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Figure 6: Variation of angle of shearing resistance with confining pressure for saturated specimens. that the wetting may decrease the values of the angle. The decrement of the average value of the angle induced by the wetting is increasing as a straight line with the increase of the dry density, but decreases with the increment of the confining pressure. The decrement of the average angle is about 0.4 to 2.7°.

Figure 6 Variation of angle of shearing resistance with confining pressure for saturated specimens. that the wetting may decrease the values of the angle. The decrement of the average value of the angle induced by the wetting is increasing as a straight line with the increase of the dry density, but decreases with the increment of the confining pressure. The decrement of the average angle is about 0.4 to 2.7°.

Related Figures (7)

Figure 1: Grain size distribution curve of tested material. equal layers. Before the triaxial test for unsaturatec specimen, the specimen is stored in a sealed containe: for at least 24 hours. But before the triaxial test fo saturated specimen, the specimen is saturated firstly ir saturated container. During the test, before the sample is sheared to failure with a rate of vertical loading a’ 0.01 mm/min, it is subjected to a confining pressure During the whole testing process, including applyinc confining pressure then axial pressure, the specimer drains freely.
Figure 1: Grain size distribution curve of tested material. equal layers. Before the triaxial test for unsaturatec specimen, the specimen is stored in a sealed containe: for at least 24 hours. But before the triaxial test fo saturated specimen, the specimen is saturated firstly ir saturated container. During the test, before the sample is sheared to failure with a rate of vertical loading a’ 0.01 mm/min, it is subjected to a confining pressure During the whole testing process, including applyinc confining pressure then axial pressure, the specimer drains freely.
Figure 2: Compaction device.
Figure 2: Compaction device.
Table 1: Testing Schemes 3.3. Effects of Wetting on Shearing Resistance pressure. This agrees with the works reported by [4, 8, 9]. In the triaxial tests, three specimens with the same dry density and water content are sheared to failure under the same confining pressure. It is also clear from the figure that the three angle values are different. For the purpose of analyzing conveniently, the average of the three angle values is used in the following investigation. Figure 4 shows the variation of the average angle with the dry density. It is clear from the plots that the average angle is increasing as a parabola with the increment of the dry density. The larger the dry density, the greater the interaction force among the particles in the specimen. The shearing resistance is therefore increasing with the increase of the dry density. unsaturated soil into saturated state, may affect the
Table 1: Testing Schemes 3.3. Effects of Wetting on Shearing Resistance pressure. This agrees with the works reported by [4, 8, 9]. In the triaxial tests, three specimens with the same dry density and water content are sheared to failure under the same confining pressure. It is also clear from the figure that the three angle values are different. For the purpose of analyzing conveniently, the average of the three angle values is used in the following investigation. Figure 4 shows the variation of the average angle with the dry density. It is clear from the plots that the average angle is increasing as a parabola with the increment of the dry density. The larger the dry density, the greater the interaction force among the particles in the specimen. The shearing resistance is therefore increasing with the increase of the dry density. unsaturated soil into saturated state, may affect the
Figure 3: Variation of angle of shearing resistance with confining pressure for unsaturated specimens. It is well known that the wetting, which makes the unsaturated soil into saturated state, may affect the shear strength of soils. Comparing the testing results from the Cases 9 to 12 in Table 1, which are for saturated sandstone-mudstone particle mixture, with those from Cases 1 to 4, which are for unsaturated mixture, the effects of the wetting on the shear strength of the tested material may be analyzed. The testing results from the Cases 1 to 4 have been shown in
Figure 3: Variation of angle of shearing resistance with confining pressure for unsaturated specimens. It is well known that the wetting, which makes the unsaturated soil into saturated state, may affect the shear strength of soils. Comparing the testing results from the Cases 9 to 12 in Table 1, which are for saturated sandstone-mudstone particle mixture, with those from Cases 1 to 4, which are for unsaturated mixture, the effects of the wetting on the shear strength of the tested material may be analyzed. The testing results from the Cases 1 to 4 have been shown in
Figure 4: Variation of average angle of shearing resistance with dry density for unsaturated specimens.
Figure 4: Variation of average angle of shearing resistance with dry density for unsaturated specimens.
Figure 5: Variation of angle of shearing resistance with water content for unsaturated specimens.
Figure 5: Variation of angle of shearing resistance with water content for unsaturated specimens.
Figure 7: Variation of average angle’s decrement induced by wetting with dry density. 4. SUMMARIES
Figure 7: Variation of average angle’s decrement induced by wetting with dry density. 4. SUMMARIES
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Architectural EngineeringDry Density
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