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Chapter 5 INTERPRETATION OF SOIL PROPERTIES A representative e-log(σ v ’) curve obtained from one-dimensional consolidation testing on a marine clay is presented in Fig. 5.12. The observed pre-consolidation stress is seen to separate the recompression phase ("elastic strains") from the virgin compression portion (primarily "plastic strains") of the response. A check on the reasonableness of the obtained compression indices may be afforded via empirical relationships with the plasticity characteristics of the clay. A long-standing expression for the compression index (C c ) in terms of the liquid limit (LL) is given by (Terzaghi, et al., 1996): C c = 0.009 (LL-10) (5.15) . In natural deposits, the measured C c may be greater than that given by (5.15) because of inherent fabric, structure, and sensitivity. For example, in the case in Fig. 5.12 with LL = 41, (5.15) gives a calculated C c = 0.33, vs. measured C c = 0.38 in the oedometer. Figure 5.12 Representative Consolidation Test Results in Overconsolidated Clay Statistical expressions for the virgin compression index (C c ) and the swelling index (C s ) from unloadreload cycles are given in Fig. 5.13 in relation to the plasticity index (PI). However, it should be noted that the PI is obtained on remoulded soil, while the consolidation indices are measurements on natural clays and silts. Thus, structured soils with moderate to high sensitivity and cementation will depart from these observed trends and signify that additional testing and care are warranted. 5-14 March 2009
Chapter 5 INTERPRETATION OF SOIL PROPERTIES Figure 5.13 Trends for Compression and Swelling Indices in Terms of Plasticity Index In clays and silts, the profile of preconsolidation stress can be evaluated via in-situ test data. a relationship between p ', plasticity index (PI) and the (raw) measured vane strength (s uv ) is given in Fig. 5.14. This permits immediatee assessment of the degree of over-consolidation of natural soil deposits. Figure 5.14 Ratio Of Measured Vane Strength To Preconsolidation Stress (Suv/P') Vs. Plasticity Index (Ip) (After Leroueil And Jamiolkowski. 1991) For the electric cone penetrometer, Fig. 5.15 shows a relationship for σ p ' in terms of net cone tip resistance (q T - σ vo ‘ ) for intact clay deposits. Fissured clays are seen to lie above this trend. For the piezocone, σ p ' can be evaluated from excess porewater pressures (u 1 - u o o), as seen in Fig. 5.16. March 2009 5-15
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GOVERNMENT OF MALAYSIA DEPARTMENT O
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DID MANUAL Volume 6 Foreword The fi
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DID MANUAL Volume 6 List of Volumes
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CHAPTER 1 GENERAL
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