@ProgrammingPE - Thanks for the reply. Intend to specify long slotted holes (LSL) to release axial force for bottom chord connection. With the forces I have on the truss, normal strain is within the range of movement tolerances in LSL holes.
But for worst case scenario, if the bolts are...
Designing a truss (~125ft) using ETABS. Need some clarification/confirmation on assumptions. The truss supports concrete roof/deck. In ETABS, I have top and bottom chords are modeled as short elements spanning between panel points (understand it is not necessary but for ease of load application...
@Ron247 - As KootK said, it is double angle chords. Sorry, mentioning 2L is probably not relevant to my question.
@KootK - I agree with the effective length and that what ETABS is using for the check. But how do I force it to use the radius of gyration of the whole truss instead of just the...
Designing a truss in ETABS and have a query regarding slenderness check done by the software. For the length part, I am considering full length with (K = 1.0). On running design in ETABS, it fails the chord due to excessively large slenderness ratio in its plane. I understand that it is...
Thanks for the response. I have attached a quick sketch showing framing details. I understand there will be an additional moment on bolt group/plate/weld but is there any reference anywhere in the manual or specs or design examples discussion effects of connection location under combined...
I am designing a connection under combined shear and axial loading on a WF beam framing to WF column. If the center of connection material (shear tab or double angle) needs to be placed vertically offset from the centerline of the WF beam due to some constraints, is there an additional...
