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  1. MburakY

    Seismic Behaviour of Truss Frames

    retired13, Thank you. My findings were also the similar. There doesnt seem to a way to achieve high ductility with such frames.
  2. MburakY

    Seismic Behaviour of Truss Frames

    No it does not make sense because the question I was asking was quite straight forward. I am not asking what would govern. This is not a project specific problem for me to provide numbers. I am asking what the comunity would think of such frame in case high ductility is demanded. Not all...
  3. MburakY

    Seismic Behaviour of Truss Frames

    retired13, I believe the opposite as a matter of fact. The more flexible it gets, more dissipative the system becomes. For instance, braced frames are way more rigid than moment frames. On the other hand moment frames are much more energy dissipative. I will perform a simple analysis as you...
  4. MburakY

    Seismic Behaviour of Truss Frames

    HTURKAK, I have considered the special truss moment frame before, but I doubt this fell into the same category. They usually have a special segment, which operates similar to link members of eccentrically braced frames. Please see attached example taken from appendix of seismic provision 2016...
  5. MburakY

    Seismic Behaviour of Truss Frames

    retired 13, That's the behaviour in essence in my opinion. Only thing is, a normal beam, as you described "bends" due to moment created by couple forces in flanges. Flanges strech and compressed under the couple. This is the same here. Ideally, truss is a large beam, flanges are the top and...
  6. MburakY

    Seismic Behaviour of Truss Frames

    Greetings, I was wondering what would be the correct seismic classification for the attached frame. It feels like this is an obvious "moment frame". Lateral resistance is provided by the moment capacity at the column beam connection location. On the other hand, everything is nearly purely...
  7. MburakY

    IS SCM the CODE?

    Oh, sorry, AISC Steel Construction Manual. I have also edited the original post.
  8. MburakY

    IS SCM the CODE?

    In our project, consultant rejects our calculation report because we used a formula from SCM - (AISC Steel Construction Manual). Is this normal? What am I supposed to do? Spec is a part of SCM. So shouldn't SCM be the "code"? I am just dumbstruck to respond to this comment. Project is located...
  9. MburakY

    Web doublers against bolt bearing & IdeaStatica problem

    Bolt forces are consistent with our manual checks. There are deviations due to crudeness of our hand checks (ic or elastic method) but for me, I was satisfied. Bolts at the column side are less because they are subjected to less eccentricity. I consulted with the helpdesk. They have agreed that...
  10. MburakY

    Web doublers against bolt bearing & IdeaStatica problem

    Cap splices would be the best way to go but as I said, somehow, we get high tensile forces accompanying those high shear forces. Combined with moment due to eccentricity, very thick end plates are usually required alongside with haunch and lots and lots of bolts. I believe forces from designer...
  11. MburakY

    Web doublers against bolt bearing & IdeaStatica problem

    Thank you for the reply. I should mention that software does elastoplastic analysis and claims to capture stress redistributions correctly. It also does second orders analysis to capture geometric nonlinear behavior. This is another concern because it is practically impossible to hand check what...
  12. MburakY

    Web doublers against bolt bearing & IdeaStatica problem

    Greetings, I need some tips on solving a specific problem that keeps bugging my mind. We are working as a detailer in a rather large international project. My problem is with how to strengthen a beam web against bolt bearing? So in this particular project, there are some beams connected to...

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