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# Lec4_Piled Raft

## E s kgf/cm 2 (Modulus of

E s kgf/cm 2 (Modulus of compressibility) 20-Oct-15 Soil Modulus (Es) Vs SPT N After Schultze and Muhs: ‣ This curve gives relation only upto a N value of 50. 800 700 N Vs E s FOR SAND (After Shultze, 1966) ‣ For N > 50, we used the following procedure: ‣ Linear extrapolation of slope between N =40 and 50 ‣ Es = (Es for N = 50) + [(N – 50)*87.5] in t/m 2 ‣ I have been using this graph for last 40 0 years ‣ For N = 40, E s = 730 kgf / cm 2 600 500 400 300 200 100 0 10 20 30 40 50 N - Value for 30 cm Standared penetration Prof. V.S.Raju Consultants 19 Soil Modulus (Es or Ev) Vs SPT N As per IS – 8009, 1976 (Reaffirmed1998): ‣ This curve gives relation only up to a N value of 60. ‣ For N = 40 and P 0 = 0, Ev is 800 kgf/cm 2 ‣ For N = 40 and P 0 = 1.5 kgf/cm 2 , Ev is 400 kgf/cm 2 (For ~ 10 m of soil) (Remarks: The reduction in Ev value with overburden pressure is difficult to explain.) Prof. V.S.Raju Consultants 20 V.S.Raju Consultants 10

20-Oct-15 Predicting the settlements on cohesionless soils As per IS – 8009, Part 1, 1976 (Reaffirmed1998): (a). Method based on standard penetration test (SPT): ‣ The observed SPT N values are first corrected for overburden and dilatancy. ‣ The average of the corrected SPT N values between the level of the base of the foundation and a depth equal to1.5 to 2 times the width of foundation below the base is calculated. ‣ Settlement of a footing of width B under unit intensity of pressure can be read from Fig. 9. Prof. V.S.Raju Consultants 21 ‣ One can read settlements per unit pressure as a function of width of footing and N values. ‣ Curves become asymptotic after a width of 3 to 4 m. ‣ This cannot certainly be applied for bigger rafts. Prof. V.S.Raju Consultants 22 V.S.Raju Consultants 11

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