起始位置,迹长影响破裂面的扩展规模,围压影响破裂面的延伸方向;倾角对岩体强度影响最大,迹长次之,温度影响最小。 相似文献
2.
碳酸盐岩单裂隙渗流-溶蚀耦合模型及其参数敏感性分析 总被引：1，自引：1，他引：0
岩溶地下水系统是由碳酸盐岩裂隙含水介质演化形成的,系统初始的裂隙网络介质特征及边界条件决定了其演化过程。为揭示岩溶系统演化过程中裂隙介质特征和边界条件的影响程度,建立了裂隙溶蚀扩展的渗流-溶蚀耦合模型,并对不同边界条件下不同隙宽的单裂隙溶蚀扩展特征进行了模拟分析。结果表明:裂隙溶蚀扩展受水的侵蚀性(CO2分压)、水动力条件(水力梯度)、裂隙介质特征(裂隙初始隙宽)等综合作用影响,Ca2+的平衡浓度、水力梯度以及裂隙初始隙宽等参数的增加均能促进裂隙的快速扩展。在这些参数中,初始隙宽B0对岩溶发育的影响最为敏感,水力梯度J和Ca2+平衡浓度Ceq对岩溶发育具有相同的敏感性;此外,随着各参数值的不断增大,参数变化对岩溶发育的敏感程度越来越低。 相似文献
3.
4.
采用UDEC离散单元法中关于裂隙岩体开挖模拟及水力全耦合分析模型,分析裂隙岩体洞室开挖后,因围岩应力与水力耦合作用导致裂隙隙宽变化及渗流变化的过程。为了更直观地了解耦合作用对裂隙岩体渗透特性的影响,以隧洞开挖为例,用开挖后隧洞内总涌水量来表征岩体的渗透特性。利用数值试验的方法,研究了块体边界大小、初始应力比、裂隙隙宽和裂隙夹角对开挖后隧洞内涌水量变化的影响,进而可以看出它们对裂隙岩体渗透性的影响。并得出如下结论：随着块体尺寸和初始应力比的增大,隧洞内总涌水量减少;随初始隙宽的增大涌水量增加并当达到某一固定值时保持不变;隧洞涌水量在θ2/θ1=3.5,其中θ1=30°,即两组节理的夹角为75°处达到最大。 相似文献
5.
由于地下工程处于一定水平的地应力环境中,块体边界法向应力概化的正确与否直接关系到块体的稳定性分析结果,现通过实测途径确定块体边界法向应力的研究还较少。基于大型地下厂房块体稳定性分析,通过在块体范围及邻区不同方向布置多个钻孔,首次将原生裂隙重张试验引入到块体边界法向应力的测定,对开挖后与块体主要边界产状相近的所有原生裂隙的法向应力进行了测试,成功取得了块体边界上的法向应力状态及其空间变化规律。研究结果表明：洞室开挖完成后,块体边界应力分布不均匀,但具一定规律,垂直向表现为从浅部到深部结构面的法向应力依次增大,在水平向上,随与洞室开挖面距离的增大而增大;结构面的法向应力实测值稍小于基于围岩应力的估算值,但总体一致。该成果可为确定围岩块体的边界力学状态和应力模型简化提供参考和依据。 相似文献
6.
引入并修正了变刚度的连续屈服节理模型,同时考虑应力拉压和压力（化学）溶解对裂隙开度的综合影响,对所建立的双重孔隙-裂隙介质热-水-应力耦合有限元计算程序作了改进。通过一个假定的高放废物地质处置库的数值模拟,就岩体裂隙刚度变化的2种工况,分析了岩体中的温度、裂隙刚度、正应力、孔（裂）隙水压力和地下水流速的变化、分布情况。结果显示：与裂隙刚度是常数时相比,裂隙刚度是法向应力的函数时计算域中温度较低;岩体应力的大小也有一定不同,其分布与裂隙刚度“场”有明显的相似性;并且负孔（裂）隙水压力的绝对值要略小一点,约是常数时的98%。 相似文献
7.
利用3D打印技术制作出30个含10级粗糙度(JRC=1~20)、3种厚度(1.5、3.0、5.0mm)的裂隙插片,通过模具浇筑成贯通充填裂隙类岩石试件,并对所制备的试件开展渗透性试验,研究在不同围压水平下不同粗糙度、不同隙宽贯通充填裂隙的渗流特性。试验结果表明:(1)不同粗糙度和隙宽贯通充填裂隙渗透率均随围压增加而减小,且在围压加载初期,裂隙渗透率的降低速度明显要高于围压加载中后期,最大渗透率降差达到78%。(2)围压加载初期,隙宽较小时,裂隙渗透率有随粗糙度增加而减小的趋势,且离散性较大;随着围压和隙宽的增加,粗糙度对裂隙渗透性的影响迅速减小。(3)对于10级不同粗糙度贯通充填裂隙,围压加载过程中,均有隙宽越大,裂隙渗透率越大的规律;且在围压较小时,粗糙度越大,不同隙宽贯通充填裂隙渗透率的差值越大,但随着围压的升高,这种影响逐渐被消除。(4)围压对贯通充填裂隙渗透率的影响处于主导地位,两者之间的关系可用幂函数进行描述。 相似文献
8.
在滑坡稳定性分析和设计计算中往往选用滑带土的残余强度值,但许多研究发现滑带土在稳定期会有自愈合现象发生,表现为抗剪强度的提高。对于以蠕滑为主的红层滑坡,自愈合恢复值应该在滑坡稳定性评价中予以考虑。通过对典型红层滑坡滑带土样进行“剪切―保持―剪切”试验,研究处于残余状态下的剪切面在不同法向应力、不同保持时间下的愈合情况,并进行相应的分析与讨论。试验结果表明：（1）残余状态下的土样在保持一定时间后再次剪切出现明显峰值,证明了剪切面自愈合效应存在,但是继续剪切时恢复的强度随位移快速消失;（2）随着保持时间的增长,剪切面的强度恢复值越来越大;（3）剪切面的自愈合相比法向应力更依赖于保持时间。将得到的摩擦系数值运用断层强度恢复经验公式拟合,提出不同法向应力下常数A的取值,可在滑坡安全系数计算中参考。 相似文献
9.
热-水-应力耦合影响的有限元分析 总被引：4，自引：2，他引：2
为了考虑应力拉压和压力（化学）溶解对裂隙开度的综合影响,对所建立的双重孔隙-裂隙介质热-水-应力耦合模型中裂隙开度的计算模型作了改进。通过一个假定的高放废物地质处置库算例,就岩体裂隙开度变化的3种工况,分析了岩体中的温度、孔（裂）隙水压力、地下水流速和主应力的变化、分布情况。结果显示：3种工况的计算域中温度场基本相同;孔（裂）隙水渗流场形态相似,但其量值有一定差别;工况1的裂隙开度在应力和压力（化学）溶解的共同作用下闭合量最大,负孔（裂）隙水压力增值最高;核废物的释热效应明显地改变了岩体自重应力场的水平分量,但对其垂直分量影响较小。 相似文献
10.
为探究不同初始瓦斯压力下煤体动力学特性及其劣化规律,利用自主研发的含瓦斯煤岩动静组合加载试验系统对含瓦斯煤开展冲击压缩试验,结合CT扫描系统分析了含瓦斯煤内部裂隙的扩展演化规律,并基于不同初始瓦斯压力下冲击煤样内部裂隙率增量定量表征了其细观损伤程度,探讨了冲击荷载作用下含瓦斯煤宏观力学参量劣化规律。研究结果表明：（1）冲击荷载作用下含瓦斯煤动态应力-应变曲线无明显压密阶段,分为线弹性阶段、塑性硬化阶段和破坏阶段,并发现随初始瓦斯压力升高,冲击煤样峰值强度、峰值应变和弹性模量均出现弱化现象;（2）瓦斯加剧了煤体内部裂隙的扩展和贯通,并根据CT扫描结果发现,含瓦斯煤冲击破坏模式主要以劈裂和层裂破坏为主,随初始瓦斯压力升高,两种破坏模式越显著,煤体内部裂隙数量及其损伤程度逐渐增大,空间裂隙网络更为复杂;（3）基于细观层面定义了损伤变量,得其值随初始瓦斯压力升高呈现二次函数上升,对比冲击载荷作用下煤体动态强度与以裂隙率增量定义损伤程度所得理论强度,验证了细观层面煤体裂隙率增量定义损伤变量的合理性,建立了含瓦斯煤细观劣化与宏观参量损失的内在联系。研究成果丰富了含瓦斯煤动力学基础理论,为矿井煤岩瓦... 相似文献
11.
针对非贯通裂隙岩体工程结构中的受荷岩体,提出受荷细观损伤与裂隙宏观损伤的概念。以完整岩石的初始损伤状态作为基准损伤状态,综合考虑裂隙宏观缺陷的存在、微裂纹细观缺陷在受荷下的损伤扩展以及宏细观缺陷在受荷过程中的耦合,基于Lemaitre应变等效假设,推导了考虑宏细观缺陷耦合的复合损伤变量,并给出同时考虑试件尺寸、裂隙几何与力学特性的宏观损伤变量的计算公式,从而建立了基于宏细观缺陷耦合的非贯通裂隙岩体在荷载作用下的损伤本构模型。用宏细观损伤耦合的本构模型来描述非贯通裂隙岩体在受荷过程中的细观损伤演化与宏观损伤行为,与非贯通裂隙岩体实际受荷情况符合较好。研究结果表明：（1）完整岩样和裂隙岩样的应力-应变行为在峰值强度之前差异较大,峰值强度以后差异逐渐减小,最后趋于一致,二者具有相近的残余强度;（2）裂隙岩体强度随裂隙贯通率的增加而增大,随裂隙倾角的变化具有明显的各向异性,同时还与裂隙面的内摩擦角有关;（3）裂隙倾角为90°时,裂隙岩样的峰值强度最高;张开型裂隙岩样的裂隙倾角为45°时,峰值强度最低;（4）非贯通裂隙岩体工程结构中的受荷岩体,其力学性能由受荷细观损伤与裂隙宏观损伤及其耦合效应所决定,基于宏细观损伤耦合的复合损伤变量可以较好地反映非贯通裂隙岩样的力学特性。 相似文献
12.
Microplane damage model for jointed rock masses 总被引：1，自引：0，他引：1
The paper presents a new microplane constitutive model for the inelastic behavior of jointed rock masses that takes into account the mechanical behavior and geometric characteristics of cracks and joints. The basic idea is that the microplane modeling of rock masses under general triaxial loading, including compression, requires the isotropic rock matrix and the joints to be considered as two distinct phases coupled in parallel. A joint continuity factor is defined as a microplane damage variable to represent the stress‐carrying area fraction of the joint phase. Based on the assumption of parallel coupling between the rock joint and the rock matrix, the overall mechanical behavior of the rock is characterized by microplane constitutive laws for the rock matrix and for the rock joints, along with an evolution law for the microplane joint continuity factor. The inelastic response of the rock matrix and the rock joints is controlled on the microplane level by the stress–strain boundaries. Based on the arguments enunciated in developing the new microplane model M7 for concrete, the previously used volumetric–deviatoric splits of the elastic strains and of the tensile boundary are avoided. The boundaries are tensile normal, compressive normal, and shear. The numerical simulations demonstrate satisfactory fits of published triaxial test data on sandstone and on jointed plaster mortar, including quintessential features such as the strain softening and dilatancy under low confining pressure, as well as the brittle–ductile transition under higher confining pressure, and the decrease of jointed rock strength and Young's modulus with an increasing dip angle of the joint. Copyright © 2014 John Wiley & Sons, Ltd. 相似文献
13.
Friction Factor of Water Flow Through Rough Rock Fractures 总被引：2，自引：1，他引：1
Fluid flow through rock joints occurs in many rock engineering applications. As the fluid flows through rough-walled rock fractures, pressure head loss occurs due to friction drag of the wall and local aperture changes. In this study, the friction factor was experimentally investigated by performing flow tests through sandstone fractures with joint roughness coefficient ranging from 5.5 to 15.4 under changing normal stress from 0.5 to 3.5 MPa. According to the experimental results, the friction factor was formulated as a function of two-independent variables—Reynolds number and relative roughness. Relative roughness is defined as the ratio of maximum asperity height to equivalent hydraulic aperture. The experimental results show that the proposed predictor of the friction factor fits the data with a coefficient of determination R 2 > 0.93. Sensitivity analyses indicate that in general, the proposed friction factor increases with the relative roughness of confined fractures. The large difference of friction factor induced by relative roughness occurs when the Reynolds number is lower than unity, especially for Re < 0.2. For Reynolds numbers greater than unity, the difference of friction factor induced by relative roughness is smaller. Inclusion of joint roughness in calculating the friction resistance to fluid flow in rough rock joints and the influence of normal stress to the joints is a major step towards more accurate predictions for fluid flow in underground joint networks. This study provides a significant improvement in fundamental understanding of fluid flow in the jointed strata. 相似文献
14.
作为岩体组成部分的非贯通节理对岩体力学特性有着重要影响,然而几乎目前所有的岩体损伤变量计算方法都仅考虑节理几何参数对岩体力学特性的影响。对含单组非贯通节理的岩体力学特性进行研究,提出一个能够同时考虑节理几何及强度参数对岩体力学特性影响的新的岩体损伤变量计算方法。首先,采用弹性余能等效假设代替Lemaitre应变等效假设研究由节理引起的岩体各向异性损伤,并基于断裂力学中单个节理引起的附加应变能增量与损伤力学应变能释放量相关联的观点,推导出由单条节理引起的损伤变量计算公式。其次,根据断裂力学理论获得了单轴压缩下单条节理尖端应力强度因子（SIF）KⅠ、KⅡ的计算公式。最后,通过考虑节理间的相互作用给出了单组单排或多排节理尖端应力强度因子KⅠ、KⅡ的计算公式,得到了单组节理引起的岩体损伤变量计算公式,并与已有试验结果的对比分析证明了该公式的合理性。 相似文献
15.
渗透水压对节理应力-渗流耦合特性的影响试验研究 总被引：1，自引：0，他引：1
为研究渗透水压对节理应力-渗流耦合特性的影响,通过对6组人造节理试件恒定法向载荷和恒定法向刚度的压剪渗流试验,分析了应力和位移、节理水力开度以及透过率随剪切位移的变化趋势,获得了渗透水压对节理岩石应力-渗流耦合特性的影响规律。结果表明：节理试件的剪切应力和位移、水力开度以及透过率都与渗透水压密切相关。剪切应力随渗透水压的增大而减小,法向变形、水力开度和透过率却随渗透水压的增大而增大。在压剪渗流试验过程中,不同渗透压力的节理试件都发生了剪胀效应。研究可为深部岩体工程围岩遇水作用稳定性及渗流灾害控制技术提供科学的理论依据。 相似文献
16.
Constitutive laws for rock joints should be able to reproduce the fundamental mechanical behaviour of real joints, such as dilation under shear and strain softening due to surface asperity degradation. In this work, we extend the model of Plesha to include hydraulic behaviour. During shearing, the joint can experience dilation, leading to an initial increase in its permeability. Experiments have shown that the rate of increase of the permeability slows down as shearing proceeds, and, at later stages, the permeability could decrease again. The above behaviour is attributed to gouge production. The stress–strain relationship of the joint is formulated by appeal to classical theories of interface plasticity. It is shown that the parameters of the model can be estimated from the Barton–Bandis empirical coefficients; the Joint Roughness Coefficient (JRC) and the Joint Compresive strength (JSC). We further assume that gouge production is also related to the plastic work of the shear stresses, which enables the derivation of a relationship between the permeability of the joint and its mechanical aperture. The model is implemented in a finite element code (FRACON) developed by the authors for the simulation of the coupled thermal–hydraulic–mechanical behaviour of jointed rock masses. Typical laboratory experiments are simulated with the FRACON code in order to illustrate the trends predicted in the proposed model. © 1998 by John Wiley & Sons. Ltd. 相似文献
17.
Summary The geometry of the rock joint is a governing factor for joint mechanical and hydraulic behaviour. A new method for evaluating
the aperture distribution, based on measurement of joint surfaces and three dimensional characteristics of each surface, is
developed. This method allows one to determine and visualize the aperture distribution under different normal stresses and
shear displacements, which is difficult to observe experimentally. A new laser scanner system is designed and developed for
joint surface measurements. Special attention is paid to both surfaces’ data gained by measurements and processing, such as
x-y coordinate table modification, data referencing, and matching between upper and lower surfaces. The surfaces of an artificial
joint in granite are measured, processed, analyzed and three dimensional approaches are carried out for surface characterization.
Parameters such as “asperity’s heights”, “slope angles”, and “aspects” distribution at micro scale, local concentration of
elements and their spatial localization at local scale are determined by Geographic Information System (GIS). These parameters
are used for joint surfaces matching and its real behavior quantitative analysis. The upper surface is brought down to make
contact with the lower surface and the distance between the two surfaces is evaluated from the joint mean experimental aperture,
which is obtained from normal and shear tests. Changes of aperture distribution at different normal stresses and various shear
displacements are visualized and interpreted. Increasing normal load causes negative changes in aperture frequency distribution
which indicates high joint matching. However, increasing shear displacement causes a rapid increase in the aperture and positive
changes in the aperture frequency distribution, which could be due to un-matching, surface anisotropy and spatial localization
of contact points with proceeding shear.
Author’s address: Mostafa Sharifzadeh, Department of Mining, Metallurgy and Petroleum Engineering, Amirkabir University of
Technology, Hafez 424, Tehran 15875-4413, Iran 相似文献
18.
含二阶起伏体的模拟岩体节理试样剪切特性试验研究 总被引：1，自引：0，他引：1
利用规则的小尺寸锯齿构造二阶起伏体,对不同二阶起伏体高度的人工节理进行常法向应力下的直剪试验,研究了节理剪切力学特性。对节理的剪切强度、变形特征进行了分析,并对破坏特征做出解释。试验结果表明：二阶起伏体对节理剪切力学特性有重要影响,含二阶起伏体节理的剪切力学特性与只含有一阶起伏体节理的剪切力学特性不同,只含一阶起伏体的节理剪应力只有一个峰值,含二阶起伏体的节理会出现波浪状的剪胀曲线和多峰值剪应力,且峰值剪应力随剪切位移增大依次出现并逐个减小;随着二阶起伏体高度增大,节理峰值剪切强度增大,节理依次出现磨损破坏、多次性剪断破坏、一次性剪断破坏。 相似文献
19.
结构面的存在改变了岩体力学性质,影响了岩体强度特征。基于统计岩体力学强度判据,结合摩尔-库仑准则,得到了含单组结构面岩体破坏的4种不同方式和相应的结构面倾角范围,推导了岩体强度由结构面控制转化为应力控制的临界围压表达式。在此基础上,根据岩石和结构面参数之间的关系,将含单组结构面岩体分为4类,并探讨了可能破坏方式和发生破坏的条件。最后,举例分析了含单组结构面闪长岩的强度特征,结果表明,该岩体属于第I类岩体,在垂向受压时先沿结构面后沿岩块破坏,临界围压为9.12 MPa;从全空间分析,该岩体强度各向异性显著,围压增大可使岩体在一些方向上受力时强度由结构控制转化为应力控制。 相似文献
20.
为研究不同边界条件下剪切速率对岩石节理剪切力学特性的影响,采用RDS-200型岩石节理剪切试验系统对人工浇筑的具有相同节理形貌的不规则水泥节理试样进行了常法向应力和常法向刚度2种边界条件下5种剪切速率的直剪试验。结果表明：（1）常法向应力边界条件下,随剪切速率增大,相同法向应力下的类岩石节理峰前剪切刚度减速增大,峰值剪切强度和残余剪切强度呈对数降低;随剪切速率增大,类岩石节理黏聚力减速增大,内摩擦角呈对数降低。（2）常法向刚度边界条件下,随剪切速率增大,相同法向应力的类岩石节理峰前剪切刚度减速增大,峰值剪切强度呈对数降低,较高法向应力下的残余剪切强度先增大后减小;随剪切速率增大,类岩石节理黏聚力呈对数降低,内摩擦角减速增大。（3）与常法向应力边界条件相比,常法向刚度条件下,节理黏聚力平均增加了115.85%,内摩擦角平均降低了8.44%;相同初始法向应力和剪切速率下,峰前剪切刚度、峰值剪切强度和残余剪切强度分别平均增加了11.96%、19.47%和32.32%,峰值法向位移平均降低了40.12%。该研究结论可为不同剪切速率下地表和地下工程岩体节理的剪切失稳评价提供一定参考。 相似文献