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A large landslide in Tuve (Gothenburg, Sweden 1977) initiated the development of a model for slope stability analysis taking the deformation-softening of soft sensitive clays into consideration. The model studies triggering agents and five phases in progressive slope failure are identified: (1) in-situ, (2) disturbance, (3) unstable 'dynamic', (4) transitory (or permanent) equilibrium, and (5) 'global' failure. The clay resistance in these phases may differ widely; mostly due to different rates of loading.Two time dependent failure criteria are defined: (i) the triggering load condition in the disturbance Phase (2), and (ii) the transitory equilibrium in Phase (4), indicating whether minor downhill displacements or a veritable landslide catastrophe will occur. The analysis explains why downhill landslides tend to spread over vast areas of almost horizontal ground further down-slope. The model has been applied to landslides in Scandinavia and Canada.Three case studies are briefly discussed.The model is a finite difference approach, where local downhill deformations caused by normal forces is maintained compatible with deviatory shear deformations above the potential (or the established) failure surface. Software and an easy-to-use spreadsheet are introduced as well as recent developments. KeywordsLandslides in long natural slopes, Progressive failure in different phases, Triggering agents, Effects of time and rate of loading, Two main failure criteria, Invalidity of one singular static load condition, Massive spread over level ground, Finite difference method of analysis.

A. Gylland et al. ABSTRACT 25A detailed characterisation of the quick clay underlying the NTNU research site at Tiller, 26 Trondheim is presented. The objective of the work is to provide guidance on quick clay 27 parameters to engineers and researchers working with similar clays in Scandinavia and 28North America especially on landslide hazard assessment. The material is lightly 29 overconsolidated and is characterised by its high degree of structure and very high 30 sensitivity (quick clay). Clay and water contents are both about 40%. The plasticity index 31 is low (5%). This relates to the low active minerals of the clay and silt fractions (illite / 32 chlorite and quartz / feldspars respectively).

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Challenges in obtaining high quality samples of sensitive low-plasticity clay in an effective manner have been overcome by the development of the mini-block sampler. The starting point for the development of the new sampler was the Sherbrooke block sampler that was first introduced in Canada in 1979. Although the Sherbrooke block sampler can produce high quality samples, its use, particularly in industrial projects, has been limited due to the perceived high costs, practical difficulties, and the time required. This paper outlines details of the development and design of the mini-block sampler together with developed techniques for protection and transportation of the samples and preparation of specimens for laboratory testing. The sampler has been used successfully at five Norwegian clay sites. For two of the sites comparative Sherbrooke samples were available and it is shown that the quality of the mini-block samples is very high and is at least as good as that of the Sherbrooke samples. The work also demonstrates that rigging, preparation, and sampling with the mini-block sampler is fast, practical and is not labour intensive. Furthermore the resulting samples are easy to transport and handle, but still provide sufficient material for extensive laboratory testing.

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This is the accepted version of the paper.This version of the publication may differ from the final published version. Permanent repository link AbstractDuring conventional cone penetration testing in silt, the soil will normally be partially drained.If the penetration rate varies, time for drainage is altered and therefore the measured cone resistance and pore pressure will change. This paper studies the change in soil microstructure around the probe during cone penetration carried out at different penetration rates to investigate the failure mechanism and the processes controlling drainage in silt. Backscattered electron images of polished thin sections prepared from frozen samples at the end of penetration were used. Making use of advanced image processing techniques, the statistical distribution of particle orientations and the local porosity were investigated for the zones around the cone tip and the shaft. The spatial distribution of the measured microscale parameters in the region near the probe indicates that the soil deformation during CPTU in silt leads to the formation of both contractive and dilative zones. The macro response of the material, presented by the pore pressure and the cone penetration resistance measured during the test, results from the competition between these zones during penetration, which is shown to be dependent on the penetration rate.