Moment-Rotation Response of Double-Angle Bolted Connections
Moment-rotation curves for double-angle, bolted, gusset plate connections are obtained by eleven full scale tests, using single connection cantilever arrangement. The specimen consisted of two 5 × 3½ × in., A36 steel angles connected to a in. thick gusset
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S. Vinnakota Marquette University, Milwaukee, WI, USA
ABSTRACf: Moment-rotation curves for double-angle, bolted, gusset plate connections are obtained by eleven full scale tests, using single connection cantilever arrangement. The specimen consisted of two 5 x 3¥2 x o/a in., A36 steel angles connected to a o/a in. thick gusset plate with 1, 2, 3, or 4 numbers of % in. diameter, A125-N type high strength bolts. Also given are predicted moment rotation curves obtained by regression analysis using a polynomial fit. The influence of connection restraint on elastic stability of double angle columns is then briefly described. 1.0 INTRODUCTION
Bracings in large building structures (Fig. 1) are generally achieved by using double angles back-to-hack and connected to the main framing via gusset plates. The gusset plates are normally bolted to the bracing member and connected to the column and beam by bolts or welds. At present, the design of such bracing members is done in the USA by the following specification clauses and/or practical rules [1,2,3]: 1) To provide adequate lateral restraint for a compression member, the brace must have sufficient stiffness and strength. One simple procedure used in practice is to provide a bracing system to resist a force of 2% of the compression force it restrains. 2) The size of bracing is often dictated by slenderness limitation, such as KL/r
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