Conventional soil stability analysis assumes that (1) shear strength is a well defined property, (2) the soil has ideal elastoplastic properties, (3) the soil in the rupture zone can be deformed without limit and without loss of shear resistance, (4) deformations within the potential sliding body are small compared with those in the failure zone, i.e. the sliding body is infinitely stiff. However, many soils are brittle and few have unlimited plasticity. There have been many cases where the ground cracked during piling. The author regards these as unfinished landslides. Stress relationship assumed in conventional analysis is incompatible with 3 and 4, and may thus invalidate analysis based on concept of plastic failure. Maximum shear resistance is unlikely to be mobilised simultaneously over the whole potential rupture zone, and progressive collapse may ensue if geological conditions are adverse. Safety factors derived by conventional analysis are generally invalid for large translational slab slides. Reduction in effective pressure due to rise in pore water pressure causes deterioration in shear resistance, rise in strain rate, further rise in pore water pressure and reduction in likelihood of reconsolidation. Drained analysis should replace undrained, and relate to most the unfavourable part of the soil mass and not to an assumed large sliding body. /TRRL/

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  • Corporate Authors:

    Svenska Vag-Och Vattenbyggaren Riksforband

    Regeringsgaten 98
    S-11139 Stockholm,   Sweden 
  • Authors:
    • Bernander, S
  • Publication Date: 1978

Media Info

  • Features: Figures; References;
  • Pagination: p. 49-54
  • Serial:
    • Vag-Och Vattenbyggaren
    • Volume: 24
    • Issue Number: 8-9
    • Publisher: Svenska Vag-Och Vattenbyggaren Riksforband
    • ISSN: 0042-2177

Subject/Index Terms

Filing Info

  • Accession Number: 00193918
  • Record Type: Publication
  • Source Agency: Swedish National Road and Transport Research Institute (VTI)
  • Files: ITRD, TRIS
  • Created Date: Jun 13 1979 12:00AM