A platform for research: civil engineering, architecture and urbanism
A platform for research: civil engineering, architecture and urbanism
Simple Shear Testing and Behavior of Norwegian Quick Clays — Revisited
The analysis of the 1959 landslide at Furre, Norway, had given an effective friction angle φ' of 7°, whereas large-scale in-situ shear box tests were interpreted to yield an angle of 9°. Triaxial tests had given values of φ' in the range 21–25°. It was concluded at the 1967 Oslo conference that the slide mechanism at work was that of retrogressive sliding, i.e. the slide went out piece by piece rather than moving out as a single flake. In the present paper it is postulated that the extremely low friction angles are not the real friction angles. The various failures, whether in the field or in the laboratory, whether drained or undrained and whether in the direction of initial shear or in the opposite direction, all occur when the real friction is fully mobilized along some plane in the failing clay. At this stage, if it is not physically possible for failure to take place along such a plane, i.e. if conventional sliding failure is hindered by boundary restraints, the clay will display a discontinuity appearing as a relatively sharp reduction of the gradient of the stress-strain curve.
Simple Shear Testing and Behavior of Norwegian Quick Clays — Revisited
The analysis of the 1959 landslide at Furre, Norway, had given an effective friction angle φ' of 7°, whereas large-scale in-situ shear box tests were interpreted to yield an angle of 9°. Triaxial tests had given values of φ' in the range 21–25°. It was concluded at the 1967 Oslo conference that the slide mechanism at work was that of retrogressive sliding, i.e. the slide went out piece by piece rather than moving out as a single flake. In the present paper it is postulated that the extremely low friction angles are not the real friction angles. The various failures, whether in the field or in the laboratory, whether drained or undrained and whether in the direction of initial shear or in the opposite direction, all occur when the real friction is fully mobilized along some plane in the failing clay. At this stage, if it is not physically possible for failure to take place along such a plane, i.e. if conventional sliding failure is hindered by boundary restraints, the clay will display a discontinuity appearing as a relatively sharp reduction of the gradient of the stress-strain curve.
Simple Shear Testing and Behavior of Norwegian Quick Clays — Revisited
Landva, Arvid (author)
Symposium Honoring Dr. John H. Schmertmann for His Contributions to Civil Engineering at Research to Practice in Geotechnical Engineering Congress 2008 ; 2008 ; New Orleans, Louisiana, United States
2008-03-07
Conference paper
Electronic Resource
English
Simple Shear Testing and Behavior of Norwegian Quick Clays-Revisited
| British Library Conference Proceedings | 2008
Landslides in Norwegian quick-clays
| Engineering Index Backfile | 1953
Shear bands in undrained plane strain compression of Norwegian quick clays
| British Library Online Contents | 2018
Considerations of sensitivity of Norwegian quick-clays
| Engineering Index Backfile | 1953
Direct simple-shear tests on norwegian quick clay
| Engineering Index Backfile | 1966