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SCI P101: Curtain wall connections to steel frames

The correct design of connections between cladding panels and steel frames is of critical importance to the performance of the cladding and to the building programme. Since cladding is a critical path operation, cladding connections have to be developed such that they not only have sound structural and physical properties, but also permit efficient and rapid erection. A characteristic of many of the most successful cladding systems is that much preparatory work (lining and levelling etc.) is done in advance of the erection operation, and therefore off the critical path. Section 1 of this publication details the advantages of such practice and Section 2 appraises six generic cladding systems in relation to the optimised practices set out in Section 1.

SCI P080: Fire resistant design of steel structures - A handbook to BS 5950: Part 8

This publication covers the means of achieving the required fire resistance of steel structures used in building. It follows BS 5950: Part 8 ‘Code of Practice for Fire Resistant Design’ (1990), and describes the background to the Code Clauses. The publication is presented as a Handbook and is intended to be read as a narrative. Cross-references to the Code Clauses are included adjacent to the text.
The main Sections in the Handbook deal with the performance of steel at elevated temperatures, and the means of determining threis e in temperature of steel sectionsi n the standard fire. The evaluatiofn fire resistancei s treated in two ways: by performance based on tests, or alternatively, by calculation methods. The basis of the test approach is presented in terms of ‘limiting temperatures’ that have been determined for beams supporting floors and columns, as functions of the loads applied to them in fire conditions. The calculation approach used for flexural members, such as beams or floors, is called the ‘moment capacity’ method. The method of determining the required thicknesosf fire protection is new to the UK and is largely based on that put forward in the ‘European Recommendations for Fire Safety of Steel Structures’. It permits the calculation of thickness of protection as a functioonf the thermal properties at elevated temperatures of the materials used.
The other parts of the Handbook deal with particular structural forms, such as: shelf angle floors, composite floors, portal frames, and concrete-filled hollow sections. The concept of ‘natural fires’is also reviewed, although this is not strictly included in BS 5950: Part 8. Finally, a number of worked examples is provided.

Pile Capacity.xls

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SCI P304 Guide to the major amendments in BS 5950-1:2000

BS 5950 Structural use of steelwork in building, Part 1: Code of practice for design - Rolled and welded sections has undergone major amendment. Almost every Clause of this widely used Standard has changed in some way; some of the changes are technical in nature, others are editorial and do not alter the recommendations for building design. The revised Standard, referred to as BS 5950-1:2000, became effective on 15 August 2001.
The aim of this publication is to ease the transition to BS 5950-1:2000 by guiding designers through the major technical amendments to the Standard. A short description of each important change is provided, and simple worked examples illustrate the revised design procedures.
The major amendments to BS 5950-1 include revised rules for checking the stability of frames, changes to the method for selecting an appropriate steel sub-grade and the introduction of the effective-area method for class 4 slender sections. On the subject of member design, the greatest change relates to lateral-torsional buckling, where the n-factor method has been removed. Changes have also been made to the Clauses on shear buckling, stiffener design, tension members, compression members, combined axial load and bending, and the design of column bases. Elsewhere, important changes have been made to the rules relating to the in-plane stability of portal frames, prying forces and the transverse strength of fillet welds.