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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) 888 Steel piles The design philosophy considers two principal limit states: • Ultimate limit state. Collapse of all or part of the structure • Serviceability limit state. A state, short of collapse, at which deformation, appearance or condition of the structure becomes unacceptable. • Accidental limit state. Unintended loading is applied to the wall i.e. surcharge overload, burst water main etc. To satisfy ultimate limit state requirements, it must be shown that there is an adequate margin of safety against collapse of any significant element of the soil– structure system, for the worst combination of loading and material properties that can occur. For a satisfactory design, the occurrence of each limit state must have an acceptably low probability. A selection of potential failure modes is shown in Fig. 29.12. Geotechnical design has traditionally followed an essentially working stress philosophy that, in very many cases, is governed by limits on soil movement (wall deflections) rather than on strength. Design of retaining walls according to limit state philosophy has to recognize that the geotechnical design may be governed by SLS considerations (deflections) at the same time as the structural design of the walls and props is governed by ULS considerations (for strength). This is a new concept that will require time and experience to come to terms with. 29.2.4.3 Simplistic representation of soil pressures Active soil pressure and passive soil resistance at a given depth are both functions of the effective vertical pressure at that depth and of the strength of the stratum being considered. For long-term design, drained effective stress analysis is used, the effective horizontal active and passive earth pressure equations being given in generalized form by: sa¢ = ka( g z- u+ q)- c¢ kac sp¢ = kp( g z- u+ q)+ c¢ kpc where sa¢ is the effective active pressure acting at a depth in the soil sp¢ is the effective passive pressure acting at a depth in the soil g is the bulk density (saturated density if below water level) z is the depth below ground surface u is the pore water pressure q is any uniform surcharge at ground surface c¢ is the effective shear strength of the soil. ka, kp, kac, and kpc are earth pressure coefficients.
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) Fig. 29.12 Potential ultimate limit states See Fig. 29.13 for diagrammatic representation of earth pressures. The generalized form of kac, kpc and d can be obtained from BS 8002 8 or CIRIA 104. 27 The total horizontal active and passive earth pressures acting against the wall are given by: sa = s¢a + u and sp = s¢p + u where u is the pore water pressure. Sheet piles 889
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