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

By Th. Triantafyllidis

This conference introduced jointly specialists in cyclic soil behaviour in an effort to talk about very important effects and new principles within the box, and to share services in layout of assorted difficulties regarding cyclic or dynamic behaviour of soils.

This book covers numerous topics:

* Theory and research, together with constitutive kinfolk of soil below cyclic loading, post-seismic balance research of soil/structure, dynamic balance of constructions, liquefaction research of marine buildings as a result of cyclic loading, and more

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

* Numerical research, together with laptop tools

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

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

Sample text

5 (32) i = 0, 1, 2, . . 0 Figure 6. 0): excess pore water pressure. 5 Figure 5. 0): stress– strain curve. ε∗1 ε2 D12 D22 experiment prediction axial strain ε1, % where D is the elastic matrix, λ is the plastic multiplier. The model apparently underestimates volumetric changes of a soil. Applied anisotropic hardening rule allows for smooth transition between preconsolidation and normal consolidation phases. The model is capable of predicting closed hysteretic loops although assumed elastic law originating from early critical state models must be improved to simulate hysteretic behaviour in a more realistic way.

42 Copyright © 2004 Taylor & Francis Group plc, London, UK Radial projection rule. 1 (17) σ¯ = β (σ − σ S ) + σ S (18) 1 a + sgn(np ) np 2 1 w Equipment description – Internal ε1 on the lateral surface of the specimen using two couples of high resolution submergible proximity transducers. The transducers were mounted at two positions, opposite to each other, around the specimen diameter (Fig. 4). 01% respectively. – External ε1 using the external displacement gauge fixed on the loading piston. (19) where a and w are model constants, np represents unit normal component in the p direction of the pq plane.

Many attempts have been undertaken to create theoretical model for predicting reaction to loading of overconsolidated soil. For several years such effort is also being undertaken in Geotechnical Department of Silesian University of Technology (Gryczymanski et al. 1998, 1999, Jastrzebska 2000, 2002, Sternik 2003). The constitutive model NAHOS presented in the paper concerns behaviour of cohesive soils. It descends from critical state soil mechanics and incorporates the concept of bounding surface, which separates states of normal consolidation from preconsolidation.

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