Shear Strength sivakugan

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Shear Strength sivakugan

  1. 1. Shear Strength of Soils N. Sivakugan Duration: 17 min: 04 sec
  2. 2. Shear failure <ul><li>Soils generally fail in shear </li></ul>strip footing embankment At failure, shear stress along the failure surface reaches the shear strength. failure surface mobilised shear resistance
  3. 3. Shear failure The soil grains slide over each other along the failure surface. No crushing of individual grains. failure surface
  4. 4. Shear failure At failure, shear stress along the failure surface (  ) reaches the shear strength (  f ).   
  5. 5. Mohr-Coulomb Failure Criterion   c  failure envelope cohesion friction angle  f is the maximum shear stress the soil can take without failure, under normal stress of  .  f 
  6. 6. Mohr-Coulomb Failure Criterion Shear strength consists of two components: cohesive and frictional .  f  f    c  f tan  c cohesive component frictional component
  7. 7. c and  are measures of shear strength. Higher the values, higher the shear strength.
  8. 8. Mohr Circles & Failure Envelope X Y Soil elements at different locations X Y ~ failure ~ stable   X Y
  9. 9. Mohr Circles & Failure Envelope Y Initially, Mohr circle is a point  c  c +  The soil element does not fail if the Mohr circle is contained within the envelope GL  c  c  
  10. 10. Mohr Circles & Failure Envelope Y  c GL As loading progresses, Mohr circle becomes larger… .. and finally failure occurs when Mohr circle touches the envelope  c  c 
  11. 11. Orientation of Failure Plane Y  c GL  c +  90+   Failure plane oriented at 45 +  /2 to horizontal  c  c  45 +  /2 45 +  /2 Y
  12. 12. Mohr circles in terms of  &  ’ = +  v  h  v ’  h ’ X X X  v  h  v ’  h ’ u u total stresses effective stresses u
  13. 13. Envelopes in terms of  &  ’ Identical specimens initially subjected to different isotropic stresses (  c ) and then loaded axially to failure  f Initially… Failure u f At failure,  3 =  c ;  1 =  c +  f  3 ’ =  3 – u f ;  1 ’ =  1 - u f c,  c’,  ’ in terms of  in terms of  ’  c  c  c  c
  14. 14. Triaxial Test Apparatus piston (to apply deviatoric stress) pedestal perspex cell cell pressure back pressure pore pressure or volume change porous stone impervious membrane O-ring water soil sample at failure failure plane
  15. 15. Types of Triaxial Tests Under all-around cell pressure  c Shearing (loading) Is the drainage valve open? Is the drainage valve open? deviatoric stress (  ) yes no yes no C onsolidated sample U nconsolidated sample D rained loading U ndrained loading
  16. 16. Types of Triaxial Tests Depending on whether drainage is allowed or not during <ul><li>initial isotropic cell pressure application, and </li></ul><ul><li>shearing , </li></ul>there are three special types of triaxial tests that have practical significances. They are: Consolidated Drained (CD) test Consolidated Undrained (CU) test Unconsolidated Undrained (UU) test
  17. 17. Granular soils have no cohesion. c = 0 & c ’ = 0 For normally consolidated clays, c ’ = 0 & c = 0. For unconsolidated undrained test, in terms of total stresses,  u = 0
  18. 18. CD , CU and UU Triaxial Tests <ul><li>no excess pore pressure throughout the test </li></ul><ul><li>very slow shearing to avoid build-up of pore pressure </li></ul>Consolidated Drained (CD) Test <ul><li>gives c’ and  ’ </li></ul>Can be days!  not desirable Use c’ and  ’ for analysing fully drained situations (e.g., long term stability, very slow loading)
  19. 19. CD , CU and UU Triaxial Tests <ul><li>pore pressure develops during shear </li></ul><ul><li>faster than CD (  preferred way to find c’ and  ’) </li></ul>Consolidated Undrained (CU) Test <ul><li>gives c’ and  ’ </li></ul>Measure   ’
  20. 20. CD , CU and UU Triaxial Tests <ul><li>pore pressure develops during shear </li></ul><ul><li>very quick test </li></ul>Unconsolidated Undrained (UU) Test <ul><li>analyse in terms of   gives c u and  u </li></ul>Not measured  ’ unknown = 0 ; i.e., failure envelope is horizontal Use c u and  u for analysing undrained situations (e.g., short term stability, quick loading)
  21. 21.  1 -  3 Relation at Failure X soil element at failure  3  1 X  3  1
  22. 22. Stress Point  h  v stress point t s   (  v -  h )/2 (  v +  h )/2 stress point X  v  h
  23. 23. Stress Path Stress path is the locus of stress points Stress path Stress path is a convenient way to keep track of the progress in loading with respect to failure envelope. During loading… t s  
  24. 24. Failure Envelopes c cos  tan -1 (sin  ) failure During loading (shearing)…. stress path   t s c 
  25. 25. Pore Pressure Parameters A simple way to estimate the pore pressure change in undrained loading, in terms of total stress changes ~ after Skempton (1954) Skempton’s pore pressure parameters A and B Y  1  3  u = ?
  26. 26. Pore Pressure Parameters For saturated soils, B  1. A-parameter at failure (A f ) For normally consolidated clays A f  1. B-parameter B = f (saturation,..) A f = f(OCR) For heavily overconsolidated clays A f is negative.

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