Download Cyclic Behaviour of Soils and Liquefaction Phenomena: by Th. Triantafyllidis PDF

By Th. Triantafyllidis

This conference introduced jointly specialists in cyclic soil behaviour with the intention to speak about very important effects and new rules within the box, and to share services in layout of assorted difficulties concerning cyclic or dynamic behaviour of soils.

This book covers numerous topics:

* Theory and research, together with constitutive relatives of soil below cyclic loading, post-seismic balance research of soil/structure, dynamic balance of constructions, liquefaction research of marine constructions because of cyclic loading, and more

* Cyclic and dynamic laboratory and version checking out, centrifuge checking out and in-situ trying out.

* Numerical research, together with desktop equipment

* layout of industrial functions and marine buildings, deploy equipment of piles, vibrocompaction, densification of ballast in railway constructions, case reviews of earthquakes and post-liquefaction observations.

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Additional resources for Cyclic Behaviour of Soils and Liquefaction Phenomena: Proceedings of the International Conference, Bochum, Germany, 31 March - 2 April 2004

Example text

Thus, it has been widely used in the laboratory, for example, to ensure the state of full saturation when testing sand samples to evaluate resistance to liquefaction. On the other hand, there have been some studies in the laboratory indicating an increase in liquefaction resistance, if the degree of saturation is reduced to some extent in nearly saturated conditions. According to the recent studies by Chaney (1978), Yoshimi et al. (1989) and Grozic et al. (1999, 2000) among others, the resistance to liquefaction was shown to increase roughly two times as much as that of fully saturated samples when the B-value drops to a level of about zero with a saturation ratio Sr of about 90%.

It is convenient from a viewpoint of obtaining a unique response to loading of a softening material. Strain control means that only strain components are prescribed in the incremental analysis and stress components are derived as a response. In case of the softening material a unique response for pure stress control would not be possible. In undrained conditions division of total stresses into effective stresses and pore water pressure according to Terzaghi’s rule is in force: 320 kPa in case of undrained test no 10-1, 309 kPa in case of undrained test no 10-4, 317 kPa in case of drained test no 9-3.

The loose state of specimens could be obtained with a small fall of height where the relative density of about 20% was achieved. The results of the tests in this case are displayed in Figure 19. 2 exhibited higher deviator stress at small levels of shear strain up to about 5% but lower deviator stress with increasing shear strain. This fact is indicative of the fact that the sample tends to behave more like under drained condition when the B-value decreases. Another set of test results on specimens of Dr ≈ 70% prepared by the method of air pluviation is demonstrated in Figure 20 where the tendency similar to the case of Dr = 20% is also noted.

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