W Van Impe

SOME MECHANICAL PROPERTIES OF RECONSTITUTED BOOM CLAY

SummaryThe mechanical behaviour of reconstituted normally consolidated Boom clay was examined in a series of laboratory triaxial stress path tests. The aim was to establish some basic characteristics of this soil. The compressibility of the reconstituted Boom clay was found to be moderate, corresponding to the soils of the same plasticity. The results indicated also that the destructured Boom clay exhibited a brittle behaviour. The undrained secant stiffness was found to vary with strain level and also to be dependent on the consolidation pressure.

Analyzing Settling of Fine-Grained Soil by Electrical Resistance Measurements

The industry and construction sector face an increasing problem of how to dispose of its voluminous residues. Much of these residues are constituted of large amounts of liquid phase and fine-grained solids in suspension, for example mine tailings and dredged materials. Therefore, there is a need to develop technologies that aim at reducing the volume of these residues for economical disposal or treatment. Depending on the type of solid and liquid phase, a number of additives are currently used to speed up the sedimentation and reduce the volume of these suspensions. In order to investigate the impact of different additives, a laboratory setup was designed to monitor the sedimentation process. This setup consists of a transparent plastic tube provided with electrodes. This paper focuses on the evaluation and performance of electrical resistance measurement as a means to monitor the sedimentation of a fine-grained soil. Experimental work was carried out on suspensions of kaolin clay in deionized water and electrolyte solutions. The results showed that electrical resistance measurements can provide valuable information related to densification and fabric of the soft sediment.

Discussion of an instrumented screwpile load test and connected pile-group load-settlement behaviour. - Authors' reply to the discussion by Fellenius, B.H.

Authors wish to thank the Discusser for his significant effort in analysing the case history and providing a very clear review of the paper. Authors agree with the analysis provided in the review but wish to clarify some points. Authors agree that a pile capacity of 3000 kN would have allowed for a significant reduction of the number of piles in the system. However, the mentioned pile capacity of 3000 kN is linked to the CPT result at the location of the test pile. The actual foundation design was based on a number of CPT results per tank foundation. According to the Belgian NAD of the Eurocode 7, pile capacity is calculated for all available (relevant) CPT results. Within this group of results, the determining value is the lower of the average value and the minimum value, each corrected with their own specific correlation factor. In this specific case, pile capacity was determined by the minimum value (linked to the most critical CPT), which lead to the service load of 780 kN. The mentioned drag force of 180 kN was also based on the relevant CPT result. Settlement calculations were done based on the stiffness parameters as mentioned in table 1 of the paper. The unconstrained modulus of the underlying OC clay was taken as 17 MPa + 1.87 MPa/m (starting at 24 m depth). The resulting deformations are slightly lower than those obtained by the Discusser, leading to a settlement difference between the tank center and perimeter of about 30 to 40 mm. As inspection of the tanks after the hydrotest has indicated that no significant local bulging is to be expected in the bottom plate, authors believe that the edge-to-center distortion for the tanks is well within allowable limits. Authors indeed have planned to perform long-term monitoring, consisting of settlement measurements along the edge of the tanks. Additionally, deep CPTu’s with dissipation tests will be performed in order to better determine the relevant stiffnessand consolidation parameters of the underlying clay layer, which will allow a re-assessment of the long term deformations.

Discussion of an instrumented screw pile load test and connected pile group load settlement behavior

The aim of the paper is to discuss a fully instrumented screw pile load test up to failure, in difficult heterogeneous soil conditions along the shaft. The pre-stressing of the pile during its installation process has been brought to attention as an important item to assisting in explaining the differences in pile capacity and load settlement curve on the one hand, and the data as registered from the pile shaft instrumentation. In the second part of the paper, starting info on the registered load settlement data of the foundation slabs of each of the three, closely positioned, oil tanks of 48m diameter and 19m of height are shared and briefly analyzed.

Design of underwater embankment of soft soil

The present chapter illustrates the design of the underwater sand embankment on soft soil (dredged material). The water depth to the sediments level is about 20m. As detailed in the previous chapter, the soil profile at the site consists of an upper soft layer overlying sand and a deep tertiary clay layer. Several alternatives have been evaluated. More details one these alternatives can be found elsewhere (Verástegui, 2001). Figure 7.1 illustrates a scheme of each of the options already studied: