Geotechnical Engineering

CHAPTER 2

2.3. 86.96% 2.5. 1.41; 83.61% 2.6. 1.19; 2.97 2.7. 0.53; 20%; 20.38 kN/m^3 2.8. 70.04%; 2.22; 85.3% 2.9.
The inconsistent value should be either e or γ since the determination of these values involves finding
the volume of the soil sample, which may not be accurate. This, either e = 7.83 or γ = 11.08 kN/m^3. 2.10.
81.83%; 0.63; 16.24 kN/m^3 ; 10.23 kN/m^3 ; 20.04 kN/m^3 2.11. 19.72 kN/m^3 ; 14.50 kN/m^3 ; 0.76 2.12. 64.44%;
2.24; 77.67%

CHAPER 3

3.10. 2.70 3.11. 2.54; 2.66; 4.5% 3.12. 13.72% 13.13. 57.2% 3.14. 67.55% 3.15. 19.47 kN/m^3 ; 17.70 kN/m^3
3.16. 17.1 kN/m^3 ; 35.3%; 14.3%, 2.43 kN/m^3 3.17. 8.25 s 3.18. 0.00671 mm; 40% 3.19. 1.0315 3.20.
0.00586 mm; 31.63% 3.21. 42; 23.33% 3.22. 0.60; 0.41 3.23. 51%; 2.81; 20% 3.24. 12.3%; 2.48; 0.79; 17.84
kN/m^3 ; 13.53 kN/m^3 ; 0.305; 18.64 kN/m^3 3.25. 2.70; 1.56; 56% 3.26. 82 cm^3 3.27. 16.86%; 1.86; 22.3%.
3.28. 16%; 2.78 3.29. 1.00; normal. 3.30. 10; extra-sensitive; flocculent.

CHAPTER 4

4.1. CL; CI; CI–CH: MH or OH; CH–MH 4.2. SW–SM 4.3. 0.002 mm; 20. (well-graded)

CHAPTER 5

5.3. At 2 m – σ′ = 33.24 kN/m^2 ; u = 0; σ = 33.24 kN/m^2 ; At 6 m – σ′ = 71.28 kN/m^2 ; u = 39.24 kN/m^2 ;

σ = 110.52 kN/m^2 5.9. 0.324 mm/s 5.13. 2.15 × 10–2 mm/s 5.14. 2.5 mm; No-3m 29 s. 5.16. 5.9

× 10–2 mm/s, the soil be fine sand. 5.17. 0.48 mm/s 5.18. 0.11 mm/s; 11 m 21 s 5.19. 42 m 12 s 5.20. kh =

1.6 × 10–1 mm/s ; kv = 625 × 10–2 mm/s. 5.21. 21.7 × 10–2 mm/s (From k ∝ e

e

3

1 +

) or 17.64 × 10–2 mm/s

(From k ∝ e^2 ). 5.23. 4.5 × 10–1 mm/s. 5.24. 9.3 mm/s. 5.26. 14.71 kN/m^2. 5.27. 3m (nearly) 5.28. 3.35 m
(nearly) 5.29. 80 mm 5.30. At 3 m – 29.43 kN/m^2 ; At 10 m – 29.43 kN/m^2

CHAPTER 6

6.10. Quick sand condition does not develop since the hydraulic gradient is less than the critical value.
6.11. 0.255 6.12. 6.21; 0.33; 0.99 6.13. 6 m; 2 m 6.14. 709.5 N/m^2 ; 354.75 N/m^2 6.15. 300 ml/s/metre
length 6.16. 45 l/s 6.17. 233.3 m^3 /day 6.18. 101 m^3 /day.

ANSWERS TO NUMERICAL PROBLEMS

877

DHARM

N-GEO\ANS.PM5 877