Diaphragm with Angles
Diaphragm with Angles
(OP)
I've never actually had to design a diaphragm that consisted of angles in the plane of the roof, but I'd like to read up on it. I always thought it would be fairly easy to do, but the more I think about it............... I'm not so sure.
Well, the angle design wouldn't be difficult, but integrating it into your modeling seems like it could be.
Does anyone have any information or papers on this? I tried searching the site and came up empty, and I didn't have any luck doing a google search, either.
Well, the angle design wouldn't be difficult, but integrating it into your modeling seems like it could be.
Does anyone have any information or papers on this? I tried searching the site and came up empty, and I didn't have any luck doing a google search, either.






RE: Diaphragm with Angles
Maybe you refer to the difficulties I more than once have referred in this forum to place the members at the proper insertion points and with proper constraints, even asking for an inexistent handbook on the matter.
Since you are not getting out of planes of the building envelope, you get the most of it when every plane of the box is braced. You skip your roof and wall holes, and that's all.
RE: Diaphragm with Angles
RE: Diaphragm with Angles
Mike McCann
MMC Engineering
RE: Diaphragm with Angles
RE: Diaphragm with Angles
I understand how to do the design. My question is how do you get the load into the flat truss to begin with? Wind is pretty straightfoward - the edge member is the loaded edge of the truss. Seismic doesn't seem as clear to me since the load isn't being delivered from the facade, but rather from wherever the mass happens to reside.
RE: Diaphragm with Angles
RE: Diaphragm with Angles
RE: Diaphragm with Angles