共查询到20条相似文献，搜索用时 328 毫秒
1.
Effect of strain rate on strength properties of low-calcium fly-ash-based geopolymer mortar under dry condition 总被引：1，自引：0，他引：1
Manoj Khandelwal P. G. Ranjith Zhu Pan J. G. Sanjayan 《Arabian Journal of Geosciences》2013,6(7):2383-2389
This paper presents the mechanical and elastic properties of inorganic polymer mortar under varying strain rates. The study includes a determination of the compressive strength, modulus of elasticity and Poisson’s ratio at 0.001, 0.005, 0.01 and 0.05 mm/s strain rate. A total of 21 cylindrical specimens having 100 mm length and 50 mm diameter were investigated, and all tests were carried out pursuant to the relevant Australian Standards. Although some variability between the mixes was observed, the results show that, in most cases, the engineering properties of geopolymer mortar compare favourably to those predicted by the relevant Australian Standards for concrete mixtures. It was found that the change in the strain rate causes different behaviour related to the percentage of the ultimate load. The ultimate strength, Young’s modulus and Poisson’s ratio of the geopolymer mortar depend on the strain rate. It was also found that as the strain rate increases, mechanical and elastic properties of geopolymer mortar substantially increase in logarithmic manner. 相似文献
2.
Crack initiation in uniaxial compressive loading of rocks occurs well before the peak strength is reached. The factors that may influence the onset of cracking and possible initiating mechanisms were explored using a discrete element numerical approach. The numerical approach was based on grain-based model that utilized the Voronoi tessellation scheme to represent low porosity crystalline rocks such as granite. The effect of grain size distribution (sorting coefficient ranging from 1.5 to 1.03), grain size (average grain size ranging from 0.75 to 2.25 mm), and the heterogeneities of different mineral grains (quartz, K-feldspar, plagioclase) on the onset of cracking were examined. The modelling revealed that crack initiation appears to be a tensile mechanism in low porosity rocks, and that shear cracking along grain boundaries is only a prominent mechanism near the peak strength. It was also shown that the heterogeneity introduced by the grain size distribution had the most significant effect on peak strength and crack initiation stress. The peak strength ranges from 140 to 208 MPa as the grain size distribution varies from heterogeneous to uniform, respectively. However, the ratio of crack initiation to peak stress showed only minor variation, as the heterogeneity decreases. The other factors investigated had only minor effects on crack initiation and peak strength, and crack initiation ratio. 相似文献
3.
Amin Jamshidi Mashalah Khamehchiyan Reza Zarei Sahamieh 《Geomechanics and Geoengineering》2016,11(1):13-19
Estimation of uniaxial compressive strength (UCS) by P-wave velocity (VP) is of great interest to geotechnical engineers in various design projects. The specimen diameter size is one of the main factors that influence rock parameters such as UCS and VP. In this study, the diameter size of specimens that effect UCS and VP is investigated. Moreover, the correlation between UCS and VP are examined via empirical analysis. For this purpose, 15 travertine samples were collected and core specimens with a diameters size of 38, 44, 54, 64 and 74 mm were prepared. Then, uniaxial compressive strength and P-wave velocity tests were conducted according to the procedure suggested by ISRM (1981). It is concluded that the diameter size of the specimen has a significant effect on UCS and VP. Moreover, it was found that the best correlation between relevant parameters obtained for the specimen diameter of 38 mm. 相似文献
4.
Naguleswaran Niroshan Ling Yin Nagaratnam Sivakugan Ryan Llewellyn Veenstra 《Geotechnical and Geological Engineering》2018,36(4):2171-2187
This paper is an attempt to relate the microstructure to long-term mechanical properties of the cemented paste backfill produced from a hard rock mine tailing from North Queensland in Australia bound with flyash-based geopolymer (geopolymer), flyash-blended cement (FBC), and general purpose cement (GPC). A relatively high slump (260 mm) paste backfill mix with 74 wt% solids has been used to prepare cylindrical paste backfill samples with a diameter of 50 mm and a height of 100 mm. The uniaxial compressive strength tests were conducted on all samples after curing for 112 days to obtain their strength, failure strain and Young’s modulus. Fractured samples were examined under scanning electron microscope to understand the failure mechanisms at the microstructural scale. The results show that binders significantly affected the mechanical properties of paste backfills (ANOVA, p < 0.05). The paste backfill bound with geopolymer gave the lowest strength and Young’s modulus, while the paste backfills bounded with FBC and GPC showed comparable higher strength and modulus values. This was attributed to the relatively well-packed paste backfills with less cracks and smaller pore sizes in these paste backfills bound with FBC and GPC binders. In particular, needle-shaped particles, which were originally identified in GPC, highly influenced the mechanical property of paste backfills. These results indicate that fly ash can be used to partially replace the cement as a binder for paste backfills to achieve economic and environmental benefits. 相似文献
5.
Crack-related fabric analyses were carried out in terms of crack tensors using Inada granite deformed inelastically in a triaxial vessel up to post-failure, focusing on the fabric changes during brittle failure. Complementarily, numerical simulation tests were conducted to determine the representative volume element (RVE) required for crack surveying. Numerical simulation tests show that the window size for crack surveying should be at least six times the mean trace length in order to obtain a statistically meaningful crack tensor. A larger window is needed to estimate the distribution of crack radii. In quartz, cracks grow preferentially parallel to the major loading axis. Crack tensors in quartz can provide a measure of damage reflecting inelastic deformation under differential stress in past geological events. During the first stage of inelastic deformation, the number density of cracks decreases with a rather sharp increase in crack diameters. This happens because pre-existing cracks in intact rock join together to make longer cracks. However, the density remains almost constant during the second stage of loading from 90% to 100% of the peak stress. The crack diameter gradually increases due to the stable propagation of cracks. When granite is further deformed beyond the peak stress, the number density decreases again while sharp increases in crack diameters appear as a result of the forking and coalescence of cracks. It is also suggested that load-normal grain boundary cracks are generated as a result of the rolling and sliding of disintegrated blocks in the post-failure stage. 相似文献
6.
X-ray computed tomography (CT) imaging and digital image correlation techniques are applied to study spatial cracking behaviors of sandstone under uniaxial compression, in which the angle between precracks is 45°, 90°, and 135° and the crack depth is 7.5 mm and 10 mm, respectively. Layered anisotropy damages and spatial cracking evolution are quantitatively analyzed by the defined digital layered anisotropy index and digital damage ratio, respectively. Three cases with different array of precracks evidence the depth effects of precracks on spatial crack propagation. Results show that the failure process of samples is first controlled by the coalescence of surface cracks in 2D space and then the samples are failed by the propagation of coalesced cracks (shear cracks with different shapes). The crack types for samples with precrack depth of 7.5 mm are all shear cracks for Cases 1‑3. Nevertheless, the crack types for samples with precrack depth of 10 mm are, respectively, the half X-shape crack for Case 1, X-shape crack for Case 2, and double shell crack for Case 3. The precrack has a significant promotion effect on the failure process when the angle between the two precracks is β = 90°, and the precrack has little to no effect on the failure process when the angle between the two precracks is β = 135°. As the depth of precrack increases to 10 mm, the crack types are changed in this study. The peak strength of sample subjected to uniaxial compression decreases with increasing depth of precracks, implying the decrease of the rock strength by the discontinuity. 相似文献
7.
断续三裂隙砂岩强度破坏和裂纹扩展特征研究 总被引：4，自引：0，他引：4
利用岩石力学伺服试验机,对尺寸为80 mm×160 mm×30 mm的断续三裂隙砂岩试样进行了单轴压缩试验,研究了岩桥倾角? 2对断续三裂隙砂岩（? = 30°和? 1 = 60°）强度破坏和裂纹扩展特征的影响规律。与完整砂岩试样相比,断续三裂隙砂岩试样应力-应变曲线显示了较多的应力跌落,其峰值强度也呈显著降低趋势,但降低程度与? 2密切相关,随着? 2从75°增加到90°,峰值强度从82.04 MPa 降低到77.82 MPa,而当? 2从90°增加到120°,其峰值强度无明显变化。完整砂岩试样呈现轴向劈裂脆性破坏,而断续三裂隙砂岩试样是由许多从裂隙尖端产生的裂纹扩展与汇合,导致了其失稳破坏。通过照相量测技术,探讨了? 2对断续三裂隙砂岩试样裂纹扩展特征的影响：? 2为75°、90°和105°的断续三裂隙试样中裂隙①、③和②、③之间均出现了贯通,而裂隙①、②之间无任何贯通;? 2为120°的断续三裂隙试样中裂隙①、③和①、②之间均出现了贯通,而②、③之间无任何贯通。最后给出了断续三裂隙砂岩试样宏观变形特性与裂纹扩展过程之间的关系。 相似文献
8.
Effect of Random Inclusion of Wheat Straw Fibers on Shear Strength Characteristics of Shanghai Cohesive Soil 总被引：1，自引：0，他引：1
Jili Qu Chencai Li Baoshi Liu Xinxing Chen Ming Li Zhaowei Yao 《Geotechnical and Geological Engineering》2013,31(2):511-518
The effect of random inclusion of wheat straw (fibers) on shear strength characteristics of Shanghai cohesive soil is presented in this paper. 1 year old natural wheat straw (fibers) with four section lengths of 5, 10, 15, 20 mm (aspect ratio: l/d = 1.67, 3.33, 5, 6.67) are used as reinforcement and specific Shanghai cohesive soil is used as medium. Locally available cohesive soil is compacted with standard Proctor’s maximum density with low percentage of reinforcement (0.1–0.4 % of wheat straw sections by weight of oven-dried soil). A series of direct shear tests were conducted on unreinforced as well as reinforced soil to investigate the shear strength characteristics of wheat straw-reinforced soil. The test results show that the inclusion of randomly distributed wheat straw sections (fibers) in soil increases the shear strength to one degree or another. It is noticed that the optimum wheat straw (fiber) content for achieving maximum shear strength is 0.3 % of the weight of oven-dried soil for wheat straw fiber length 15–20 mm (aspect ratio: 5–6.67). 相似文献
9.
In the present study, a series of resonant column tests was performed to determine the influence of confining pressure, shear strain and relative density on the dynamic properties and Poisson's ratio of poorly graded clean sand. The tests were performed on the sand specimens of size 50 × 100 mm compacted at relative densities 30, 50 and 75 %. To achieve the corresponding relative density, sand was compacted in 5 equal layers with a specific number of blows. A fixed-free type resonant column apparatus was used to determine the dynamic soil properties at various confining pressures. It has been inferred from the data that the shear modulus (\(G\)) increases with an increase in confining pressure and relative density; and decreases with an increase in shear strain. In addition, damping ratio (\(D\)) decreases with an increase in confining pressure and relative density; and increases with an increase in shear strain. In addition, Poisson’s ratio (\(\nu\)) decreases with an increase in confining pressure and relative density and increases with an increase in the shear strain. The variation of shear modulus with Poisson’s ratio is also discussed. It has been found that there has been a decrease in shear modulus with an increase in Poisson’s ratio of the soil. It is noticed that the small strain shear modulus determined from the present study closely matches with the value determined using the correlations from the literature. 相似文献
10.
微结构控制着黄土的宏观力学行为,进而影响着工程土体稳定性。本文通过X射线CT试验研究了陕西泾阳Q2黄土试样的三维颗粒结构特征,结合三轴剪切试验建立了黄土的颗粒流离散元数值计算模型,探讨了颗粒尺寸、形态和排列等结构特征对黄土剪切行为的影响。结果表明黄土试样颗粒的等效直径分布满足Weibull概率分布,球度分布符合Gamma分布,颗粒最大Feret直径方向角集中分布在与地层近平行的方向,表现出横观各向同性的排列特征。颗粒尺寸分布与颗粒球度值对试样的剪切破坏方式影响较小,主要影响试样的剪切强度特征:颗粒尺寸分布越均匀,试样应变硬化现象越显著,抗剪强度越高;椭圆形颗粒的球度值越小,试样的应变硬化现象越显著,但抗剪强度相对越低。颗粒排列方式对剪切行为的影响较显著,颗粒方向主要垂直于轴向加载方向时,试样具有较大的峰值强度和应力降,形成贯通的剪切破坏面;颗粒方向主要平行于轴向加载方向时,试样具有较低的抗剪强度,表现为塑性剪切破坏。 相似文献
11.
In-situ Rock Spalling Strength near Excavation Boundaries 总被引：2，自引：0，他引：2
It is widely accepted that the in-situ strength of massive rocks is approximately 0.4 ± 0.1 UCS, where UCS is the uniaxial compressive strength obtained from unconfined tests using diamond drilling core samples with a diameter around 50 mm. 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 stress determined from laboratory tests or field microseismic monitoring. These findings were supported by back-analysis of case histories where failure had been carefully documented, using either Kirsch’s solution (with approximated circular tunnel geometry and hence σ max = 3σ 1 ?σ 3) or simplified numerical stress modeling (with a smooth tunnel wall boundary) to approximate the maximum tangential stress σ max at the excavation boundary. The ratio of σ max /UCS is related to the observed depth of failure and failure initiation occurs when σ max is roughly equal to 0.4 ± 0.1 UCS. 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. It is demonstrated that the “actual” in-situ spalling strength of massive rocks is not equal to 0.4 ± 0.1 UCS, but can be as high as 0.8 ± 0.05 UCS when surface irregularities are considered. 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 UCS, can be applied to simulate progressive brittle rock failure process satisfactorily. The interpreted, reduced in-situ rock strength of 0.4 ± 0.1 UCS without considering geometry irregularity is therefore only an “apparent” rock strength. 相似文献
12.
Hossein Masoumi Kurt J. Douglas Adrian R. Russell 《Rock Mechanics and Rock Engineering》2016,49(1):47-62
A new constitutive model for intact rock is presented recognising that rock strength, stiffness and stress–strain behaviour are affected by the size of the rock being subjected to loading. The model is formulated using bounding surface plasticity theory. It is validated against a new and extensive set of unconfined compression and triaxial compression test results for Gosford sandstone. The samples tested had diameters ranging from 19 to 145 mm and length-to-diameter ratios of 2. The model captures the continuous nonlinear stress–strain behaviour from initial loading, through peak strength to large shear strains, including transition from brittle to ductile behaviour. The size dependency was accounted for through a unified size effect law applied to the unconfined compressive strength—a key model input parameter. The unconfined compressive strength increases with sample size before peaking and then decreasing with further increasing sample size. Inside the constitutive model two hardening laws act simultaneously, each driven by plastic shear strains. The elasticity is stress level dependent. Simple linear loading and bounding surfaces are adopted, defined using the Mohr–Coulomb criterion, along with a non-associated flow rule. The model simulates well the stress–strain behaviour of Gosford sandstone at confining pressures ranging from 0 to 30 MPa for the variety of sample sizes considered. 相似文献
13.
冷冲击是一种导致高温岩石破裂从而有效提高地热储层渗透性的方法。为了对不同加热温度下冷冲击后造成的花岗岩损伤程度进行定量分析,探究冷冲击作用下的损伤机理,利用岩石薄片观察和SEM扫描技术对自然冷却和遇水冷却下的高温花岗岩样损伤进行分析。结果表明,当加热温度从200℃提高到800℃时,岩样中心处的薄片A在自然冷却和遇水冷却下的裂隙密度分别增加了17.6%~144.7%和27.6%~163.7%,距圆心12.5 mm的薄片B在自然冷却和遇水冷却下的裂隙密度分别增加了40.1%~202.8%和61.3%~222.7%。随着加热温度的升高,花岗岩损伤程度变大;遇水冷却比自然冷却对花岗岩的损伤程度更大;而由于热梯度的存在,离试样表面越近所受的损伤程度越大。花岗岩试样热损伤是矿物颗粒膨胀和收缩、冷冲击以及热物理化学变化等机制混合作用的结果。研究结果不仅为理解冷冲击对高温花岗岩损伤的影响提供实验参考,且对指导热刺激法在储层改造中的应用至关重要。 相似文献
14.
Classification,shear strength,and durability of expansive clayey soil stabilized with lime and perlite 总被引：1，自引：0，他引：1
An experimental study was performed to investigate the effect of perlite and perlite–lime admixtures on classification, shear strength, and durability properties of an expansive soil containing smectite clay minerals. Two types of mixtures, namely soil–perlite and soil–perlite–lime, were prepared with different percentages of perlite and compacted with standard Proctor energy at their optimum water contents. Samples of 38 mm diameter and 76 mm height for durability tests and square samples of 60 mm edge for shear box test were taken and preserved until test time in a desiccator. Disturbed samples were also taken to determine liquid and plastic limits. The expansive soil shows behavior of fine sand and silt due to pozzolanic reactions in microstructure caused by addition of lime and perlite. Although apparent cohesion of treated soil decreased with increasing amount of perlite for both types of samples, perlite–lime-treated samples had higher apparent cohesion than only perlite-treated samples. Large increments in angle of shearing resistance were obtained with increasing usage of perlite. Samples stabilized with only perlite could not show enough durability at the durability tests based on volumetric stability and unconfined compression strength. However, samples stabilized with lime and more than 30 % perlite proved to have enough durability and shear strength. 相似文献
15.
以宁波市轨道交通4号线岩土工程勘察项目为依托,采用软土地区目前普遍使用的敞口薄壁取土器,对两种不同直径取样器（75、100 mm）下采取的软土开展了室内对比试验。基于室内对比试验结果,分析了两种取样直径下软土物理力学性质指标取值的差异性及其产生机理;采用附加体积应变法对两种直径下土样的扰动程度进行了分析评价。结果表明：与直径100 mm的取土器相比,直径75 mm取土器获得的土样含水量、孔隙比有一定程度降低,降低幅度均为9%;密度、压缩模量及抗剪强度指标有一定幅度的增加,增加幅度2%～21%;土样的体积应变均值分别为6.4%、6.6%,扰动程度评价均为很大;大直径取土器获得的土样较小直径土样更接近于软土实际性状。 相似文献
16.
Hydraulic fracturing in permeable rock is a complicated process which might be influenced by various factors including the operational parameters (e.g., fluid viscosity, injection rate and borehole diameter) and the in situ conditions (e.g., in situ stress states and initial pore pressure level). To elucidate the effects of these variables, simulations are performed on hollow-squared samples at laboratory scale using fully coupled discrete element method. The model is first validated by comparing the stress around the borehole wall measured numerically with that calculated theoretically. Systematic parametric studies are then conducted. Modeling results reveal that the breakdown pressure and time to fracture stay constant when the viscosity is lower than 0.002 Pa s or higher than 0.2 Pa s but increases significantly when it is between 0.002 and 0.2 Pa s. Raising the injection rate can shorten the time to fracture but dramatically increase the breakdown pressure. Larger borehole diameter leads to the increase in the time to fracture and the reduction in the breakdown pressure. Higher in situ stress requires a longer injection time and higher breakdown pressure. The initial pore pressure, on the other hand, reduces the breakdown pressure as well as the time to fracture. The increase in breakdown pressure with viscosity or injection rate can be attributed to the size effect of greater tensile strength of samples with smaller infiltrated regions. 相似文献
17.
Richa Shukla P. G. Ranjith S. K. Choi A. Haque Mohan Yellishetty Li Hong 《Rock Mechanics and Rock Engineering》2013,46(1):83-93
Acoustic emissions (AE) and stress–strain curve analysis are well accepted ways of analysing crack propagation and monitoring the various failure stages (such as crack closure, crack initiation level during rock failure under compression) of rocks and rock-like materials. This paper presents details and results of experimental investigations conducted for characterizing the brittle failure processes induced in a rock due to monocyclic uniaxial compression on loading of two types of sandstone core samples saturated in NaCl brines of varying concentration (0, 2, 5, 10 and 15 % NaCl by weight). The two types of sandstone samples were saturated under vacuum for more than 45 days with the respective pore fluid to allow them to interact with the rocks. It was observed that the uniaxial compressive strength and stress–strain behaviour of the rock specimens changed with increasing NaCl concentration in the saturating fluid. The acoustic emission patterns also varied considerably for increasing ionic strength of the saturating brines. These observations can be attributed to the deposition of NaCl crystals in the rock’s pore spaces as well some minor geo-chemical interactions between the rock minerals and the brine. The AE pattern variations could also be partly related to the higher conductivity of the ionic strength of the high-NaCl concentration brine as it is able to transfer more acoustic energy from the cracks to the AE sensors. 相似文献
18.
Wassim E. Tabet Amy B. Cerato Gerald A. Miller 《Geotechnical and Geological Engineering》2014,32(5):1253-1260
This paper presents results of the influence of clod size and initial moisture condition on the shearing behavior of a clayey soil with a plasticity index of 22. The clods were divided into different size categories, and then two groups of samples were prepared; samples with large clods (LC = clod size less than 38 mm) and samples with small clods (SC = clod size less than 4.75 mm). Two initial moisture conditions were achieved using two different moisture tempering times of 0 and 14 days. All samples were compacted to the same density and moisture content (95 % of maximum dry density and 2 % dry of optimum moisture content). Triaxial compression tests, including constant water content unsaturated tests and backpressure saturated, isotropically consolidated, undrained compression tests were performed at different confining pressures. At 0-day tempering time, samples prepared using large clods were found to be stiffer and stronger than those prepared using small clods. However, at 14-day tempering time, the strength of both LC and SC samples was similar. 相似文献
19.
It is of great importance to investigate the effect of loading rate on the behaviour of brittle material such as concrete and rock because engineering structures are subjected to multiple loading conditions. Although material behaviour under single loading mode has been extensively studied, very limited research has been conducted to investigate the performance of brittle materials subjected to varying loading conditions. This paper presents an experimental study of the effects of single and multiple strain rates (ε) on cement mortar samples. The first set of samples was loaded at constant strain rates until failure. For the remaining samples, the first strain rate (0.005 mm/s) was applied to the sample up to a predetermined load, and then the second strain was initiated immediately by using the specially-designed gear system in place in the compression rig. As expected, the increase in strain rate showed an increase in peak strength of the sample with reduced ultimate strain. For multiple strain modes, it was observed that the highest peak strength occurred when the second strain was applied at 50 % of the peak strength of the first strain. 相似文献
20.
Variations in the mechanical properties (compressive strength, elastic modulus, tensile strength, and fracture toughness) of granite were analyzed as functions of temperature. It was found that above 200 °C, tensile strength and fracture toughness tended to decrease with temperature, while variations in the compressive strength and elastic modulus demonstrated decreasing trends when the heating temperature exceeded 400 °C. The temperature ranges of room temperature—200 and above 600 °C—corresponded to an undamaged state and strongly/completely damaged state, respectively. It is suggested that 400 °C might be a critical threshold of thermal damage to granite. Based on results of statistical tests, a sharp decrease in mechanical properties can be recognized, accompanied by a drastic growth in peaking strain and acoustic emission rate. This phenomenon may be associated with the α/β phase transition of quartz. 相似文献