haydenwse
Member
I have an architect who has specified a 3-hour wall in a light-framed fire station (essential structure in SDS-D). On one side of the wall there is a 2-story living area with 13’ joists and roof trusses bearing on the wall. On the other side of the wall supports 59’ roof trusses. The reaction at the roof top plate from each truss is 560# and 2320#.
The architect has called out the wall as a single 6” steel stud wall with 3 layers of 5/8” GWB on each side. He has shown the trusses bearing on a ledger beam that is through bolted to the wall but this will defiantly not work.
I am not seeing any way to proceed with this concept. It would need to meet the requirements for a tied fire wall and I cannot see that happening.
Has anyone ever done anything like this?
The architect has called out the wall as a single 6” steel stud wall with 3 layers of 5/8” GWB on each side. He has shown the trusses bearing on a ledger beam that is through bolted to the wall but this will defiantly not work.
I am not seeing any way to proceed with this concept. It would need to meet the requirements for a tied fire wall and I cannot see that happening.
Has anyone ever done anything like this?