The following readings (Table 1) were taken for an increment of vertical stress of 50 kPa in an oedometer test on a saturated clay sample with 76.1 mm diameter and 19 mm thick. Drainage was permitted from the top and bottom boundaries. Table 1 Time ΔΗ (mins) (mm) 0.05 0.25 0.1 0.5 0.17 0.75 0.25 0.5 1.5 0.75 2 2.5 3.75 4 5.5 7.75 9. 16 25 36 9.75 10.25 10.5 49 64 10.75 81 10.9 1) Determine the coefficient of consolidation (C) using Taylor's square root of time method. 2) Determine the coefficient of consolidation (Cv) using Cassagrande's logarithm of time method.

The following readings (Table 1) were taken for an increment of vertical stress of 50 kPa in an oedometer test on a saturated clay sample with 76.1 mm diameter and 19 mm thick. Drainage was permitted from the top and bottom boundaries. Table 1 Time ΔΗ (mins) (mm) 0.05 0.25 0.1 0.5 0.17 0.75 0.25 0.5 1.5 0.75 2 2.5 3.75 4 5.5 7.75 9. 16 25 36 9.75 10.25 10.5 49 64 10.75 81 10.9 1) Determine the coefficient of consolidation (C) using Taylor's square root of time method. 2) Determine the coefficient of consolidation (Cv) using Cassagrande's logarithm of time method.

Principles of Foundation Engineering (MindTap Course List)

8th Edition

ISBN:9781305081550

Author:Braja M. Das

Publisher:Braja M. Das

Chapter6: Vertical Stress Increase In Soil

Section: Chapter Questions

Problem 6.13P: Redo Problem 6.12 using Figure 6.15. 6.12 Refer to Problem 6.1. Using Eqs. (6.3) and (6.29),...

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