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A reference for architects and engineers, this work covers themes on architecture, case studies, and the application and strengths of tubular beams.
An experimental and finite element (FE) research program was conducted to investigate the â fit-for-purposeâ design of welds in hollow structural section (HSS) connections using weld effective lengths, and the applicability of the North American directional strength-increase factor for fillet welds to HSS. Weld effective lengths for circular hollow section (CHS) connections are studied for the first time. Experimental testing of a 10-m span, simply-supported, rectangular hollow section (RHS) Warren truss, with fillet- and groove-welded overlapped K-connections, was performed by applying a single quasi-static point load to truss panel points to cause sequential rupture of nine test welds to overlapping branches. The weld in-situ strength, effect of key connection parameters, and safety (reliability) index of AISC formulae for weld design in RHS overlapped K-connections were determined. Modifications to the AISC formulae and a simplified method for modelling overlap-jointed RHS trusses under service load conditions are proposed. The North American directional strength-increase factor for fillet welds to HSS (covering both RHS and CHS) was then studied through 33 experimental tests and 73 non-linear FE analyses of weld-critical HSS-to-rigid plate connections. The safety index was determined for prominent North American design codes, and a recommendation to prohibit the use of the directional strength-increase factor for the design of fillet welds to all HSS was made. More accurate design formulae for fillet welds to HSS are proposed. Twelve large-scale experiments and 256 non-linear FE tests were then conducted to determine weld effective lengths for CHS-to-CHS X- (or Cross-) connections, which are shown to decrease as branch-to-chord width ratio, chord wall slenderness, and branch-to-chord thickness ratio increase. North American fillet weld design formulae were found to already provide adequate reliability provided that the directional strength-increase factor is not used. A new fillet weld design approach for CHS X-connections, using weld effective lengths, is proposed.
It has been recently advocated that a practical static design having either gapped or overlapped connections, can be performed on the basis of a force distribution obtained from an elastic analysis of the truss with either all the members pin-jointed or the web members pin-jointed to continusous chord members. However, at the service load level, gap-connected truss deflections have been previously underestimated by around 12% - 15%. Laboratory testing of HSS trusses has accordingly been undertaken to establish experimenta axial force and bending moment distributions and truss deflection patterns. Tests have been conducted on tow large-scale, 12.0 and 12.2 m span, simply supported, HSS Warren trusses, comprised of 60o gap or overlap K-connections. Based upon the experimental behaviour of the two trusses and the theoretical analyses, it is shown that simple in-jointed analysis is sufficient to give good predictions for web and chord member forces. In the case of truss deflections, the contribution of connection flexibility on truss deflection has been taken into account using a simple virtual work method, and excellent agreement is then obtained between the predicted and actual truss deflections.