Microfabric, chemical and mineralogical study of Indian marine clays     

G Rajasekaran  K Murali  R Srinivasaraghavan 《Ocean Engineering》1998,26(5):463-483

Marine clay deposits are encountered in the coastal regions of the world. They are soft in consistency with low shear strength and are highly compressible. The properties of these deposits are complex and diverse, and they mainly depend on the minerals present and microstructural arrangement of constituent particles. In the present investigation, the physico-chemical properties of the sediment samples obtained from marine deposits of east and west metropolitan coastal cities of India are discussed, and the test results obtained are compared with the synthetic samples such as bentonite and kaolinite. Mineralogical and fabric studies were carried out using scanning electron microscopy and x-ray diffraction techniques. Several consolidation and strength tests were carried out to study the engineering behaviour of these deposits. The strength and compressibility (Cc) values of these deposits varies from 27 to 45 kN/m² and 0.37 to 0.81 respectively. XRD studies confirm the presence of highly compressible clay minerals such as smectite, vermiculite, chlorite and traces of the low swelling mineral, kaolinite. The fabric studies indicate that the constituent particles were arranged in an open network, or flocculated structure resulting in a high void ratio.  相似文献   

Zn-粘土催化剂对染料废水的O3氧化降解性能的影响   总被引：16，自引：0，他引：16  

尹琳 《高校地质学报》2000,6(2):260-264

对于生物难降解性有机染料废水,用矿物催化剂进行复合催化氧化获 得了比较理想 的实验处理效果。以粘土为载体加载金属锌氧化物制成的可重复使用的固体催化剂,对人工模拟的染料废水进行复合催化臭氧氧化实验,获得了满意的效果。该法进一步提高了臭氧的降解效果,降低了处理成本。  相似文献   

Influence of gas generation in electro‐osmosis consolidation          下载免费PDF全文

Jiao Yuan  Michael A. Hicks 《国际地质力学数值与分析法杂志》2016,40(11):1570-1593

This paper presents a numerical model for the elasto‐plastic electro‐osmosis consolidation of unsaturated clays experiencing large strains, by considering electro‐osmosis and hydro‐mechanical flows in a deformable multiphase porous medium. The coupled governing equations involving the pore water flow, pore gas flow, electric flow and mechanical deformation in unsaturated clays are derived within the framework of averaging theory and solved numerically using finite elements. The displacements of the solid phase, the pressure of the water phase, the pressure of the gas phase and the electric potential are taken as the primary unknowns in the proposed model. The nonlinear variation of transport parameters during electro‐osmosis consolidation are incorporated into the model using empirical expressions that strongly depend on the degree of water saturation, whereas the Barcelona Basic Model is employed to simulate the elasto‐plastic mechanical behaviour of unsaturated clays. The accuracy of the proposed model is evaluated by validating it against two well‐known numerical examples, involving electro‐osmosis and unsaturated soil behaviour respectively. Two further examples are then investigated to study the capability of the computational algorithm in modelling multiphase flow in electro‐osmosis consolidation. Finally, the effects of gas generation at the anode, the deformation characteristics, the degree of saturation and the time dependent evolution of the excess pore pressure are discussed. Copyright © 2016 John Wiley & Sons, Ltd.  相似文献   

The effects of demagnetizing fields on thermoremanent magnetization acquired by parallel-sided baked clay blocks     

Philippe Lanos 《Geophysical Journal International》1987,91(3):985-1012

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Accounting for evolving pore size distribution in water retention models for compacted clays          下载免费PDF全文

Gabriele Della Vecchia  Anne‐Catherine Dieudonné  Cristina Jommi  Robert Charlier 《国际地质力学数值与分析法杂志》2015,39(7):702-723

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Geological and Geotechnical Characteristics of Marine Clays at the Busan New Port     

S. G. Chung  C. K. Ryu  K. Y. Jo  D. Y. Huh 《Marine Georesources & Geotechnology》2013,31(3):235-251

ABSTRACT

Despite a number of geotechnical investigations that have been carried out in the Busan new port area of South Korea, the local practicing engineers have been unable to deduce successfully the geotechnical properties of the clays due to their spatial variation. In the area, clay deposits, so-called Pusan clays, are unusually thick, varying from 20 m to 70 m in thickness. For this study, comprehensive geological and geotechnical investigations were carried out with sophisticated sampling techniques, in situ and laboratory tests as well as geological analyses at an additional three locations. As a result of the investigations, it was found that depositional environments are closely related to the relative changes in sea level and have different features depending on location and depth. The clays consist of soft and stiff clays in the upper and the lower layers, respectively, which are classified as normally consolidated and cemented clay. Moreover, most of the geotechnical properties undergo small changes due to their depositional environment. Information about these effects would be quite helpful to understand the spatial variation of geotechnical properties as well as the effect of sample disturbance. Some correlations which reflect the geological history of the deposts were conducted for physical indexes and mechanical properties.  相似文献   

Engineering behavior of uplifted Smectite‐rich Cochin and Mangalore marine clays     

Sudhakar M. Rao  A. Sridharan  S. Chandrakaran 《Marine Georesources & Geotechnology》2013,31(4):243-259

Abstract

The present study aims to assess whether the smectite‐rich Cochin and Mangalore clays, which were deposited in a marine medium and subsequently uplifted, exhibit consistency limits response typical of expanding lattice or nonexpanding (fixed) lattice‐type clays on artificially changing the chemical environment. The chemical and engineering behaviors of Cochin and Mangalore marine clays are also compared with those of the smectite‐rich Ariake Bay marine clay from Japan. Although Cochin, Mangalore, and Ariake clays contain comparable amounts of smectite (32–45%), Ariake clay exhibits lower consistency limits and much higher ranges of liquidity indices than the Indian marine clays. The lower consistency limits of the Ariake clay are attributed to the absence of well‐developed, long‐range, interparticle forces associated with the clay. Also, Ariake clay exhibits a significantly large (48–714 times) decrease in undrained strength on remolding in comparison to Cochin and Mangalore clays (sensitivity ranges between 1 and 4). A preponderance of long‐range, interparticle forces reflected in the high consistency limits of Cochin and Mangalore clays (w_L range from 75 to 180%) combined with low natural water contents yield low liquidity indices (typically <1) and high, remolded, undrained strengths and are considered to be responsible for the low sensitivity of the Indian marine clays.  相似文献   

Classification and statistical analysis of mine spoils chemical composition from Oliete basin (Teruel,NE Spain)     

S. Meseguer  T. Sanfeliu  M. M. Jordán 《Environmental Geology》2009,56(7):1461-1466

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Cyclic Swell–Shrink Behaviour of a Compacted Expansive Soil     

Snehasis Tripathy  Kanakapura S. Subba Rao 《Geotechnical and Geological Engineering》2009,27(1):89-103

Laboratory cyclic swell–shrink tests were carried out on compacted expansive soil specimens to study in detail the effect of changes in shrinkage pattern on the swell–shrink behaviour of compacted expansive soils. Compacted soil specimens were allowed to swell and either shrank fully or partially shrank to several predetermined heights in each cycle. The tests were carried out at a surcharge pressure of 50 kPa. The test results revealed that shrinkage of compacted saturated soil specimens to predetermined height in each shrinkage cycle provides similar conditions as that of the controlled suction tests with an increasing number of swell–shrink cycles. The water content of soil specimens and hence soil suction was found to remain nearly constant for each pattern of shrinkage. For soil specimens equilibrated to a given swell–shrink pattern, suction at the end of shrinkage cycles was changed from a higher suction to a lower suction, and also from a lower to a higher suction. The experimental results showed that there may be an immediate equilibrium state attained by the soil in terms of swell–shrink potential if suction at the shrinkage cycles was less than the past suction; otherwise, the equilibrium state was accompanied by fatigue of swelling. The volumetric deformation of the soil specimen subjected greater shrinkage was found to be much larger than the corresponding vertical deformation. The compressibility index of microstructure, κ_m, was determined for several shrinkage patterns. It is shown that κ_m is heavily influenced by suction at the end of shrinkage cycles.  相似文献   

A destructuration theory and its application to SANICLAY model   总被引：1，自引：0，他引：1  

Mahdi Taiebat  Yannis F. Dafalias  Ralf Peek 《国际地质力学数值与分析法杂志》2010,34(10):1009-1040

Many natural clays have an undisturbed shear strength in excess of the remoulded strength. Destructuration modeling provides a means to account for such sensitivity in a constitutive model. This paper extends the SANICLAY model to include destructuration. Two distinct types of destructuration are considered: isotropic and frictional. The former is a concept already presented in relation to other models and in essence constitutes a mechanism of isotropic softening of the yield surface with destructuration. The latter refers to the reduction of the critical stress ratio reflecting the effect of destructuration on the friction angle, and is believed to be a novel proposition. Both the types depend on a measure of destructuration rate expressed in terms of combined plastic volumetric and deviatoric strain rates. The SANICLAY model itself is generalized from its previous form by additional dependence of the yield surface on the third isotropic stress invariant. Such a generalization allows to obtain as particular cases simplified model versions of lower complexity including one with a single surface and associative flow rule, by simply setting accordingly parameters of the generalized version. A detailed calibration procedure of the relatively few model constants is presented, and the performance of three versions of the model, in descending order of complexity, is validated by comparison of simulations to various data for oedometric consolidation followed by triaxial undrained compression and extension tests on two structured clays. Copyright © 2009 John Wiley & Sons, Ltd.  相似文献