Characterization the geotechnical properties of a Malaysian granitic residual soil grade V (original) (raw)
Related papers
AN INVESTIGATION INTO THE GEOTECHNICAL ENGINEERING PROPERTIES OF LATERITE SOILS IN NILAI, MALAYSIA
An increase in construction and material use in tropical environments has made way for engineering knowledge of related basic properties of soils within those areas. One such soil found abundantly are the laterite soils. This study is based on determining the engineering geotechnical properties of laterite soils which are observed to occur in the town of Nilai, Malaysia. These basic properties were generally determined for non-problematic laterite soils.
Characterization and Geotechnical Properties of Penang Residual Soils with Emphasis on Landslides
American Journal of Environmental Sciences, 2006
The predominantly hilly terrain of Penang Island combined with average maximum daily temperatures ranging between 27-35 o C and peak rainfall as high as 647 cm makes the overall area potentially susceptible to landslips. Over the recent past construction industry has shown a rapid growth mainly due to increase in the inflow of international tourists and other economic reasons. Eventually, the magnitude of disaster associated with landslides has also increased and that is one of the major concerns of engineering geologists and geotechnical engineers. With this background this paper attempts to characterize the largely granitic residual soils of Penang Island by discussing the nature, structural features, engineering behavior and field properties of soil samples extracted from 8 sites. These sites are distinctly chosen from a database of 31 sites for they are located over different prime geological formations. The mean values of various design properties at different depths are calculated and plotted to identify the property trend with depth and important behavioral features relevant to landslides are discussed. Similarly, compression index values are plotted against initial void ratio and liquid limit separately and resulting correlations are compared with the established ones. Correlations given by Azzous are found to hold good. Lastly, in the light of the lessons learnt from the past landslides and the current characterization results some improvements regarding slope instability problem are discussed.
Variability of residual soil properties
Engineering Geology, 2012
Rainfall-induced slope failures are commonly observed in residual soil. Due to weathering, the residual soil properties vary with depths, especially in tropical countries, such as: Singapore. Therefore, it is important to characterize the properties of residual soil with depth. Index properties, soil-water characteristic curve and saturated and unsaturated shear strength tests were carried out on residual soils from sedimentary Jurong Formation, Bukit Timah Granite and Old Alluvium in Singapore. The variations of residual soil properties in Singapore were determined from the laboratory test results and evaluated as a function of soil inherent variability. Typical, upper and lower bounds of soil properties for the residual soils in Singapore were described using confidence interval approach and coefficient of variation (COV) in this paper. The variations in residual soil properties can be incorporated in design based on risk or reliability approach. The COV of index and engineering properties of residual soils in Singapore indicate that residual soils from Bukit Timah Granite and Old Alluvium are coarser than residual soil from sedimentary Jurong Formation. The particle size distribution of residual soil from Old Alluvium is more uniform than that from Bukit Timah Granite. On the other hand, the particle size distribution of residual soil from Bukit Timah Granite is more uniform than that from sedimentary Jurong Formation. The shear strengths of residual soils from Bukit Timah Granite and Old Alluvium are higher than that from sedimentary Jurong Formation.
Geotechnical Properties of Waste Soil from Open Dumping Area in Malaysia
Electronic Journal of Geotechnical …, 2011
Waste soil consists of waste material such as concrete debris, decayed wood, plastics and others. The heterogeneous content of waste soil makes the geotechnical properties difficult to categorize and analyzed. Laboratory works such as compaction test, consolidation test, triaxial and direct shear test are conducted on waste soil to know its geotechnical properties. Based on standard proctor test, the waste soil has a maximum dry density of 1567 kg/m 3 with optimum moisture content of 29%. The oedometer test shows the maximum displacement of 4 mm within 100 minutes. Based on direct shear test, the undrained cohesion is in the range of 2-4 kPa and angle of friction of 14 0-27 o. The triaxial test on unconsolidated undrained condition showed that the cohesion is 3 kPa and angle of friction on the range of 0 0 to 10.5 0. These geotechnical properties are important to be used for foundation design for future development at open dumping area in Malaysia.
Characteristics of residual soils in Singapore as formed by weathering
Engineering Geology, 2004
Residual soils are weathering products of rocks that are commonly found under unsaturated conditions. The properties of residual soils are a function of the degree of weathering. A series of index properties, engineering properties, mercury porosimetry tests and scanning electron microscope (SEM) examinations were performed on residual soils from two major geological formations in Singapore. The results indicate that the variation in the index and engineering properties as well as microstructural characteristics of the residual soils with depth can be related to the degree of weathering. An increase in the degree of weathering results in an increase in pore volume and produces a larger range of pore-size distribution. The variation in the pore volume and the pore-size distribution through a profile of weathered rock can be used as an indicative measure of the variation in the degree of weathering with depth. D
Effect of wetting on the collapsibility and shear strength of tropical residual soils
2008
Residual soils with extensive weathering of parent materials can yield collapsible soil deposits. In Malaysia, residual granite and sedimentary rock soils occur extensively, i.e. cover more than 80% of the country's land area. These types of soil have a high possibility to collapse when wetted. This paper described a study that had been carried out to examine the effect of wetting on the collapsibility and shear strength of the tropical residual soils. Odometer tests (single and double) and double shear box tests were carried out on selected soil samples. In addition Scanning Electron Microscopic (SEM) test and X-Ray Diffraction Analysis were also carried out. From the result obtained, both types of soils were found to collapse upon wetting (inundation). The finer granitic residual soil (MH) apparently showed a slightly higher collapse potential compared with the relatively coarser sedimentary residual soil (SM). The SEM analysis indicated that the soil structure became more compacted and voids between the structures became smaller upon collapse. The shear strength tests showed that the shear strength of both soil reduced significantly upon collapse, in particular the soil apparent cohesion, with the granitic residual soil showing more strength reduction compared with the sedimentary residual soil.
Geotechnical Assessment of Soil at the Campus Site of College of Science, University of Diyala
Iraqi Journal of Science
In this study, some physical and mechanical properties of soil samples collected from the campus site of College of Science, University of Diyalahave been evaluated. All laboratory tests were performed according to the standards of American Society for Testing and Materials (ASTM). The test results showed that the range of soil water content wwas (13.89%-16.34%) with an average of 15.44%. The specific gravity range was (2.58-2.77) with an average of 2.66. The range of Liquid Limit LL was (26.20-35.20%) with an average of 32.22%.The range of Plastic Limit PL was (18.63-23.24%) with average of 21.06%. The range of Plasticity Index was (7.57-12.42) with an average of 11.61. Based on USCS classifications, the soil can be considered as fine-grained soil type CL (CL is inorganic clay soil of low to medium plasticity). Liquidity Index LI values were ranged from 0.002 to 0.560 while Consistency Index CI ranged from 0.271 to 0.998 indicating a plastic state. The average optimum water OWC con...
Effect of Wetting on Collapsibility and Shear Strength of Tropical Residual Soils
Electronic Journal of Geotechnical …, 2008
Residual soils with extensive weathering of parent materials can yield collapsible soil deposits. In Malaysia, residual granite and sedimentary rock soils occur extensively, i.e. cover more than 80% of the country's land area. These types of soil have a high possibility to collapse when wetted. This paper described a study that had been carried out to examine the effect of wetting on the collapsibility and shear strength of the tropical residual soils. Odometer tests (single and double) and double shear box tests were carried out on selected soil samples. In addition Scanning Electron Microscopic (SEM) test and X-Ray Diffraction Analysis were also carried out. From the result obtained, both types of soils were found to collapse upon wetting (inundation). The finer granitic residual soil (MH) apparently showed a slightly higher collapse potential compared with the relatively coarser sedimentary residual soil (SM). The SEM analysis indicated that the soil structure became more compacted and voids between the structures became smaller upon collapse. The shear strength tests showed that the shear strength of both soil reduced significantly upon collapse, in particular the soil apparent cohesion, with the granitic residual soil showing more strength reduction compared with the sedimentary residual soil.
IOP Conference Series: Materials Science and Engineering, 2018
This paper presents the results of soil investigation on the residual soil at Gayungan Surabaya. The methodology of the research consists of Drilling + Standard Penetration Test (ASTM D1586-99), sampling and laboratory test for index properties & mechanical of soil, then analyzed for Soil Bearing Capacity (Meyerhoff, 1976). Field test analysis data showed that Bore Hole.01(BH.01) and Bore Hole.03 (BH.03) were dominated by Sand / Sandy clay layer with Standart Penetration Test (SPT) values: 6-68, whereas in BH.02 was dominated by Clayey sand layer with Standard Penetration Test (SPT) values: 32-68. Based on Soil classification according to Unified Soil Classification System (USCS), the soil type at the research area consisted of ML (Silt with Low plasticity), CL (Clay with low plasticity), MH (Silt with High plasticity), and SP (Sand with Poor gradation). Based on the borlog data and soil bearing capacity analysis of the research area is recommended: for The Deep foundation to reaches at least 16 meters depth with Qa = 1160.40-2032.80 kN / m2, and Shallow foundation reaches at least 1-2 meters deep with Qa = 718.25 kN / M2.
This paper describes the research developed to evaluate the performance of stabilised residual granitic soil from the north region of Portugal. It is part of a research project designed to investigate the possibility of using this soil for rammed earth construction. Since its reduced plasticity makes the use of lime less effective, and the increasing environmental concerns with cement production can no longer be ignored, the study was focused on binders made from alkaline activation of low calcium fly ash. Therefore, the aim of this work was to determine, through a parametric analysis using laboratory tests, the optimum fly ash -based alkaline activated binder for improving granitic soil, in terms of mechanical strength. Identification of the key parameters allowed the characterisation of the most effective mixtures, which will be later used in the construction of large rammed earth wall panels that will be tested according to proper specifications.