NCCI: Design of out of plane and transverse restraint systems for portal frames

Transcription

1 S046a-E-EU CCI: Design of out of plane and transverse restraint systems for portal frames This CCI gives guidance on the design of out of plane and transverse restraint systems for portal frames, including bracings. Contents 1. General 2 2. Vertical bracing 3 3. Roof bracing 4 4. References 5 Page 1

2 S046a-E-EU 1. General Bracing is required to resist lateral loads, principally wind loads, and the destabilising effects of the imperfections defined in 5.3 of E This bracing must be correctly positioned and have adequate strength and stiffness to justify the assumptions made in the analysis and member checks. It is essential to provide bracing that is both sufficiently strong and sufficiently stiff at all the points that are assumed to be restrained in the design calculations. This is especially true where the inner flange of the portal frame is in compression. Consequently, this document can only give general guidance, not detailed advice. The design criteria given in E are summarised within this document. E allows the imperfections to be described either as geometrical imperfections or as equivalent horizontal forces. The equivalent horizontal forces, which cause the forces in the bracing, do not increase the total load on the whole structure, because they form a self equilibrating loadcase. Key: a) moment resisting connection b) vertical cross bracing c) horizontal bracing Figure 1.1 Bracings Page 2

3 S046a-E-EU 2. Vertical bracing 2.1 General It is essential that the columns of structures are stabilised. In the plane of a portal frame, this stability is provided by the frame action and the moment resisting rafter/column connection (see Figure 1.1). Restraint perpendicular to the plane of the portal frame must be provided by additional elements to hold the columns upright and resist loads, such as wind loading, occurring perpendicular to the portal frame. Columns are assumed to be built slightly out of vertical, and the simplest method to account for this effect is by means of the equivalent horizontal forces shown in Figure 2.1. These forces can occur in any direction, but are considered to act in one direction at a time. initial sway imperfections!" Figure 2.1!!" Replacement of initial imperfections by equivalent horizontal forces The bracing is designed to resist wind loads plus equivalent horizontal forces. The equivalent forces are calculated from the imperfections for global analysis of frames given by (3) of E , and amount to approximately 0,5% vertical forces causing axial compression. If the columns carry a net tensile force, as in an uplift load case due to wind, this loading does not destabilise the structure, so may be neglected in calculating the equivalent forces. First-order elastic analysis results need not be modified to allow for second-order effects where V / V cr! 0,1 ( non-sway to of E ). This is most likely in practice. In this case, V is the sum of the vertical loads on all the columns that rely on the bracing system for stability and V cr is the critical load for the whole group of columns restrained by the bracing portal. Simple methods to take second-order effects in portal frames into account are presented in S033. Page 3

4 S046a-E-EU 2.2 Portal bracing The term portal bracing is commonly used to describe a system of bracing comprising portals instead of cross bracing to provide the restraint normal to the main frames. An example of portal bracing is shown in Figure 2.2. It is frequently used to provide lateral stability to the top of the internal columns, because the use of cross bracing (see Figure 1.1) would result in an unacceptable restriction to freedom of use. It is also used at exterior walls, where cross bracing might obstruct windows, doors, etc. The bracing portals are designed to resist the total equivalent horizontal forces from all the columns that rely on those portals for stability, plus the relevant wind load. a) b) a) bracing portals b) main portal frames Figure 2.2 Portal bracing A more efficient solution is to arrange some columns such that the strong axis is in the longitudinal direction and forces can be taken by the bending resistance. 3. Roof bracing Bracing must be provided in the planes of the roof to give strength and stiffness to the restraint points assumed in the member buckling checks. In addition, the bracing must resist any forces applied perpendicular to the frames. Roof bracing, or an equivalent diaphragm action in the steel sheeting of the roof, is required to carry the horizontal forces resulting from the following:! Wind forces on the gable end! Stability forces from any columns that are not braced by their own vertical plane bracing system! Local stability forces from the flanges of the rafters and haunches. It must be clearly understood that local stability forces from the flanges cannot affect the overall horizontal equilibrium of the roof. It is common practice to design the plan bracing, e.g. the wind girder at the end of a building, to carry the complete wind load and any required overall instability loads. However, from a consideration of the theoretical deflections of the wind girder, it is clear that in most cases these loads are shared with diaphragm action of the roof cladding, even where the cladding Page 4

5 S046a-E-EU has not been specially detailed for this purpose. Information about the horizontal stabilization effects of the cladding should be provided by the producers. It is common practice to assume that the sheeting acts as a diaphragm, which effectively connects the purlins to the nodes of the wind girder. Where the sheeting cannot be taken to act as a diaphragm, the wind girder would then be required to provide a node at each purlin line to carry restraint forces from the portal frame flanges. The vertical offset between the plane of the restraint and the plane of the compression flange might need to be considered under very extreme regulations. The loads in the plan bracing due to imperfections are given by Figure 3.1. Adequately fixed sheeting will help to resist plan bracing loads, but the use of the sheeting for this purpose might be prohibited in certain countries and its effectiveness might be difficult to demonstrate. e 0 e 0 q d imperfection equivalent force per unit length 1 bracing system Figure 3.1 Equivalent stabilizing forces 4. References The rules in this CCI are based on: L (1) E : Eurocode 3: Design of Steel Structures Part 1-1: General rules and rules for Buildings q 1 d Page 5

6 S046a-E-EU Quality Record RESOURCE TITLE CCI: Design of out of plane, transverse and torsional restraint systems for portal frames Reference(s) ORIGIAL DOCUMET ame Company Date Created by Matthias Oppe RWTH Aachen Technical content checked by Christian Müller RWTH Aachen itorial content checked by Technical content endorsed by the following STEEL Partners: 1. UK G W Owens SCI 7/4/06 2. France A Bureau CTICM 7/4/06 3. Sweden A Olsson SBI 7/4/06 4. Germany C Müller RWTH 7/4/06 5. Spain J Chica Labein 7/4/06 Resource approved by Technical Coordinator TRASLATED DOCUMET This Translation made and checked by: Translated resource approved by: G W Owens SCI 13/7/06 Page 6