My 2006 siesmic design manual is in the mail, but I can't wait for the answer (which I have assumed will be in there).
I am designing a Special Concentric Braced Frame to be installed inside of some stacked shipping containers. Hitting the workpoint dead on is difficult to achieve for many reasons, mainly fabrication issues. So in elevation, how much "incidental" eccentricity can I have, and still call it concentric.
In the other axis, can I create a torsion situation, say the brace is attached to the side of a tube column. Am I still concentric? What if I resolve the torsion force (say shear studs on the column in the slab)? It feels like I am moving away from a SCBF if I do things like that.
Direct me to the correct literature if I ordered the wrong book.
I am designing a Special Concentric Braced Frame to be installed inside of some stacked shipping containers. Hitting the workpoint dead on is difficult to achieve for many reasons, mainly fabrication issues. So in elevation, how much "incidental" eccentricity can I have, and still call it concentric.
In the other axis, can I create a torsion situation, say the brace is attached to the side of a tube column. Am I still concentric? What if I resolve the torsion force (say shear studs on the column in the slab)? It feels like I am moving away from a SCBF if I do things like that.
Direct me to the correct literature if I ordered the wrong book.