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SIGNIFICANT SOIL PROPERTIES

SIGNIFICANT SOIL PROPERTIES. M. Zoghi, Ph.D., P.E. Geotechnical Design Fall 2007. OUTLINE. Overview Permeability & Seepage Compressibility & Settlement Shear Strength Examples. II. Permeability and Seepage. Bernoulli’s Theorem Darcy’s Law Coefficient of Permeability

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SIGNIFICANT SOIL PROPERTIES

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  1. SIGNIFICANT SOIL PROPERTIES M. Zoghi, Ph.D., P.E. Geotechnical Design Fall 2007

  2. OUTLINE Overview Permeability & Seepage Compressibility & Settlement Shear Strength Examples

  3. II. Permeability and Seepage • Bernoulli’s Theorem • Darcy’s Law • Coefficient of Permeability • Flow Net Construction • Seepage Quantity • Uplift Pressure

  4. Bernoulli’s Theorem Total Head, h = Pressure Head (u/w) + Elevation Head (Z) + 0 Hydraulic gradient, i = h / L Das, 2001

  5. Darcy’s Law V = k i Das, 2001

  6. Coefficient of Permeability • Units: • Ft/min., ft/day, cm/sec, etc. • Factors: • Grain-size dist., void ratio, fluid viscosity, etc. • Typical Values • Empirical Relationships: • Hazen’s Formula: K(cm/sec) = C (0.8 to 1.2) D10 Typical Values Soil Type k (cm/sec) Clean Gravel 100-1 Coarse Sand 1.0-0.01 Fine Sand 0.01-0.001 Silty Clay 0.001-0.00001 Clay0.000001 2 D10 = Effective Size

  7. Lab Tests K = Q L / (Aht) Constant Head Test Das, 2001

  8. Falling Head Test K = 2.303 (aL/At) log (h1/h2)

  9. Draw-Down Field Tests 2 2 K = [2.303 q log (r1/r2)] / [ (h1 – h2) Das, 2001

  10. Elements of Flow Net Theory General • A set of flow lines and equip. lines • A flow line – along which a water particle travels • An equip. line – joining pts with the same piezometric elevations (I.e., hydraulic head) Step-by-Step (Trial Sketching) • Draw the hydraulic structure to a convenient scale • Establish the boundary flow & equip. lines • No more than 3 – 5 flow channels • Examine the flow net for being both perpendicular & pseudosquare

  11. McCarthy, 2002

  12. McCarthy, 2002

  13. Example U = (Total Head – Elev. Head)w McCarthy, 2002

  14. Stress Distribution Within Soil Mass Circular Area Boussinesq Theory

  15. III. Compressibility & Settlement • Fundamental Concepts • One-Dimensional Consolidation Theory • Load-Deformation Characteristics • Consolidation Characteristics • Stress Distribution • Amount of Consolidation • Time-Rate of Consolidation Said Big Ben to Leaning Tower of Pisa: " If you have the inclination, I have the time ..."

  16. Soil Profile Spring Analogy Lamb & Whitman, 1969 Das, 2001

  17. Laboratory Test Das, 2001

  18. Components of Settlement S = Sc + Ss + Sd S = Total Settlement Sc = Primary Consolidation Settlement Ss = Secondary Consolidation Settlement Sd = Distortion (immediate) settlement Das, 2001

  19. Typical e-log p curve Virgin Curve Rebound Curve Unloading Curve Recompression Curve Das, 2001

  20. Casagrande’s Method of Finding Preconsolidation Stress Cc Cc = 0.009(LL – 10)

  21. Components of Consolidation Settlement Normally Consolidated Soils: Sc = [Cc/(1+e0)] H log [(’0 + )/ ’0] Overconsolidated Soils:(OCR = ’c /’0) Sc = [Cs /(1+e0)]H log [(’0 + )/ ’0]for (’0 + ) ’c Sc = [Cs /(1+e0)]H log (’c /’0) + [Cc/(1+e0)] H log [(’0 + )/ ’c] for (’0 + ) ’c Secondary Consolidation: Ss = [C/(1+ep)]H log (t1/t2) Cs = 1/5 to 1/10 of Cc

  22. Time-Rate of Consolidation Cv = Tv H2dr / t Das, 2001

  23. Das, 2001

  24. Settlement-Time Curves

  25. IV. Shear Strength Coduto, 1999

  26. Block Analogy • Attributed to three basic components: • Frictional resistance to sliding between solid particles • Cohesion and adhesion between soil particles • Interlocking and bridging of solid particles to resist deformation Coduto, 1999

  27. Mohr-Coulomb Failure Criterion  = c + ’ tan  Das, 2001

  28. 1= 3tan2 (45 + /2) + 2c tan (45 + /2) Das, 2001

  29. Coduto, 1999

  30. Direct Shear Test Das, 2001

  31. Triaxial Compression Test Das, 2001

  32. Unconfined Compression Test Das, 2001

  33. V. Examples

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