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On Physical and Mechanical Behavior of natural Marine Intermediate Deposits

China Ocean Engineering 2005年第1期19卷 111-119页

作者：石名磊邓学钧 Transportation College Southeast University Nanjing 210096 China

Coastal structures may be built on natural sedimentary intermediate grounds, which mainly consist of silty soils and fine sandy soils. In this study, extensive field and laboratory tests were performed on the natural marine intermediate deposits to demonstrate the difference in behavior between natural marine clayey soils and natural marine intermediate deposits. The natural intermediate deposits have almost the same ratios of natural water content to liquid limit as those of the soft natural marine clays, but the former have much higher in-situ strength and sensitivity than the latter. The research results indicate that grain size distributions of soils affect significantly tip resistance obtained in field cone penetration tests. The mechanical parameters of natural marine intermediate deposits are also significantly affected by sample disturbance due to their high sensitivity and relatively large permeability. Unconfined compression shear tests largely underestimate the strength of natural marine intermediate soils. The triaxial consolidated compression shear tests with simulated in-situ confined pressure give results much better than those of uncomfined compression shear tests.

关键词： clayey soils filed tip resistance grain size distributions liquid limit natural marine intermediate deposits natural water content laboratory strength

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Effect of Sample Disturbance on Unconfined Compression Strength of natural Marine Clays

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海洋工程：英文版 2003年第3期17卷 407-416页

作者：刘汉龙洪振舜 eotechnical Institute Institute of Geotechnical Engineering

Quantitatively correcting the unconfined compressive strength for sample disturbance is an important research project in the practice of ocean engineering and geotechnical engineering. In this study, the specimens of undisturbed natural marine clay obtained from the same depth at the same site were deliberately disturbed to different levels. Then, the specimens with different extents of sample disturbance were trimmed for both oedometer tests and unconfined compression tests. The degree of sample disturbance SD is obtained from the oedometer test data. The relationship between the unconfined compressive strength q u and SD is studied for investigating the effect of sample disturbance on q u. It is found that the value of q u decreases linearly with the increase in SD. Then, a simple method of correcting q u for sample disturbance is proposed. Its validity is also verified through analysis of the existing published data.

关键词： correcting method degree of sample disturbance liquid limit natural marine clays natural water content oedometer test data unconfined compressive strength

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Practical Engineering Behavior of Egyptian Collapsible Soils, Laboratory and <i>In-Situ</i>Experimental Study

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Open Journal of Civil Engineering 2021年第3期11卷 290-300页

作者： Naema A. Ali Construction Engineering and Management Department Pharos University in Alexandria Alexandria Egypt

In many sites on Egypt desert roads collapsible soils is broadly classified as a problematic soils containing silty fine sand which is cemented with low density and low degree of saturation which is susceptible to a large and sudden reduction in their volume upon inundation, with or without vibration in its stress. Four sites have been studied for new urban, roads and industry work sits, related to increase in natural water content. These soils go through radical rearrangement of their particles, causing sudden changes in the stress-deformation behavior which cause

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Geotechnical Identification and Classification of Soils as Flexible Pavement Subgrade of the Section Fongo Tongo-Melong

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Journal of Geoscience and Environment Protection 2020年第11期8卷 183-200页

作者： François Ngapgue Willy Chance Guimezap Kenou Jules Hermann Keyangue Tchouata Vladimir Willianov Keubou Tatapzia Yannick Mbeuteu Mbakop Research Unit of Mechanics and Physical Systems Modeling (UR2MPS) Faculty of Sciences University of Dschang Dschang Cameroon Laboratory of Engineering Industrial Systems and Environment (LISIE) FOTSO Victor University Institute of Technology University of Dschang Dschang Cameroon Laboratory of Environmental Geology Faculty of Sciences University of Dschang Dschang Cameroon Innovation Research Center Entrepreneurship (PRIE) Institut Universitaire de la Cote Douala Cameroon School of Geology and Mining Engineering (SGME) University of Ngaoundere Ngaoundere Cameroon Geotechnique Batiment et Travaux Publics (GEO TP) Douala Cameroon

The present study is inscribed within the framework of the geotechnical characterization of the soils of the Santchou plain, their classification for employment as pavement subgrade, various identification tests were carried out on the samples. The results obtained showed that with a wide range of different grain sizes, the studied soils showed low content in clay grains and dominance of either sand grains or silt grains, this can be explaining how most of these soil are poorly graded. According to the USDA textural classification, the grain size distribution of these soils makes them to be classified as Silty Loam types to Sandy Loam types. Despite of their organic matter content which is less than 10%, according to their respective methylene blue values, the soils studied along the section should be mainly loamy soil of medium plasticity to clayed soil, therefore showing a sensibility of its behavior to variation of water content. That last one is confirmed by the consistency parameters of these soils which show intermediate plasticity to highly plastic. Also, the bearing capacity proposed by these soils at their respective optimum dry densities is relatively small, although most of these experimental CBR values of the studied soils are more important than the ones prescribed by the AASHTO Classification system for A5, A6, and A7 types, and the French Highway Earthworks Manual Classifications system (GTR) for the corresponding A2 and A3 types.

关键词： Soil Classification Liquid Limit natural water content Plasticity Index Methylene Blue Value Optimum Moisture content California Bearing Ratio

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