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1.
The influence of mineral grain and grain boundary strength is investigated using a calibrated intact (non-jointed) brittle rock specimen subjected to direct shear with a particle-based distinct element method and its embedded grain-based method. The adopted numerical approach allows one to independently control the grain boundary and mineral grain strength. The investigation reveals that, in direct shear, the normal stress (σ n) applied to a rock specimen relative to its uniaxial compressive strength (UCS) determines the resulting rupture mechanism, the ultimate rupture zone geometry, and thus its shear stress versus horizontal displacement response. This allows one to develop a rupture matrix based on this controlling parameter (i.e., σ n/UCS). Mineral grain strength reductions result in the lowering of the apparent cohesion intercept of the peak linear Coulomb strength envelope, while grain boundary strength reductions change the peak linear Coulomb strength envelope to a bi-linear or curved shape. The impact of grain boundary strength is only relevant at σ n/UCS ratios <0.17 where tensile and dilatant rupture mechanisms dominate. Once shear rupture begins to be the dominant rupture mechanism in a brittle rock (i.e., at σ n/UCS ratios >0.17), the influence of weakened grain boundaries is minimized and strength is controlled by that of the mineral grains. 相似文献
2.
Wei Shao Bora Cetin Yadong Li Jingpei Li Lin Li 《Geotechnical and Geological Engineering》2014,32(4):901-910
The addition of cementitious admixtures and/or inclusion of fibers are frequently used in practice to stabilize soils and to improve their mechanical properties. In this study, ring shear tests were conducted to investigate mechanical properties such as shear strength, angle of friction and cohesion values of randomly distributed discrete fiber-reinforced sand mixtures. The length and aspect ratio of the fibers used in the current study were 12 mm and 120, respectively. Specimens were prepared at four different fiber ratios (0.1, 0.3, 0.6, and 0.9 % by weight of sand). A series of ring shear tests were carried out on sand alone and fiber-reinforced sand mixtures at different normal stresses. The test results indicated that the addition of fiber had a significant effect on the shear strength of the sand. Shear stress of the unreinforced sand increases 1.29–2.32, 1.16–1.39, and 1.07–1.5 times at a normal stress of 50, 150, and 250 kPa, respectively with fiber inclusion. Fiber content had positive effects on improving the shear strength parameters (angle of internal friction and cohesion) of the mixtures. The cohesion and angle of internal friction of fiber-reinforced sand prepared at different ratios of fiber increased by 5.3–27.4 kPa and 2.0°–7.3° respectively. The inclusion of fibers improves the ductility of the soil by preventing the loss of post-peak strength. 相似文献
3.
Cui Ming-Juan Zheng Jun-Jie Dahal Bhim Kumar Lai Han-Jiang Huang Zhan-Fang Wu Chao-Chuan 《Acta Geotechnica》2021,16(5):1429-1439
Calcareous sand, a special type of sand commonly used for the construction of coastal engineering in tropical coasts, is usually required to be strengthened due to its poor engineering mechanical properties. Microbially induced carbonate precipitation has been proved to be a promising method for this purpose. A higher cementation level generally leads to a greater strength enhancement, but tends to cause brittle failure of bio-cemented calcareous sand, which in turn brings great potential risks for the coastal engineering. Therefore, the shear behaviour, especially the brittle behaviour, of bio-cemented calcareous sand needs to be understood properly, and taking some measures to improve its brittle behaviour is also necessary. In this regard, a series of triaxial compression tests were conducted to study the shear behaviour of bio-cemented calcareous sand with various cementation levels, and the waste rubber particles are used to improve the brittle behaviour of bio-cemented calcareous sand. The test results show that the shear strength of bio-cemented calcareous sand increases with the increase in cementation level, and the brittle behaviour is significant gradually. The waste rubber particles contribute to improve the brittle behaviour of bio-cemented calcareous sand, reducing the dilation of bio-cemented calcareous sand and slowing the changes in dilatancy with the increment of stress.
相似文献4.
Heijn W. van Gent Marc Holland Janos L. Urai Ramon Loosveld 《Journal of Structural Geology》2010,32(9):1375-1391
We present analogue models of the formation of dilatant normal faults and fractures in carbonate fault zones, using cohesive hemihydrate powder (CaSO4·½H2O). The evolution of these dilatant fault zones involves a range of processes such as fragmentation, gravity-driven breccia transport and the formation of dilatant jogs. To allow scaling to natural prototypes, extensive material characterisation was done. This showed that tensile strength and cohesion depend on the state of compaction, whereas the friction angle remains approximately constant. In our models, tensile strength of the hemihydrate increases with depth from 9 to 50 Pa, while cohesion increases from 40 to 250 Pa. We studied homogeneous and layered material sequences, using sand as a relatively weak layer and hemihydrate/graphite mixtures as a slightly stronger layer. Deformation was analyzed by time-lapse photography and Particle Image Velocimetry (PIV) to calculate the evolution of the displacement field. With PIV the initial, predominantly elastic deformation and progressive localization of deformation are observed in detail. We observed near-vertical opening-mode fractures near the surface. With increasing depth, dilational shear faults were dominant, with releasing jogs forming at fault-dip variations. A transition to non-dilatant shear faults was observed near the bottom of the model. In models with mechanical stratigraphy, fault zones are more complex. The inferred stress states and strengths in different parts of the model agree with the observed transitions in the mode of deformation. 相似文献
5.
A micromechanics-based approach is proposed to predict the shear failure of brittle rocks under compression. Formulation of this approach is based on an improved wing microcrack model, the Mohr-Coulomb failure criterion, and a micro-macro damage model. The improved wing microcrack model considers the effects of crack inclination angle on mechanical behaviors of rocks. The micro-macro damage model describes the relation between crack growth and axial strain. Furthermore, comparing experimental and theoretical relations between crack initiation stress and confining pressure, model parameters (i.e., μ, a, β, and φ) hardly measured by test are solved. Effects of crack inclination angle, crack size, and friction coefficient on stress-strain relation, compressive strength, internal friction angle, cohesion, shear failure plane angle, and shear strength are discussed in details. A most disadvantaged crack angle is found, which is corresponding to the smallest compressive strength, cohesion, internal friction angle, and shear strength of rocks. Rationality of the theoretical results is verified by the published experimental results. This approach provides a theoretical prediction for effects of microcrack geometry on macroscopic shear properties in brittle rocks under compression. 相似文献
6.
压缩作用下岩石内部细观裂纹扩展导致岩石产生损伤,其对岩石变形、强度等力学特性有着重要影响;然而,岩石内部裂纹扩展与剪切特性（黏聚力、内摩擦角及剪切应力）动态演化关系很少被研究。基于裂纹扩展机制推出的岩石应力-应变本构模型,并结合摩尔-库仑失效准则,推出了在岩石应力-应变关系峰值应力（对应岩石压缩强度）状态时,本构模型细观力学参数与岩石黏聚力、内摩擦角及剪切强度之间的状态关系。然后,引入岩石应力-应变本构关系塑性变形阶段服从摩尔-库仑屈服准则的力学流动规律,进而将已推出的应力-应变关系峰值状态点所满足的细观力学参数与黏聚力、内摩擦角关系,推广到岩石进入塑性变形后,岩石内部裂纹扩展（或应变）与黏聚力、内摩擦角及剪切应力动态演化的理论关系。随着裂纹扩展或应变增加,黏聚力、内摩擦角及剪切应力先增大,达到一个峰值点后减小,该结果与应力-应变本构曲线变化趋势相对应。通过试验结果验证了所提出理论结果的合理性。并讨论了初始裂纹之间摩擦系数对黏聚力、内摩擦角及剪切应力随裂纹扩展或应变演化规律的影响。 相似文献
7.
岩体内存在有许多直接看不到的隐微裂隙,其微小程度有时可达到只切割一个或半切割一个微小矿物颗粒。这些微小裂隙,直接影响着岩体的力学特性。因此,对岩体力学特性研究,不仅要从宏观上做大型岩体力学试验,也应从微观上将两者结合起来综合分析岩体的力学特性,这样将有利于宏观岩体力学性质指标的选择和工程处理措施的方案选择。笔者取霓石正长岩为试样,进行岩体力学试验。本文试图把宏观试验和微观观察结合起来研究岩体的力学特征。 相似文献
8.
Thomas Lebourg Hernandez Mickael Jomard Herv�� El Bedoui Bedoui Samyr Bois Thomas Zerathe Swann Tric Emmanuel Vidal Maurin Jr 《Landslides》2011,8(2):241-252
After a few years of research, the observation and the analysis of the deep-seated landslides suggest that these are mainly controlled by tectonic structures, which play a dominant role in the deformation of massif slopes. The La Clapière deep-seated landslide (Argentera Mercantour massif) is embedded in a deep-seated gravitational slope deformation affecting the entire slope, and characterized by specific landforms (trenches, scarps??). Onsite, the tangential displacement direction of the trenches and the scarps are controlled by the tectonic structures. The reactivation of the inherited fault in gravitational faults create a gouge material exposed to an additional mechanical and chemical weathering as well as an increased of leaching. The displacement of these reactivated faults gets increasingly important around the area of the La Clapière landslide and this since 3.6?ka BP. In this study, mechanical analysis and grain size distributions were performed and these data were analysed according to their proximity the La Clapiere landslide and times of initiation of the landslide by 10Be dating. Triaxial test results show that the effective cohesion decreases and the effective angle of internal friction increases from the unweathered area to the weathered area. The whole distribution of the grain size indicates that the further the shear zone is open or developed, the further the residual material loses its finest particles. This paper suggests that the mechanical evolution along the reactivated fault is influenced by the leaching processes. For the first time, we can extract from these data temporal behaviour of the two main mechanical parameters (cohesion and angle of internal friction) from the beginning of the La Clapiere landslide initiation (3.6 ka BP) to now. 相似文献
9.
The paper describes the mechanical and microstructural characteristics associated with the brittle to cataclastic flow transition in an orthoquarzite (Oughtibridge Ganister), and compares its microstructural development with features of cataclastic deformation of rocks in nature. The brittle to ductile transition in dry ganister occurs at about 600 MPa at room temperature. At lower pressures shear oriented grain boundary cracks form both pre and post peak strength, loosening the microstructure to the point at which axial transgranular cracks develop. Fault zone localization then occurs. At high pressures fault localization is suppressed by friction, and cataclastic flow occurs by the formation of ultracataclasite shear zones around each grain boundary, Rhomb shaped, relatively intact grain cores survive to high (greater than 20%) strains. Hardening mechanisms responsible for the ductility are discussed. It is shown that natural zones of intense cataclasis (fault zones) often develop microstructures comparable with those seen in these experiments, but the less intense cataclastic flow often associated with folding of rocks at high crustal levels in the external zones of orogenic belts is not comparable inasmuch as grain-scale catalaclasis does not normally occur. It is emphasised that finite strain microstructural similarity does not necessarily point to comparable deformation paths and stress history. 相似文献
10.
岩石拉伸剪切破裂是一类特殊应力状态条件下的破裂形式,属于同时受垂直于破裂面的法向拉应力和平行于破裂面的剪应力作用的复合破裂模式。在研制的DSC-800电液伺服测控岩石拉伸剪切试验仪的基础上,进行了大量花岗闪长岩和砂岩的拉伸剪切试验,开展了配套的破裂断口三维激光扫描、扫描电子显微镜（SEM）、岩石物理力学性质试验、颗粒流离散元（PFC）数值模拟等相关试验,利用分形理论研究了岩石拉剪破裂面特征,研究了岩石拉剪-压剪全区破裂准则、剪切速率对岩石拉剪破裂强度的影响,采用颗粒流离散元研究了岩石拉剪破裂过程。研究结论如下:（1）岩石拉剪破裂面的宏观与微观分形维数即粗糙度随着拉应力的增加而增大;（2）岩石的微观断裂形式是拉伸破坏和剪切破坏的结合。当拉应力较小时,岩石的微观断裂形式主要表现为剪切破坏,并且随着拉应力的增加,岩石的拉伸破坏形式表现得更加明显;（3）岩石在拉伸剪切区的破裂拉应力与剪应力成线性负相关关系,在拉伸剪切应力区的岩石破裂线斜率比压缩剪切区大,岩石在拉伸剪切应力条件下比压缩剪切应力条件下容易破裂;（4）在岩石拉伸剪切条件下,剪切速率与剪切强度成非线性反相关关系,随着剪切速率的增加,岩石拉剪破裂面粗糙度增加;（5）建立了岩石拉伸剪切PFC数值试验模型,模拟了岩石拉伸剪切破裂过程中的力链演化以及剪切速率对拉剪破裂面粗糙度的影响,获得了与实验室试验一致的结果。 相似文献
11.
为构建能够反映砂土高低压下不同力学特性的统一模型,分析了砂土在较大的压力范围内的力学试验结果并获取其强度、等向压缩以及临界状态特性参数。通过引入应力路径相关因子来修正塑性应变增量中与应力路径相关的部分,从而使得模型硬化参量能够反映密实砂土在常压下的剪胀特性。同时,基于砂土的临界状态特性提出能够与砂土内部状态相对应的潜在状态面概念,由屈服面与潜在状态面间的动态关系确定加载过程中的动态密实参数及潜在强度,进而使得硬化参量也能够反映密实砂土在常压下的软化特性及高压下的剪缩、硬化特性。分析模型屈服面及潜在状态面间的演化规律并对不同压力等级下的砂土受荷力学行为进行模拟预测,证实了该模型能够反映密实砂土常压下剪胀软化及高压下剪缩硬化的特性。 相似文献
12.
矿物成分和细观结构与岩石材料力学性质的关系 总被引：1，自引：0，他引：1
岩石材料的宏观力学性质取决于其矿物成分和细观结构。使用材料试验机,测定了岩浆岩、化学沉积岩以及碎屑沉积岩9种岩样的力学性质参数。采用X射线衍射方法,测定了相应岩样的矿物成分。使用扫描电镜,观测了相应岩样的细观结构。分析了矿物成分和细观结构分别与力学性质参数的定性关系。对各组岩样的研究分析表明:存在于颗粒边界的裂隙会显著降低岩样的抗拉强度,长石矿物是岩样脆性的主要来源,颗粒大小和面理结构会对岩石的内摩擦角造成显著的影响,细晶花岗岩中较高的方解石含量使其抗压强度和弹性模量较小,细晶花岗岩中石英含量较高,其粘聚力较大;石盐晶体的细小与紧密堆积,造成了相应岩样的膨胀或蠕变特性,有机质的存在会对岩盐的力学性能产生显著的弱化;岩样中颗粒间的弱带,会弱化岩石材料的力学性能。深灰色泥岩中石英胶结物的次生加大现象,使得深灰色泥岩的力学性能得到提高。 相似文献
13.
岩土工程中常用的屈服准则多以压缩剪切为其破坏机制,然而硬脆性岩体的脆性破坏包括拉伸破坏、张拉剪切破坏和压缩剪切破坏3类,且随着岩体工程向深部发展,张拉剪切破坏成为了洞壁围岩的主要破坏机制。针对此问题,开展了硬脆性大理岩的室内拉剪试验,分析了大理岩拉剪破坏特征,并结合压剪试验结果,建立了考虑张拉剪切破坏机制和应力状态影响的Mohr-Coulomb准则。研究结果表明,硬脆性大理岩破裂面在拉剪应力状态和低正应力压剪应力状态下均具有张拉剪切破坏特征,高正应力压剪应力状态下则只具有压缩剪切滑移特征;拉剪应力状态下,大理岩破裂面张拉破坏特征明显,无明显剪切痕迹,剪切力固定时,剪切位移随着轴向拉力增加而增加;凝聚力和内摩擦角受应力状态影响,凝聚力随正应力增大先减小后增大,内摩擦角则随正应力的增大而减小;凝聚力、内摩擦角随正应力的变化趋势可分为4段,拉剪段、低压应力段、中压应力段和高压应力段,每段的凝聚力、内摩擦角与正应力皆可认为是线性关系,靠近抗拉强度处,内摩擦角趋近90°,凝聚力趋于无穷大;考虑张拉剪切破坏机制和应力状态影响的Mohr-Coulomb准则曲线分为两部分,可采用二次抛物线进行拟合的拉剪段和考虑凝聚力、内摩擦角随正应力演化的压剪段,由此建立的Mohr-Coulomb准则更全面、精度也更高。 相似文献
14.
珊瑚砂作为一种特殊的生物碎屑沉积物,我国南海广泛分布,其具有多孔、非均质、非连续等工程特性,作为填岛的材料和工程建设的基础,吹填珊瑚砂的力学特性是珊瑚岛礁工程研究的关键科学问题。中国南海降雨量大,吹填珊瑚砂渗透性好,工程荷载高,含水性和高荷载对于吹填珊瑚砂剪切力学特性的影响非常显著。利用自主研制的土石混合体大型剪切力学试验机,采用中国南沙某岛礁吹填珊瑚砂,在级配和组分分析的基础上,研究不同密实度、含水量条件下高轴向荷载珊瑚砂的剪切力学特性,通过试验结果分析得出如下结论:(1)含水量增加导致吹填珊瑚砂抗剪强度减小,呈负相关关系;密实度增加引起抗剪强度增加,呈正相关关系;(2)含水量对吹填珊瑚砂内摩擦角影响显著,呈负相关关系,含水量大于10%,内摩擦角降低较小;密实度90%时,含水量大于5%,黏聚力降低较小;(3)密实度对吹填珊瑚砂的黏聚力影响规律不明显,密实度对内摩擦角影响较显著,当含水量大于5%时,随着密实度的增加内摩擦角显著增大;(4)在高荷载条件下,含水量和密实度对吹填珊瑚砂抗剪力学特性影响较为显著,含水量小、密实度大的吹填珊瑚砂抗剪特性最强,对于岛礁填岛工程设计及场地条件改性具有指导意义。 相似文献
15.
The structural location of an approximately 3-km stretch of the Catalina detachment fault zone appears to have been controlled by an ultramylonite shear zone within mylonites of the Catalina–Rincon metamorphic core complex. The Catalina detachment fault zone consists of the detachment fault surface, a 3–5 m interval of cataclasite and ultracataclasite, up to ∼50 m of chlorite breccia, and a discrete subdetachment fault. Beneath the subdetachment fault is a km-scale thickness of mylonites. Progressive ductile-to-brittle shear-zone evolution of the fault-rock stratigraphy started with mylonitization, was followed by overprinting of mylonites by chlorite brecciation, and culminated in the formation of the Catalina detachment fault and associated ultracataclasites. The detachment fault is cospatial with and subparallel to the zone of chlorite breccia. The subdetachment fault is subparallel to the interval of chlorite brecciation and to the detachment fault. The ‘plane’ of projection of the approximately 30-m thick ultramylonite shear zone within the mountain of mylonite, when followed downdip, coincides with the base of the ‘chlorite breccia’ brittle shear zone. Ultramylonite is preserved in places in the immediate lower plate of the subdetachment fault. The position and orientation of the subdetachment fault appears to have been controlled by an ultramylonite shear zone within the lower-plate mylonites. The rheological properties and orientation of this ultramylonite shear zone favored its reactivation as the brittle sole fault of the zone of chloritic brecciation. 相似文献
16.
详细介绍了所研制的岩石多功能剪切试验测试系统的主要功能、技术指标和仪器组成,并开展了一系列相关力学试验。该试验测试系统主要包括试验装置、测量系统和控制系统3部分,最大法向拉伸应力为40 MPa,最大法向压缩应力为120 MPa,最大水平剪切应力为120 MPa,试样尺寸为50 mm?50 mm?50 mm;可开展多种力学试验,包括直接拉伸试验、直接剪切试验、拉伸-剪切试验和压缩–剪切试验。利用该试验测试系统对花岗岩进行试验研究,研究结果表明：直接拉伸试验中,试样发生脆性破坏,声发射信号瞬间达到峰值,破坏断面表现出拉伸破坏特征;直接剪切试验中,试样发生多次破坏,破坏瞬间声发射信号均发生突增,破坏断面表现出剪切破坏特征;拉伸-剪切试验中,试样在拉应力作用下剪切强度显著降低,声发射信号在破坏阶段表现强烈,破坏断面既有拉伸破坏特征也有一定的剪切破坏特征。上述力学试验结果,表明了所研制的岩石多功能剪切试验测试系统能够开展多种力学试验,为进一步研究岩石的剪切力学特性提供新的测试手段。 相似文献
17.
Use of scrap tyres in isolation systems for seismic damping, requires a knowledge of the engineering properties of sand–rubber mixtures (SRM). The primary objective of this study is to assess the influence of granulated rubber and tyre chips size and the gradation of sand on the strength behaviour of SRM by carrying out large-scale direct shear tests. A large direct shear test has been carried out on SRM considering different granulated rubber and tyre chip sizes and compositions. The following properties were investigated to know the effect of granulated rubber on dry sand; peak shear stress, cohesion, friction angle, secant modulus and volumetric strain. From the experiments, it was determined that the major factors influencing the above-mentioned properties were granulated rubber and tyre chip sizes, percentage of rubber in SRM and the normal stress applied. It was observed that the peak strength was significantly increased with increasing granulated rubber size up to rubber size VI (passing 12.5 mm and retained on 9.5 mm), and by adding granulated rubber up to 30%. This study shows that granulated rubber size VI gives maximum shear strength values at 30% rubber content. It was also found that more uniformly graded sand gives an improved value of shear strength with the inclusion of granulated rubber when compared to poorly graded sand. 相似文献
18.
Micromechanical parameters in bonded particle method for modelling of brittle material failure 总被引：1，自引：0，他引：1
Bonded particle modelling (BPM) is nowadays being extensively used for simulating brittle material failure. In BPM, material is modelled as a dense assemblage of particles (grains) connected together by contacts (cement). This sort of modelling seriously depends on the mechanical properties of particle and contact, which are named here as micro‐parameters. However, a definite calibration methodology to obtain micro‐parameters has not been so far established; and many have reported some serious problems. In this research, a calibration procedure to find a unique set of micro‐parameters is established. To attain this purpose, discrete element code of UDEC is used to perform BPM. This code can be conveniently developed by the user. The proposed BPM is composed of rigid polygonal particles interacting at their contact points. These contacts can undergo a certain amount of tension, and their shear resistance is provided by cohesion and friction angle. The results demonstrate that each material macro‐property (i.e. Young's modulus, Poisson's ratio, internal friction angel, internal cohesion, and tensile strength) is directly originated from and distinctly related to the contact properties (i.e. normal and shear stiffness, friction angel, cohesion, and tensile strength). Copyright © 2010 John Wiley & Sons, Ltd. 相似文献
19.
Clay-rich fault rocks have long been recognized to host distinctive fabric elements, and fault rock fabric is increasingly thought to play a fundamental role in fault mechanical behaviour in the brittle regime. Although the geometries of fabric elements in fault gouges have been described for almost a century, the genesis and evolution of these elements during shear, and their links to bulk mechanical properties, remain poorly understood. We characterize the development and evolution of fabric elements with increasing shear in a variety of clay-rich experimental gouges over shear strains of <1 to >20 and at normal stresses of 2–150 MPa in the double-direct shear configuration. In addition to SEM observations of experiment products at a variety of shear strains, we quantified clay fabric intensity and the degree of grain size reduction using X-ray Texture Goniometry (XTG) and particle size distribution (PSD) measurements. We also measured P- and S-wave velocities during shear to further probe the evolution of shear fabric and gouge properties. We find that clay fabric elements develop in a systematic manner regardless of the gouge material. Riedel shears in the R1 orientation and boundary-parallel shears are the dominant fabric elements. Riedel shears nucleate at layer margins and propagate into the layer shortly after reaching yield stress. Clay particles rotate into the P-orientation shortly after Riedels propagate through the layer. The Riedel shears are through-going, but are >10× thinner than similar zones observed in coarser granular materials. Our results suggest that the weakness of clay-rich fault gouge may be less a function of anisotropic crystal structure, as has been suggested previously, and more a consequence of very thin shear surfaces permitting deformation in clay-rich materials with minimal dilation or cataclasis. The very thin shear surfaces are a function of the fine grain size of the materials and possibly polymodal PSD's. 相似文献
20.
为研究剑麻纤维和高分子固化剂复合改良对砂土工程特性影响,通过一系列三轴剪切试验,对不同掺量和长度的剑麻纤维与高分子固化剂改良砂土的剪切强度特性进行了研究,从峰值偏应力、应力应变曲线特征和抗剪强度参数等方面分别对改良机理进行了研究。研究结果表明,纯高分子固化剂改良砂土的峰值偏应力和黏聚力明显提升,由于固化剂粘结砂土颗粒,限制了变形过程中颗粒的相对滑动,内摩擦角略微降低。随纤维掺量的增加,不同围压下固化剂改良土体的峰值偏应力明显增加,应力硬化特征愈加明显,土体的黏聚力和内摩擦角随纤维掺量的增加保持单调递增趋势。在单纯添加固化剂的情况下,土体强度与固化剂浓度呈正相关的关系;在给定0.4%的纤维含量下,随着纤维长度的加长,纤维和高分子固化剂复合改良砂土的剪切强度先增强后降低;在纤维长度为18 mm时,土体的剪切强度达到最大,黏聚力达到最大207.57 kPa;纤维长度的改变对试样破坏时的轴向应变和土体的内摩擦角基本没有影响。 相似文献