This hollow structural section connections and trusses a design guide pdf driving me a little crazy. Best Of All, It’s Free!
Eng-Tips’s functionality depends on members receiving e-mail. By joining you are opting in to receive e-mail. Promoting, selling, recruiting, coursework and thesis posting is forbidden. If not, how do you specifically address this issue? There may be an example in Design Guide 24. While it came close to answering the question it didn’t quite. Do these single plate connnections provide enough torsional restraint to brace the top of the top column?
A shear tab connection primarily resists vertical shear. The equation I gave earlier was Equ. 8 from “Hollow Structural Section Connections and Trusses” by Packer and Henderson. When testing this type of connection, they found only one limit state for an HSS column. This led to the equation given in my earlier post. Yield line distortion of the HSS wall was never a critical limit state because the end slope of a simply supported beam is limited. However, if the shear is accompanied by axial force, the wall of the HSS must be capable of resisting the axial force.