In the extreme case a stiff structure may force a

Info iconThis preview shows page 1. Sign up to view the full content.

View Full Document Right Arrow Icon
This is the end of the preview. Sign up to access the rest of the document.

Unformatted text preview: ed to evaluate the validity of the contact pressure distribution. 4.6 Heavy Vibratory Loads - Foundations loads should preferably be isolated. 7 subjected to heavy vibratory IS : 2950 ( Part I ) - 1981 4.7 Expansion Joints - In case the structure supported by the raft consists of several parts with varying heights and loads, it is advisable to provide expansion joints between these parts. Joints may also be provided wherever there is a change in the direction of the raft. 5. METHODS OF ANALYSIS 5.0 The essential task in the analysis of a raft foundation is the determination of the distribution of contact pressure underneath the raft which is a complex function of the rigidity of the superstructure, raft itself and the supporting soil, and cannot except in very simple cases, be determined with exactitude. This necessitates a number of simplifying assumptions to make the problem amenable to analysis. Once the distribution of contact pressure is determined, design bending moments and shears can be computed based on statics. The following methods of analysis are suggested which are distinguished by the assumptions involved. Choice of a particular method should be governed by the validity of the assumptions in the particular case. 5.1 Rigid Foundation ( Conventional Method ) - This is based on the assumptions of linear distribution of contact pressure. The basic assumptions of this method are: a) The foundation is rigid relative to the supporting soil and the compressible soil layer is relatively shallow. b) The contact pressure variation is assumed as planar, such that the centroid of the contact pressure coincides with the line of action of the resultant force of all loads acting on the foundation. 5.1.S This method may be used when either of the following conditions is satisfied: a) The structure behaves as rigid ( due to the combined action of the superstructure and the foundation ) with a relative stiffness factor K > 0.5 ( for evaluation of K, see Appendix C ). b) The column spacing is less than 1*75/X( see Appendix C ). 5.1.2 The raft is analysed as a whole in each of the two perpendicular directions. The contact pressure distribution is determined by the procedure outlined in Appendix D. Further analysis is also based on statics. 5.1.3 In cases of uniform conditions when the variations in adjacent column loads and column spacings do not exceed 20 percent of the higher value. the raft may be divided into perpendicular strips of widths equal to the distance between midspans and each strip may be analysed as an independent beam with known column loads and known contact pressures. 8 IS : 2950 ( Part I ) - 1981 Such beams will not normally satisfy statics due to shear transfer between adjacent strips and the design may be based on suitable moment coefficients, or on moment distribution. Nore - On soft soils, for example, normally consolidated clays, peat, muck, organic silts, etc. the assumptions involved in the conventional method are commonly justilied. 5.2 Flexible Foundation 53.1 Simplijed Method -...
View Full Document

Ask a homework question - tutors are online