SICEAS-45 development of cone bearing factor for Malaysian clay

Abstract

This study presented the result of Cone Penetration Test (CPT) and empirical correlations between cone resistances (q c) with the undrained shear strength (S u) from the laboratory test. Unconsolidated-undrained (UU) triaxial and cone penetration test results were used to develop correlations between undrained shear strength and cone resistance for clay soil in the study area located on alluvial clay desposits in Banting, Selangor, Malaysia. An empirical correlation of Su with effective overburden pressure is developed and the cone bearing factor (N k) of 17 ± 8 is recomended using S u = ௤ ೎ ିఙ ே ೖ and N k of 28 ± 8 using S u ൌ ௤ ೎ ே ೎. The result shows that the N k valued is in the agreement with the published correlation. It is concluded that the correlation factors obtained in this study yet to be established for Malaysian clay due to inedequate data base. It is expected to improve once all the data base required within the Malaysia State can be collected incorporating with the current state of knowledge and practice regarding behavior of Malaysian Clay. 1. Introduction The cone penetration test (CPT) has been used for many years as a standard investigation tool, mainly to determine quickly the soil profile (through the friction ratio) as well as for the estimation of the undrained shear strength, S u , in the case of cohesive soils. Cone resistance (q c) usually varies directly with the undrained shear strength of clay (S u). Soil strength parameters use for design of foundation in Malaysia are mainly extract from Standard Penetration Test (SPT) result which sometimes might lead to an erroneous conclusion. This is due to the linearly interpolation between each SPT depth value at a minimum 1.5 m depth.