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1.
Crack coalescence in rock masses was studied by performing a series of biaxial compresion tests on specimens made of rock-like
material. Specimens of size 63.5 × 27.9 × 20.3 cm, made of 72% silica sand, 16% cement (Type I) and 12% water by weight were
tested. The joint inclination angle was maintained at 45°, while the offset angle i.e. angle between the plane of the joint
and the line that connects the two inner tips of the joints, was changed from 0° to 90° with an increment of 15°. Three levels
of lateral stress were used; 0.35 MPa, 0.7 MPa and 1.5 MPa on each sample. HP data acquisition system was used to record the
data for each sample. In each sample, four LVDTs were fixed to measure the axial and lateral displacement along the sample.
The failure mechanisms were monitored by eye inspection and a magnifier to detect crack initiation and propagation. For each
test, the failure surfaces were investigated to determine the characteristics of each surface. Wing cracks initiated at the
tip of the joint for the low confining stress applied, while at higher confining stresses wing cracks also initiated at the
middle of the joint. Secondary cracks initiated at the tip of the joint due to shear stress. Three modes of failure took place
due to coalescence of the secondary and wing cracks. The bridge inclination was the main variable that controlled the mode
of failure. For bridge inclination of 0°, the coalescence occured due to shear failure and for bridge inclination of 90° the
coalescence occurred due to tensile failure while for the other bridge inclinations coalescence occured due to mixed tensile
and shear failure. 相似文献
2.
The morpho‐mechanical behaviour of one artificial granite joint with hammered surfaces, one artificial regularly undulated joint and one natural schist joint was studied. The hammered granite joints underwent 5 cycles of direct shear under 3 normal stress levels ranging between 0.3 and 4 MPa. The regularly undulated joint underwent 10 cycles of shear under 6 normal stress levels ranging between 0.5 and 5 MPa and the natural schist replicas underwent a monotonics shear under 5 normal stress levels ranging between 0.4 and 2.4 MPa. These direct shear tests were performed using a new computer‐controlled 3D‐shear apparatus. To characterize the morphology evolution of the sheared joints, a laser sensor profilometer was used to perform surface data measurements prior to and after each shear test. Based on a new characterization of joint surface roughness viewed as a combination of primary and secondary roughness and termed by the joint surface roughness, SRs, one parameter termed ‘joint surface degradation’, Dw, has been defined to quantify the degradation of the sheared joints. Examinations of SRs and Dw prior to and after shearing indicate that the hammered surfaces are more damaged than the two other surfaces. The peak strength of hammered joint with zero‐dilatancy, therefore, significantly differs from the classical formulation of dilatant joint strength. An attempt has been made to model the peak strength of hammered joint surfaces and dilatant joints with regard to their surface degradation in the course of shearing and two peak strength criteria are proposed. Input parameters are initial morphology and initial surface roughness. For the hammered surfaces, the degradation mechanism is dominant over the phenomenon of dilatancy, whereas for a dilatant joint both mechanisms are present. A comparison between the proposed models and the experimental results indicates a relatively good agreement. In particular, compared to the well‐known shear strength criteria of Ladanyi and Archambault or Saeb, these classical criteria significantly underestimate and overestimate the observed peak strength, respectively, under low and high normal stress levels. In addition and based on our experimental investigations, we put forward a model to predict the evolution of joint morphology and the degree of degradation during the course of shearing. Degradations of the artificial undulated joint and the natural schist joint enable us to verify the proposed model with a relatively good agreement. Finally, the model of Ladanyi and Archambault dealing with the proportion of total joint area sheared through asperities, as, once again, tends to underestimate the observed degradation. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
3.
The finite element program ELFEN is used to study the effect of basement fault dip on the evolution of shear band patterns in unconsolidated sand. The material properties and boundary conditions of the model were chosen to correspond to generic sandbox experiments.Model results reproduce the range of structural styles found in corresponding sandbox experiments. With a basement fault dip of 60° and lower, a graben structure is formed, composed of a synthetic shear band followed by one or more antithetic shear bands. With a basement fault dip of 70° and steeper, a reverse (precursor) shear band forms first, followed by a synthetic, normal shear band that accommodates all further displacement. The dip of the synthetic shear band is close to the basement fault dip. For basement fault dips between 60° and 70°, we observe a transition in localization patterns. An analysis of the stress fields and velocity vectors in the model explains the first-order aspects of the relationships observed.We consider the observed ‘precursor-dominated’ and ‘graben-dominated’ structural domains to be important components of normal fault systems in which the first order structural style and deformation patterns are only weakly dependent on the details of the rheology of the model materials and explore the interesting problem of the change in structural style from ‘precursor-dominated’ to ‘graben-dominated’ structural domains above a normal fault in basement. We find similar structural domains in sandbox experiments for the same set of boundary conditions but with slightly different material properties, suggesting that the modeled patterns are robust within these two structural domains, (i.e. will occur over a range of similar material properties and boundary conditions).The results of this study contribute to our ability to validate numerical models against experiments in order to finally better simulate natural systems. 相似文献
4.
剪切过程中锚杆的轴向和横向作用分析 总被引：1，自引：0，他引：1
为了分析锚杆轴向力和横向剪切力分别换算的结构面抗剪强度大小规律,依据最小势能原理的变分法,并考虑结构面剪胀特性,建立加锚结构面抗剪强度计算公式。通过加锚结构面直剪试验验证理论计算的有效性,结合理论计算公式,分析了在不同锚杆倾角下围岩强度、锚杆直径和法向应力对锚杆轴向力和横向剪切力换算的抗剪强度影响规律,以及预应力对抗剪强度的影响。结果表明：加锚结构面抗剪强度计算结果与试验结果吻合较好;当锚杆倾角逐渐增大时,锚杆轴向力发挥的抗剪强度逐渐降低,横向剪切力发挥抗剪效能逐渐增大,当锚杆倾角为120°～150°时,轴向力换算的抗剪强度基本为0,而横向剪切力换算的抗剪强度最大;随着围岩强度或法向应力的增大,锚杆轴向力换算的结构面抗剪强度减小,但随锚杆直径或预应力的增大,锚杆轴向力换算的结构面抗剪强度增大;当围岩强度和锚杆直径增大,锚杆横向剪切力换算的抗剪强度会明显增大,而预应力增大会使锚杆横向剪切力换算的抗剪强度呈现降低趋势。 相似文献
5.
节理岩体的剪切特性是主导岩体工程稳定性的关键因素。基于PFC2D离散元颗粒流程序,结合室内试验结果对比分析,选取合理的细观参数进行数值模拟,分别从细观角度研究了节理岩石的裂纹发展、能量转化及声发射现象等特性,从宏观角度研究了节理岩石的强度模型和破坏形态。结果表明：节理岩体主要呈现磨损和剪断两种破坏形态,不同的破坏形态对应不同的强度模型;随着剪切变形增加,岩体沿节理面发生破坏,弹性阶段以法向裂纹为主,而塑性阶段切向裂纹起主导作用,滑移区R、P裂纹贯通形成破碎带,节理面产生较大滑移;在应力达到峰值强度前,边界能主要转化为应变能,法向裂纹生成较多;越过峰值强度后,摩擦能快速增长,并伴随大量切向裂纹产生。与室内试验结果相比,PFC2D较好地模拟了节理岩体剪切力学特性,弥补了室内试验中无法进行细观特性研究的缺陷,对于节理岩体后期研究提供了一些参考。 相似文献
6.
Discrete numerical modelling of rockfill dams 总被引：1，自引：0，他引：1
The aim of this study is to obtain quantitative information on the behaviour of rockfill used in embankment dams, and particularly on the influence of block breakage on the displacement field, from a numerical analysis using the Distinct element method. A methodology is set up to define the resistance of the 2D particles so that the same probability of breaking blocks may be reproduced as in a 3D material. The model uses the discrete element code PFC2D (Itasca Consulting Group Inc., PFC2D (Particle Flow Code in Two Dimensions), Version 3.0, 2002) and considers breakable clusters of 2D balls. The different parameters are determined from experimental data obtained from laboratory tests performed on rock blocks. The model is validated by comparing the results of the simulation of shearing tests with actual triaxial tests on rockfill material published in the literature. The numerical analysis of block crushing in an actual dam is proposed in the last part of this paper. Copyright © 2006 John Wiley & Sons, Ltd. 相似文献
7.
加载速率对裂隙岩体的力学性质及变形破坏均有重要影响。利用二维颗粒流程序PFC2D开展了不同倾角非贯通单裂隙砂岩试件的单轴压缩试验,研究了中等应变率对裂隙砂岩应力-应变曲线特征、裂隙尖端应力状态、特征应力状态、岩体损伤及裂隙扩展等力学响应的影响规律。裂隙岩体应力-应变曲线呈现明显的波动性,定义应力突变指标 对应力突变型波动剧烈程度进行了定量统计分析：随应变率的增加,曲线应力突变波动越剧烈,且峰后明显大于峰前;随裂隙倾角的增大,波动幅度峰前增大,而峰后减小。裂隙尖端破裂应力随应变率增大均有所提高,随裂隙倾角的增大,切向剪应力 总体上呈增加变化,而法向应力 明显减小。尖端破裂时岩样加载应力 、岩样临界扩容应力 及峰值应力 均随应变率增大而增大。裂隙尖端的破裂可立即引起岩体扩容,一般应变率越低,岩体裂隙尖端破裂点 和扩容点 越接近峰值强度 。随着应变率的提高,损伤裂纹及宏观裂隙类型越多,岩体试件损伤破裂程度越强,特别是试件端部效应愈显著。裂隙首先以I型翼裂纹在其尖端起裂,而I型翼裂纹的扩展长度与加载速率与裂隙倾角具有较强的相关性。 相似文献
8.
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
9.
Wai Loong Chong Asadul Haque Ranjith Pathegama Gamage Akm Shahinuzzaman 《Arabian Journal of Geosciences》2013,6(5):1639-1646
Rock mass is a highly complex entity where the strength and deformation behaviour can be significantly affected by its secondary structures such as joints, fissures and bedding planes. Whilst many research works have been conducted to study the behaviour of a specific rock mass, a thorough understanding of its strength and deformation behaviour incorporating different joint sets has not been established. In this study, a comprehensive numerical modelling using a three-dimensional distinct element code, 3DEC, was undertaken to study the strength and deformation behaviour of a mudstone, locally found in Melbourne, in unconfined and confined states. The initial unconfined model established for intact mudstone was calibrated against the well-established laboratory-based empirical strength relationships and subsequently compared with some strength test data available for field samples. The intact unconfined model was then extended to study the strength behaviour in the confined state. The results obtained from this confined intact model were compared with existing strength criteria and were found in good agreement. The confined model was extended further to investigate the effects of joint sets and dip angles on the rock mass strength and deformation behaviour by incorporating two different joint configurations (one-joint and two-joint) with varying dip angles (0°–90°). This study found that the rock mass strength in a confined state varied significantly between the two joint configurations. 相似文献
10.
Sun Bing Yang Haowei Zeng Sheng Luo Yu 《Geotechnical and Geological Engineering》2022,40(11):5577-5591
The effect law of deformation and failure of a jointed rock mass is essential for underground engineering safety and stability evaluation. In order to study the evolution mechanism and precursory characteristics of instability and failure of jointed rock masses, uniaxial compression and acoustic emission (AE) tests are conducted on sandstones with different joint dip angles. To simulate the mechanical behavior of the rock, a jointed rock mass damage constitutive model with AE characteristic parameters is created based on damage mechanics theory and taking into account the effect of rock mass structure and load coupling. To quantify the mechanism of rock instability, a cusp catastrophe model with AE characteristic parameters is created based on catastrophe theory. The results indicate that when the joint dip angle increases from 0° to 90°, the failure mechanism of sandstone shifts from tensile to shear, with 45° being the critical failure mode. Sandstone's compressive strength reduces initially and subsequently increases, resulting in a U-shaped distribution. The developed damage constitutive model's theoretical curve closely matches the test curve, indicating that the model can reasonably describe the damage evolution of sandstone. The cusp catastrophe model has a high forecast accuracy, and when combined with the damage constitutive model, the prediction accuracy can be increased further. The research results can provide theoretical guidance for the safety and stability evaluation of underground engineering.
相似文献11.
相同形貌结构面重复性剪切试验和各向异性剪切试验一直是岩体结构面剪切力学特性试验研究中的难点,而该问题对于工程岩体的开挖力学响应和稳定性分析、评价与控制至关重要,问题的关键在于同一种岩石的结构面形貌的再现。为此,基于3D扫描和3D雕刻技术,重复制备了3种不同粗糙度的大理岩结构面试样,开展了不同法向应力下相同形貌结构面的各向异性剪切试验。试验结果发现：（1）同一法向应力、不同剪切方向下,相同形貌结构面的剪切强度、剪胀和剪切破坏特征均呈现明显各向异性;（2）结构面粗糙度各向异性很大程度上决定了剪切强度的各向异性,两者具有较好的正相关性;（3）随着法向应力的升高,结构面剪切特征的各向异性有逐渐弱化的趋势。同时,研究还充分表明,3D雕刻技术是系统开展结构面剪切力学特征各向异性研究的可靠手段,可在将来研究中发挥更为重要的作用。 相似文献
12.
A Bonded Particle Model Simulation of Shear Strength and Asperity Degradation for Rough Rock Fractures 总被引：3，自引：3，他引：0
Mohammad Sadegh Asadi Vamegh Rasouli Giovanni Barla 《Rock Mechanics and Rock Engineering》2012,45(5):649-675
Different failure modes during fracture shearing have been introduced including normal dilation or sliding, asperity cut-off and degradation. Attempts have been made to study these mechanisms using analytical, experimental and numerical methods. However, the majority of the existing models simplify the problem, which leads to unrealistic results. With this in mind, the aim of this paper is to simulate the mechanical behaviour of synthetic and rock fracture profiles during direct shear tests by using the two-dimensional particle flow computer code PFC2D. Correlations between the simulated peak shear strength and the fracture roughness parameter D R1 recently proposed by Rasouli and Harrison (2010) are developed. Shear test simulations are carried out with PFC2D and the effects of the geometrical features as well as the model micro-properties on the fracture shear behaviour are studied. The shear strength and asperity degradation processes of synthetic profiles including triangular, sinusoidal and randomly generated profiles are analysed. Different failure modes including asperity sliding, cut-off, and asperity degradation are explicitly observed and compared with the available models. The D R1 parameter is applied to the analysis of synthetic and rock fracture profiles. Accordingly, correlations are developed between D R1 and the peak shear strength obtained from simulations and by using analytical solutions. The results are shown to be in good agreement with the basic understanding of rock fracture shear behaviour and asperity contact degradation. 相似文献
13.
针对目前节理岩体损伤变量定义中大多仅考虑节理长度、倾角等几何性质,而未考虑节理抗剪强度等力学性质的不足,基于断裂力学中的由于单个节理存在引起的附加应变能增量与损伤力学中的损伤应变能释放量相关联的观点,推导出了在双轴应力下含单条非贯通闭合节理岩体的损伤变量计算公式,并根据断裂力学理论对双轴压缩荷载下的单个节理尖端应力强度因子计算方法进行了研究,得出了应力强度因子KⅠ、KⅡ的计算公式;同时考虑多节理间的相互作用,给出了单组单排及单组多排非贯通节理尖端应力强度因子计算公式,由此建立了相应的节理岩体双轴压缩损伤本构模型,并利用该模型进行了相应的算例分析。结果表明：对含单条非贯通闭合节理的岩体而言,当节理倾角小于其内摩擦角时,岩体强度与完整岩石相同,岩体损伤为0,而后随着节理倾角增加,岩体强度、损伤随节理倾角的变化分别呈开口向上及向下的抛物线,当节理倾角约为60°时,岩体损伤最大,强度最低。随着节理长度增加,岩体损伤增加,而随着节理内摩擦角的增加,岩体损伤则减小;对含单组单排非贯通闭合节理的岩体而言,当节理总长度一定时,随着单条节理长度的减小及节理条数的增加,岩体损伤则逐渐减小,但其减小幅度与节理条数并不呈线性关系。 相似文献
14.
针对节理化岩体的自身特点,提出沿岩体层面产生的应力集中以及层面与节理之间的残余完整岩桥破坏,将可能导致岩体产生复合式滑移破坏。并在室内利用岩石三轴刚性伺服机,通过模型试验对岩体的层面和一组与层面正交的节理的情况进行模拟研究,分析了结构面性状和围压对复合式滑移破坏的影响,给出了在贯通性结构面(层面)倾角、非贯通性结构面以及围压等因素共同作用下,节理化岩体发生复合式滑移破坏的条件以及破坏面特征。在与前人的试验资料进行对比分析的基础上得到可靠的结论,期望为在将来的实践工作中正确评估节理化岩体的破坏模式提供指导性意见。 相似文献
15.
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
16.
节理岩体动态破坏的SHPB相似材料试验研究 总被引：1，自引：0，他引：1
采用相似材料模型试验对不同节理倾角、节理贯通度、节理条数、载荷应变率、节理充填物厚度、节理充填物类型及试件长径比等7种工况下的节理岩体动态强度及破坏模式进行了分离式Hopkinson压杆(SHPB)试验研究。结果表明：节理岩体动态破坏模式及强度与节理构造形态密切相关。对于单节理岩体,其强度及破坏特征在很大程度上受节理倾角控制,节理倾角0°、90°试件动强度分别为完整试件的90%和71%,且其破坏形式均为张拉破坏;倾角60°试件动强度几乎为0;倾角30°、45°试件的动强度分别为完整试件的50%和18%,且其破坏以剪切破坏为主,兼有张拉破坏。中心1/4、1/2、4/5及全贯通节理试件的峰值强度分别为完整试件的95%、74% 、28%和17%,即随节理贯通度增加,试件动强度逐渐降低。含1~3条节理的试件动强度分别为完整试件的54%、23%和10%,即随节理条数增加,试件动强度随之有较大幅度降低,但节理条数的增加并没有改变其破坏模式。随着节理充填物厚度增加及节理充填物强度降低,试件强度依次递减,但破坏模式并没有改变。完整试件和节理试件的动强度均随着载荷应变率的增加而变大,且前者对载荷应变率的敏感性要远远高于后者,相应地试件的破坏模式也变得更加复杂。两类试件的动强度均随着试件长径比的增加先增大后减小,即存在一个最佳长径比。 相似文献
17.
为了准确模拟岩体节理的空间分布,评价高放废物地质处置库围岩的稳定性,先通过调查露头节理数据,运用概率统计理论进行节理几何特征模拟,再利用Monte-Carlo法来模拟节理空间分布特征,并以高放废物地质处置新疆预选区天湖地段花岗岩体为研究对象,通过钻孔电视调查不同深度节理几何特征,划分钻孔岩体结构均质区,提出钻孔节理产状、大小、密度的统计方法和计算公式,以均质区建立节理三维网络模型并通过数据对比法进行模型验证。结果表明：1）利用列联表卡方检验和重叠窗口法可将天湖钻孔岩体划分为0~90、120~240、270~360和390~600 m等4个均质区;2）利用SPSS软件以及基于节理直径、迹长和隙宽之间的数量关系得出节理产状服从正态分布,节理直径服从负指数分布;3）通过数据对比法得出模型统计和现场测量的节理平均产状数据相差±3°以内,平均直径相差±1 m以内,平均面密度相差±0.01 m-2以内,从而验证了Monte-Carlo法建立的节理三维网络模拟的准确性。 相似文献
18.
微震、工程爆破等低应力循环剪切荷载作用对节理岩体工程失稳破坏具有重要影响。为研究峰前循环剪切加卸载作用下岩石节理剪切力学特性,采用RDS-200型岩石节理剪切试验系统对人工劈裂黄砂岩节理进行了峰前循环剪切下的直剪试验。通过与未进行峰前循环剪切加卸载时岩石节理力学参数预测值对比,得到峰前循环剪切加卸载作用对峰前剪切刚度、峰值剪切强度、峰值剪切位移与残余剪切强度的影响。结果表明：（1）峰前循环剪切加卸载后,当法向应力为2 MPa时,岩石节理峰前剪切刚度增大,当法向应力为4～10 MPa时,岩石节理峰前剪切刚度在循环剪切应力幅值范围内增大,在超出循环剪切应力幅值时减小;（2）峰前循环剪切加卸载后,峰值剪切强度降低了10%～20%,降低百分比随法向应力增大整体呈对数函数增大;峰值剪切位移增加了2%～40%,增加百分比随法向应力增大整体呈对数函数减小;（3）峰前循环剪切加卸载后,岩石节理残余剪切强度无明显变化,峰值剪切强度与残余剪切强度差值减小,峰后剪切应力做功损失百分比降低。 相似文献
19.
In this paper an experimental study was planned on rock mass model with three joint sets under triaxial and true-triaxial
stress states to assess the influence of joint geometry and stress ratios on deformational behaviour of rock mass. The physical
models were composed of three continuous orthogonal joint sets in which joint set-I was inclined at angle θ=0°, 20°, 40°,
60°, 80° and 90° with x-axis, joint set-II was produced at staggering s=0.5 and joint set-III was kept always vertical. Thus, rock mass models with medium interlocked smooth joints (ϕ
j
=36.8°) were simulated under true triaxial compression (σ1>σ2>σ3). Modulus of rock mass shows anisotropy with joint inclination θ which diminishes with increase in σ2/σ3 ratio. The rock mass at θ=60° shows the highest modulus enhancement (599.9%) whereas it is minimum (32.3%) at θ=90°. Further
two empirical expressions for estimation of deformation modulus were suggested based on experimental results, which were developed
by incorporating two basic concepts, e.g. Janbu’s coefficients and joint factor, J
f. 相似文献
20.
循环冻融条件下节理岩体损伤破坏试验研究 总被引：2，自引：0，他引：2
通过循环冻融和相似材料试验,研究了节理岩体在冻融条件下的损伤破坏机制及其相应的力学特性。通过对经历冻融循环后的试件损伤破坏模式的观察和单轴压缩试验,重点研究了节理倾角、节理贯通度、节理条数、节理充填物厚度、节理充填物类型、试件饱和度、冻融循环次数等对试件冻融损伤破坏模式、单轴抗压强度和弹性模量的影响。研究发现：节理存在及其物理力学性质对岩体的冻融损伤破坏模式及强度均有很大影响。节理倾角通过影响冻融裂纹的起裂位置进而影响其破坏模式和强度;随着贯通度的增加,试件表面裂纹由稀变密;随着节理条数增加,试件受冻融影响明显加剧;随着节理充填物厚度增加,试件冻融损伤程度先增加后减小;节理充填物类型对试件冻融损伤程度也有一定影响;随着试件饱和度的增加,试件冻融损伤程度先减小后增加;随着冻融循环次数的增加,节理试件表面因冻胀引起的裂纹逐渐增多、变宽,且其抗冻融特性较完整试件差。上述研究成果对寒区岩体工程建设及安全运营具有重要的参考价值。 相似文献