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This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) 894 Steel piles Fig. 29.16 Hinge method for multi-prop walls pressures Fig. 29.17 Earth pressure distribution for a multi-propped sheet pile wall modelled, the earth pressure profiles predicted using these methods compare favourably with actual earth pressures. Figure 29.17 shows a typical earth pressure profile for an multi-prop wall obtained from a soil–structure interaction analysis. Commercially-available soil–structure interaction analysis software products that are commonly in use by design practices are FREW 13 and WALLAP. 30 In addition finite element and finite difference analyses can be performed. Software products include SAFE, 32 CRISP 33 and FLAC. 34 29.2.4.9 Base stability There are several possible modes of instability that can occur in supported excavations. These include: • base heave • hydraulic failures
This material is copyright - all rights reserved. Reproduced under licence from The Steel Construction Institute on 12/2/2007 To buy a hardcopy version of this document call 01344 872775 or go to http://shop.steelbiz.org/ Steel Designers' Manual - 6th Edition (2003) Base heave One form of base heave can arise as a result of higher pore water pressure in underlying soil layers that is created by the excavation. The heave can occur in clay layers overlying a permeable sand or gravel that has a sufficiently high pore water pressure to force the clay up into the base of the excavation. A simple calculation comparing the weight of the thin clay layer with the pore water pressure beneath it will indicate the potential of failure in this manner. See Fig. 29.18. Another form of base heave arises if the soil at the base is not strong enough to support the overburden stress imposed by the soil adjacent to the excavation. In this case the base of the excavation will fail and the soil will be forced up. See Fig. 29.19. As this type of failure can occur during construction and before any base slab is installed, analysis is usually performed using the undrained shear strength, cu.The most commonly used method is the Bjerrum and Eide method. 35 Hydraulic instability in granular soils Where groundwater exists above the base of the excavation, and where the toe of the wall does not penetrate into an impermeable layer, flow will occur under the Water pressure Clay Sand Fig. 29.18 Base heave resulting from excessive water pressures Fig. 29.19 Base heave due to weight of adjacent soil Clay Sheet piles 895
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