sauce_man
Structural
- Apr 14, 2020
- 28
Hello All,
I am studying some mass timber framing systems and I am looking into composite concrete with mass timber, as well as some steel/mass timber hybrids.
I am specifically following a "TCC T-Beam" Example by MytiCon which uses the Eurocode "Gamma Method" to account for the screw stiffness in the effective stiffness of the system. I would like to invite any commentary from people familiar with this method. I am US based and these concepts are generally new in wood design for us.
I am curious how this method would apply to a steel beam supporting CLT/NLT with frequent screw connectors. The example lists deformation factors for concrete and timber for long-term loading (2.5 and 0.6 respectively) but I do not see such a factor for steel or an explicit location in Eurocode 5 for such a factor. Can any comment on what this factor might be? Or is the use of gamma method appropriate for such a system?
I am studying some mass timber framing systems and I am looking into composite concrete with mass timber, as well as some steel/mass timber hybrids.
I am specifically following a "TCC T-Beam" Example by MytiCon which uses the Eurocode "Gamma Method" to account for the screw stiffness in the effective stiffness of the system. I would like to invite any commentary from people familiar with this method. I am US based and these concepts are generally new in wood design for us.
I am curious how this method would apply to a steel beam supporting CLT/NLT with frequent screw connectors. The example lists deformation factors for concrete and timber for long-term loading (2.5 and 0.6 respectively) but I do not see such a factor for steel or an explicit location in Eurocode 5 for such a factor. Can any comment on what this factor might be? Or is the use of gamma method appropriate for such a system?
