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1.
To further our knowledge of coupling between the hydraulic cycles and mechanical behaviour of the swelling soils, this paper presents an experimental study on a bentonite/silt mixture using an odometer with suction controlled by the osmotic technique. A loading/unloading cycle was applied to each of the samples at different constant suctions (0, 2, 3 and 8 MPa). Moreover, successive wetting and drying cycles were applied under constant vertical stress at a suction range of 0 to 8 MPa, followed by a loading/unloading cycle at similar suctions (0, 2, 3 and 8 MPa). Finally, the compression curves of the aforementioned suctions with and without the application of suction cycles were compared, so as to analyse the influence of hydraulic cycles on the soil fabric and the mechanical parameters. It is observed that the wetting and drying cycles applied to both the micro- and macrostructure significantly influenced the virgin compression index λ( s), the apparent preconsolidation stress p0( s) and the elastic compression index values κ. However, the hydraulic cycles imposed only on the micro- or macrostructure induce negligible changes in the mechanical parameters of the soil. 相似文献
2.
As one of the most important properties of compacted bentonite used as buffer/backfill materials, hydraulic conductivity is influenced by various factors including temperature, microstructure and suction (or degree of saturation), etc. Based on the readily available results of both temperature-controlled water-retention tests and unsaturated infiltration tests under confined (constant volume) conditions, influences of temperature and microstructure variations on unsaturated hydraulic conductivity of the compacted Gaomiaozi (GMZ01) bentonite were analyzed. Then, a revised unsaturated hydraulic conductivity model considering temperature effects and microstructure changes was developed. With this proposed model, prediction and comparison were made on the unsaturated hydraulic conductivity of the compacted GMZ01 bentonite at 20 °C. Results show that water-retention capacity of compacted GMZ01 bentonite decreases as temperature increases and the degree of the temperature influence depends on suction. Under confined conditions, influence of hydration on microstructure of compacted GMZ01 bentonite depends on pore size. The proposed model can well describe the variations of unsaturated hydraulic conductivity with suction at different temperatures. However, further improvement of the proposed model is needed to account for the phenomenon of inter-aggregate pores clogging that occurred at the initial stage of hydration of compacted GMZ01 bentonite under confined conditions. 相似文献
3.
纯膨润土中掺入一定比例的石英砂,可以有效地提高工程屏障的热传导特性、力学强度和长期稳定性,并可降低屏障系统的工程造价; 但同时也会改变混合物的土水特征。本文采用水汽平衡法和渗析法吸力控制技术,开展了不同温度(20℃、40℃和60℃)、恒体积条件下,高压实GMZ01膨润土-石英砂混合物(7:3)试样的持水特性试验。结果表明,体积与吸力恒定时,高压实高庙子膨润土-砂混合物的含水量随温度升高而减少,但温度影响幅度取决于吸力水平; 低吸力范围内,混合物的饱和度大于1,其原因可能是由于混合物中结合水密度大所引起的; 基于Frendlund常温方程的万敏模型,能够拟合考虑温度影响的GMZ01膨润土-砂混合物土水特征曲线。 相似文献
4.
Bentonite pellet mixtures are considered as one of the candidate sealing materials for deep geological disposals of radioactive waste. One of the particularities of this material is the initial heterogeneous distribution of pellets and porosity within the mixture, leading to complex hydro-mechanical behaviour. In this paper, the hydro-mechanical properties of GMZ bentonite pellet mixtures were investigated in the laboratory by carrying out water retention tests on pellet mixtures under constant-volume condition and single pellets under free swelling condition, as well as a infiltration test on a column specimen of pellet mixture. In the infiltration test, the relative humidity and radial swelling pressure were monitored at five heights, the axial swelling pressure was also recorded. The instantaneous profile method was applied to determine the unsaturated hydraulic conductivities. Results show that, in high suction range (>?10 MPa) the water retention curve of pellet mixture under constant-volume condition was comparable to that of a single pellet under free swelling condition, while in low suction range (<?10 MPa) the latter exhibits a much higher water retention capacity. Due to clogging of large pores, the unsaturated hydraulic conductivity decreases as suction decreases to around 25 MPa. However, with further suction decrease, the hydraulic conductivity increases continuously until the value at saturated state, as in the case of most unsaturated soils. The radial swelling pressure at different heights develops with local sudden increase and decrease, which was attributed to local rearrangement of pellets upon wetting. By contrast, as the axial swelling pressure was measured on the global surface of the specimen, it develops in a more regular fashion. 相似文献
5.
The Nojima Fault Zone Probe was designed to study the properties and healing processes of the Nojima fault, which is the surface fault rupture of the Hyogo-ken Nanbu earthquake ( M7.2) of 1995 (1995 Kobe earthquake). In this project, water injection experiments were conducted in a borehole of 1800 m depth at the Nojima fault. We set up electrodes around the borehole and observed self-potential variations to investigate the magnitude of electrokinetic and hydraulic parameters around the Nojima fault zone. In the 1997 experiment, self-potential variations were in the range of a few to about 20 mV across 320–450 m electrode dipoles with hydraulic pressure variations from 3.5 to 4 MPa. In the 2000 experiment, self-potential variations were in the range of a few to about 85 mV across 160–260 m electrode dipoles with the hydraulic pressure variations from 3 to 4.5 MPa. In the 2003 experiment, self-potential variations were in the range of a few to about 30 mV across 20–80 m electrode dipoles with hydraulic pressure of 4 MPa. These observed self-potential variations were explained well with an electrokinetic effect due to the underground flow of the injected water. From the observed results, we estimated that the ratio of hydraulic parameters (permeability, porosity, and tortuosity) to electrokinetic parameters (zeta potential and dielectric constant) decreased approximately 40% during eight years after the earthquake. This result suggests that the healing process around the fault zone progress. 相似文献
6.
To further our knowledge of the coupling between the hydraulic and mechanical behaviours of the swelling soils, this paper presents an experimental study on a bentonite/silt mixture using an osmotic odometer. A loading/unloading cycle was applied to samples with different initial dry densities (1.27, 1.48, and 1.55 Mg m − 3) at different constant suctions (0, 2, and 8 MPa). We noted that the initial state of the soils after compaction significantly influenced the values of the apparent preconsolidation stress p0( s), the virgin compression index λ( s), and the elastic compression index κ.These experimental results provided a sufficient database to interpret the mechanical behaviour of the swelling soil and define three yielding surfaces: - – the suction limit between micro- and macrostructure (sm/M) and the suction limit between nano- and microstructure (sn/m), which depend completely on the soil fabrics and the diameter separating the nano-, micro-, and macrostructure,
- – the Loading Collapse (LC) curve, representing the preconsolidation stress variation as a function of suction,
- – the Saturation Curve (SC), representing the variation of the saturation stress (Psat) as a function of suction.
In general, we can state that the increase of compaction pressure unified the LC and SC surfaces and decreased the ( sm/M) value without modifying the ( sn/m) value. 相似文献
7.
Bentonite pellets are recognized as good buffer/backfill materials for sealing technological voids in high-level radioactive waste (HLW) repository. Compared to that of a traditional compacted bentonite block, one of the most important particularities of this material is the initially discrete pellets and the inevitable heterogeneous porosity formed, leading to a distinctive water retention behaviour. In this paper, water retention and mercury intrusion porosimetry (MIP) tests were conducted on pellet mixture (constant volume), single pellet (free swelling) and compacted block (constant volume) of GMZ bentonite, water retention properties and pore structure evolutions of the specimens were comparatively investigated. Results show that the water retention properties of the three specimens are almost similar to each other in the high suction range (>?10 MPa), while the water retention capacity of pellet mixture is lower than those of the compacted block and single pellet in the low suction range (<?10 MPa). Based on the capillary water retention theory (the Young–Laplace equation), a new concept ‘saturated void ratio’ that was positively related to water content and dependent on pore size distribution of the specimen was defined. Then, according to the product of saturated void ratio and water density in saturated void, differences of water retention properties for the three specimens at low suctions were explained. Meanwhile, MIP tests indicate that as suction decreases, the micro- and macrovoid ratios of pellet mixture and compacted block decrease as the mesovoid ratio increases, while all the void ratios of single pellets increase. This could be explained that upon wetting, water is successively adsorbed into the inter-layer, inter-particle and inter-pellet voids, leading to the subdivision of particles and swelling of aggregates and pellets. Under constant volume condition, aggregates and pellets tend to swell and fill into the inter-aggregates or inter-pellets voids. While under free swelling condition, the particles and aggregates in a single pellet tend to swell outward rather than squeezing into the inter-aggregate voids, leading to the expansion of the pores and even formation of cracks. Results including the effects of initial conditions (initial dry density and fabric) and constraint conditions (constant volume or free swelling) on the water retention capacity and pore structure evolution reached in this work are of great importance in designing of engineering barrier systems for the HLW repository. 相似文献
8.
Pollution of the environment due to leakage from waste repositories is a well-known and wide spread problem. Emphasis has therefore been put on design of liners for such repositories, focusing on hydraulic conductivity and its variation with time, liner composition, water content, compaction etc. The paper addresses the hydraulic conductivity of sand/bentonite mixtures, especially the variation of the hydraulic conductivity as a function of bentonite content, compaction and degree of saturation. In order to better understand the variation of the hydraulic conductivity of a sand–bentonite mixture a new parameter k
1 has been proposed. The parameter reflects the amount of bentonite per pore volume and can easily be calculated based on the amount of bentonite and the dry density of the soil mixture. Thereby, the hydraulic conductivity can be predicted as a function of different degres of compaction. This method can be used for engineering purposes to predict the hydraulic conductivity at an early stage of a design to get an idea of the required design and hence, cost. 相似文献
9.
This paper presents the establishment of an empirical HC model for estimating rock mass hydraulic conductivity of highly disturbed clastic sedimentary rocks in Taiwan using high-resolution borehole acoustic televiewer and double packer hydraulic tests. Four geological parameters including rock quality designation (RQD), depth index (DI), gouge content designation (GCD), and lithology permeability index (LPI) were adopted for establishing the empirical HC model. To verify rationality of the proposed HC model, 22 in-situ hydraulic tests were carried out to measure the hydraulic conductivity of the highly disturbed clastic sedimentary rocks in three boreholes at two different locations in Taiwan. Besides, the model verification using another borehole data with four additional in-situ hydraulic tests from similar clastic sedimentary rocks was also conducted to further verify the feasibility of the proposed empirical HC model. The field results indicated that the rock mass in the study area has a conductivity between the order of 10 − 10 m/s and 10 − 6 m/s at the depth between 34 m and 275 m below ground surface. Results demonstrate that the empirical HC model may provide a useful tool to predict hydraulic conductivity of the highly disturbed clastic sedimentary rocks in Taiwan based on measured HC-values. 相似文献
10.
分维理论是预测非饱和渗透系数的一种常用方法。在对有侧限条件下高庙子膨润土的非饱和渗透系数的试验结果分析后,发现分维理论并不适用,其缺陷在于不能够反映膨润土这种特殊粘土在水化过程中的微观结构变化。因为膨润土是一种纳米材料,其小孔隙和大孔隙分布在水化过程中都会发生变化,而一般性粘土和砂土没有这种特殊的物理化学特性。结合Kozeny—Carman关于多孔介质的半经验公式,提出了半经验一半理论的考虑微结构的膨润土的非饱和渗透系数计算公式。在对高庙子膨润土的扫描电镜试验和压汞试验资料分析的基础上,定性验证了所提出公式的正确性。 相似文献
11.
A series of large diameter calcite–muscovite aggregates has been prepared from calcite and muscovite powders, in order to gain a better understanding of how texture develops in impure carbonate rocks. The development of the microstructure and the crystallographic preferred orientation (CPO, texture) during the preparation process is described. The synthetic rocks have been fabricated from powders of calcite and muscovite by uniaxial cold-pressing at loads up to 400 MPa and subsequent hot isostatic pressing (HIPping) at pressures of 150 to 170 MPa and a temperature of 670 °C. The resulting textures and microstructures are homogeneous throughout the samples. The calcite CPO is generated by rigid body rotation and twinning during cold-pressing and is not significantly altered by recrystallization during HIPping. Grain growth during HIPping is observed in pure calcite samples, but is inhibited through high porosity and the presence of muscovite in the mixed aggregates. The preferred orientation of the calcite c-axes is found to increase with increasing uniaxial cold pressure, and to be independent of the muscovite content. The magnetic bulk susceptibility of the starting material has been changed by the formation of ferromagnetic impurities during fabrication. Comparison of the samples to natural calcite fabrics from fault zones show the potential of the experiments and fabric analyses presented to analyze and to better understand the deformation mechanisms of fault zones. 相似文献
12.
This paper presents a constitutive model that predicts the water retention behaviour of compacted clays with evolving bimodal pore size distributions. In line with previous research, the model differentiates between the water present inside the saturated pores of the clay aggregates (the microstructure) and the water present inside the pores between clay aggregates (the macrostructure). A new formulation is then introduced to account for the effect of the macrostructural porosity changes on the retention behaviour of the soil, which results in a consistent evolution of the air-entry value of suction with volumetric deformations. Data from wetting tests on three different active clays (i.e. MX-80 bentonite, FEBEX bentonite, and Boom clay), subjected to distinct mechanical restraints, were used to formulate, calibrate, and validate the proposed model. Results from free swelling tests were also modelled by using both the proposed double porosity model and a published single porosity model, which confirmed the improvement in the predictions of degree of saturation by the present approach. The proposed retention model might be applied, for example, to the simulation of the hydromechanical behaviour of engineered bentonite barriers in underground nuclear waste repositories, where compacted active clays are subjected to changes of both suction and porosity structure under restrained volume conditions. 相似文献
13.
非饱和渗透系数是土体渗流分析的基础,成都黏土作为一种典型的非饱和膨胀土,具有吸水膨胀、失水收缩的特性,在受侧限的浸水过程中,土颗粒的膨胀致使孔隙体积减小,渗透性降低,使得直接对其进行非饱和渗透试验十分困难。根据瞬时剖面法的原理,利用EC-5土壤水分传感器测含水率、MPS-2电介质水势传感器直接同步测量同一位置的基质吸力,通过水平渗透试验研究了非饱和成都黏土在侧限条件下的渗透性。含水率和基质吸力的同步测量,保证了其测试条件的一致性,避免了采用其他土水特征曲线的影响。试验表明,试样的非饱和渗透系数为（1.33×10-11~3.14×10-9）m·s-1,非饱和渗透系数与基质吸力并非单调线性关系。基质吸力较高时,受膨胀土颗粒吸水膨胀的影响,渗透系数未出现明显变化,基质吸力降低到一定程度后,渗透系数快速增大。试验结束时土体已接近饱和,土中气体排出较慢,过水断面增加缓慢,促使渗透系数仍然持续增大。采用VG模型拟合k-s曲线,拟合参数α=0.048 kPa-1,n=1.79,m=0.48,试验结果可以用于成都黏土地区的渗流分析。 相似文献
14.
In this study, water retention tests under free swelling conditions were performed to investigate the water intake (or loss) behaviour of compacted GMZ bentonite. First, the water retention characteristics were investigated, and then the microscopic pore structure was observed by environmental scanning electron microscope (ESEM). The results indicate that GMZ bentonite has a strong swelling (or a limited shrinkage ability) due to water intake (loss). The suction behaviour of GMZ bentonite is similar to MX80 bentonite and FEBEX bentonite. We also find that the confinement conditions can affect the suction behaviour of the material, especially at high relative humidity (RH). Additionally, a mathematic model can fit the mass change data very well. Microscopic tests show that the granular sensation of GMZ bentonite is obvious for a sample at low RH. With the increase in RH, the surface of GMZ bentonite becomes more smooth. The differences in the porosities calculated by the macroscopic and microscopic tests can be attributed to image resolution. The inter-laminar pores and intra-aggregate pores cannot be observed by the ESEM method. In addition, ESEM observation can provide an intuitive basis for the further research of the seepage property of GMZ bentonite. 相似文献
15.
The recovery of ultrafine coal can be enhanced significantly by flocculating the particles prior to dewatering. It is thus crucial to be able to quantify the effects of aggregated particles on the separation efficiency, of which they are still not fully understood. This study focused on the relationship between the micro-properties (size, structure, and strength) of flocculated coal particles and the characteristics of filter cakes obtained through hyperbaric filtration. Tools such as small angle light scattering and confocal scanning laser microscopy were used to determine the aggregate structure. The comparative bond strength of aggregates generated under different flocculation conditions was measured through a non-dimensional approach. The effects of these properties on specific cake resistance, saturation, and moisture content, as indicative of the filtration performance, were observed. It was found that flocs generated using a moderate amount of flocculant dosage (60–100 g of polymer/tonne of coal) for this ultrafine coal (97% < 35 μm) optimised the properties of dewatered filter cakes. Although cakes composed of larger and stronger aggregates with more flocculant were found to have higher porosity, the effects on specific cake resistance and cake saturation were detrimental, possibly due to the increasing proportion of intra-aggregate pores that were harder to dewater. The trend was less noticeable at low filtration pressures where most of the dewatering occurred within the larger capillaries of the inter-aggregate zones. In addition, the presence of polymer molecules was responsible in absorbing residual moisture that could not be removed through mechanical means. Through a series of tests using pre-formed filter cakes, the amount of moisture retained by the flocculant was quantified to be approximately 10.2 mg of water for every addition of 1 g of polymer/tonne of coal, calculated per 100 g of filter cake produced from hyperbaric filtration in this case. 相似文献
16.
Water injection experiments were performed in 1997, 2000 and 2003 at the 1800 m borehole near the fracture zone of the 1995 Hyogo-ken Nanbu earthquake. During these experiments, a contraction of about 10 − 8–10 − 7 was observed with three-component strainmeters at a bottom of the 800 m borehole, 70 m southwest of the 1800 m borehole. We estimated hydraulic properties of the fracture zone near the Nojima fault by using the strain data to investigate a healing of the fault during the postseismic stage. We calculated pore pressure changes due to the water injection using Darcy's equation and obtained strain changes due to the pore pressure changes as elastic deformations of the crust. The calculated strain changes have a nearly agreement with the observed strain changes. Hydraulic conductivity in 1997, 2000 and 2003 was determined to be 0.9 ± 0.2 × 10 − 6, 0.8 ± 0.2 × 10 − 6 and 0.4 ± 0.1 × 10 − 6 m/s, respectively. The reduced hydraulic conductivities in 2000 and 2003 suggest that the fractures had been healing. 相似文献
17.
We investigated the frictional sliding behaviour of gabbro gouge under hydrothermal conditions. Experiments were performed on 1-mm-thick gabbro gouge sandwiched between country rock pieces (with gouge inclined 35° to the sample axis) in a triaxial testing system with argon gas as the confining medium. In the first series, experiments were conducted under effective normal stresses of 200 MPa and 300 MPa respectively, with pore pressure of 10 MPa. For temperature over 400 °C, pore pressure of 30 MPa was also applied to implement supercritical water conditions. At temperatures up to 615 °C, slip rate steps ranging from 0.0488 μm/s to 1.22 μm/s were applied to obtain the rate dependence of friction.At 200 MPa effective normal stress and a pore pressure of 10 MPa, the steady state rate dependence a– b shows velocity-weakening behaviour for temperatures between 200 and 310 °C. The higher temperature limit for velocity-weakening behaviour to occur extends up to 510 °C under supercritical water conditions with a pore pressure of 30 MPa. For the limited sliding distance in our experiments, only velocity-strengthening behaviour occurred at 300 MPa effective normal stress. Considering the limited displacement (< 3.5 mm), velocity-weakening behaviour may not be excluded in the high effective normal stress case for temperature below 510 °C.The coefficient of friction shows an increasing trend with increasing temperature in the low temperature range. The cut-off temperatures for the increasing trend are 250 °C and 440 °C, respectively for the 200 MPa and 300 MPa effective normal stress cases. Above the cut-off temperatures, the coefficient of friction at 1.83 mm permanent displacement varies around an average of 0.73, which is identical to the average for the oven-dried case [He, C., Yao, W., Wang, Z., Zhou, Y., 2006. Strength and stability of frictional sliding of gabbro gouge at elevated temperatures. Tectonophysics 427, 217–229, doi:10.1016/j.tecto.2006.05.023]. Together with the small value of rate dependence ( a– b < 0.0073) for the whole temperature range, these results indicate the absence of fluid-assisted creep.With the result of our experiments as a constraint on strength of frictional sliding, comparison between converted strength for strike–slip faults and creep strength of gabbro-like rocks implies fracturing and faulting behaviours in the lower crust of a cool area (Zhangbei) in North China. 相似文献
18.
The critical resolved shear stresses (CRSSs) of hematite crystals were determined in compression tests for r-twinning, c-twinning and { a}< m>-slip in the temperature range 25 °C to 400 °C, at 400 MPa confining pressure, and a strain rate of 10 − 5 s − 1 by Hennig-Michaeli, Ch., Siemes, H., 1982. Experimental deformation of hematile crstals betwen 25 °C and 400 °C at 400 MPa confining pressure. In: Schreyer, W. (Ed.) High Pressure Research in Geoscience, Schweizerbart'sche Verlagsbuchhandlung, Stuttgart, p. 133–150. In the present contribution newly performed experiments on hematite single crystals at temperatures up to 800 °C at strain rates of 10 − 5 s − 1 and 300 MPa confining pressure extends the knowledge about the CRSS of twin and slip modes. Optical observations, neutron diffraction goniometry, SEM forescatter electron images and electron backscatter diffraction are applied in order to identify the glide modes. Both twinning systems and { a}< m>-slip were confirmed by these methods. Besides the known glide systems the existence of the ( c)< a>-slip system could be stated. Mechanical data establish that the CRSS of r-twinning decreases from 140 MPa at 25 °C to 5 MPa at 800 °C and for { a}< m>-slip from > 560 MPa at 25 °C to 40 MPa at 700 °C. At room temperature the CRSS for c-twinning is around 90 MPa and at 600 °C 60 MPa. The data indicate that the CRSSs above 200 °C seem to be between the values for r-twinning and { a}< m>-slip. For ( c)< a>-slip only the CRSS at 600 °C could be evaluated to 60 MPa. Exact values are difficult to determine because other glide systems are always simultaneously activated. 相似文献
19.
The Ričice reservoir was built in 1987 in the central part of the bare Dinaric karst region in Croatia, on the border with Bosnia and Herzegovina. The reservoir water level rise rapidly after rainfall, but due to high water-loss rates the water remains impounded for a very short time. The reservoir volume at the spillway altitude is 18.4 × 10 6 m 3. Due to water losses, the mean annual water volume in the 1989–1995 period was 6.5 × 10 6 m 3. Interdisciplinary analyses and investigations of geological, hydrological and hydrogeological factors which caused water losses from the Ričice reservoir have been carried out. Water losses from the reservoir are defined using a water budget equation. An assessment of the calculation of hydraulic conductivity, and a definition of the groundwater level below the Ričice reservoir, using Darcy's equation for vertical flow, is carried out. It may be concluded that the water losses from the Ričice reservoir are mainly controlled by the water level in the reservoir. 相似文献
20.
非饱和黄土的渗透性是非饱和黄土性质的重要组成部分。研究黄土不同方向的渗透性对确定其湿陷范围和由于水的渗透引起的黄土滑坡具有很重要的理论意义。研究了黄土渗透性的各向异性特征及其机制。以具有明显各向异性的西安Q3原状黄土为研究对象,用TEN型张力计测量了黄土试样不同方向的、不同含水率下的吸力;用变水头渗透试验测量了黄土竖直和水平方向的饱和渗透系数。结果表明,当体积含水率在23%～41%时,张力计沿不同方向插入土样所测吸力相差不大;竖直方向的饱和渗透系数是水平方向的4.02倍。在吸力测量的基础上,根据土-水特征曲线,确定了竖直和水平方向的非饱和黄土的渗透系数。得出在黄土不同方向,随着吸力的增大或减小,渗透系数减小或增大;竖直方向的渗透系数普遍地大于水平方向的渗透系数;当吸力小于57 kPa时,随着吸力的增大,竖向渗透系数与水平向渗透系数的差值减小。通过观测黄土的结构,得出黄土结构对其渗透性有重要影响。 相似文献
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