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This paper summarises work carried out under a project funded by the Office of the Deputy Prime Minister (ODPM). The primary objective of the project is to provide guidance to the industry to encourage a satisfactory level of adoption of EN 1992 during the period of coexistence with UK National codes. To achieve this objective two publications have been prepared. The first is a Companion Document describing the scope and coverage of EN 1992 Part 1 while the second is a more detailed Handbook for practitioners dealing with the provisions of the fire part of the Eurocode, EN 1992-1-2. Many of the issues related to the main part of the concrete code have been addressed in some detail in a previous paper published in The Structural Engineer1. Therefore, this paper will concentrate on the development of design guidance for the fire design of concrete structures. It is anticipated that both the Companion Document and the Fire Design Handbook will be published on the ODPM web site. Tom Lennon, BEng, BA Building Research Establishment Haig Gulvanessian, BSc Eng, MSc, CEng, FICE Building Research Establishment
The response of reinforced concrete to shear forces depends on the transfer of shear across cracks. If aggregates fracture when cracks are formed, shear resistance is likely to be reduced and the loss of strength is likely to be a function of crack width and thence, in some cases, member depth. The analysis of new test results reported here, and others available from the literature, shows that, with limestone aggregate, the shear strengths of members without shear reinforcement are often below characteristic resistances calculated according to EC 2 and other recent recommendations. A considerable proportion of the experimental strengths can be below design resistances. The deficits of resistance are greatest where high concrete strengths are combined with relatively large effective depths. The same phenomenon appears to occur with other aggregates, but to a lesser extent. Members with shear reinforcement are similarly likely to be affected but to an extent less than that in members without shear reinforcement P. E. Regan, BSc, DIC, PhD, CEng, FIStructE Consultant I. L. Kennedy-Reid, BSc, MEng, CEng, MICE, MIHT Atkins – Highways and Transportation A. D. Pullen, BSc(Eng), ACGI Dept. of Civil and Environmental Engineering, Imperial College London D. A. Smith, BEng, CEng, MICE Atkins – Highways and Transportation