Abstract
In this chapter, the origin and remediation of an important sliding in the overconsolidated Boom Clay in Kruibeke (Belgium) is discussed. Local and environmental factors caused an unstable slope about 30 m deep, A larger sensitivity to erosion resulted finally in the instability of the slope. Because of the formation of fine cracks in the soil there was a possibility for the water to penetrate in the clay close to the surface, resulting in the presence of higher water pressures. Also, the presence of the excavator on top of the slope during exploitation had an important impact on the stress state of the soil. Both an analytical and numerical approach were used to estimate the factor of safety. Because of the change of the soil characteristics, the factor of safety decreases, which can be estimated through a numerical analysis (using the Strength Reduction Method). This chapter also discussed the applied techniques for the remediation using numerical analysis. Also, the importance of the field test is discussed. An integrated approach, using numerical analysis and field tests in combination, is capable of predicting the instability. This approach can also be used to evaluate the stability of the slope after remediation.
Highlights
A natural or an artificial slope in a clay deposit results in a change of the morphological properties and the stress state in the soil This evolution of the stress state can be measured by in situ tests considering the variations over time of the lateral stress at rest K0 [1].K0 is an important parameter in the design and monitoring in many geotechnical applications
One can conclude that at this depth, the soil modified from an overconsolidated soil to an unstable soil
The cone penetration tests (CPT) diagram shows a reduction of the cone resistance at a depth of about 3 to 4 m, but not that pronounced as in the results of the dilatometer tests (DMT), especially not at the top of the overconsolidated clay
Summary
A natural or an artificial slope in a clay deposit results in a change of the morphological properties and the stress state in the soil This evolution of the stress state can be measured by in situ tests considering the variations over time of the lateral stress at rest K0 [1].K0 is an important parameter in the design and monitoring in many geotechnical applications (retaining walls, building foundations, and definitely the stability of slopes). A natural or an artificial slope in a clay deposit results in a change of the morphological properties and the stress state in the soil This evolution of the stress state can be measured by in situ tests considering the variations over time of the lateral stress at rest K0 [1]. The analysis of the lateral stress, in case of slope stability, can be made based on the results of laboratory tests [6–8], one of the main problems is that K0, due to the natural variations of horizontal and vertical stresses, at each location depends on the actual stress conditions. The results of the analysis yielded the shear strength parameters They found that the strength at the time of failure was due to the fissured nature of the clay, the spreading of the discontinuities caused by stress relief after excavation, and subsequent desiccation of the exposed clay mass
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