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See the image below for what this structure would look like. I believe this would be partially enclosed per ASCE.

See the attached image. Can the CMU bond beam be considered the chord even though it doesn't attach directly to the wood sheathed diaphragm if there is proper attachment (e.g. connection via sheathing to blocking to nailer to bond beam)?

Anyone have recommendations for diaphragm properties for wood sheathed semi rigid diaphragms? I am doing the analysis in Risa 3D. The material properties are: Modulus of elasticity (Risa used 1800 psf as default), G, and Nu. I realize the NDS gives a formula for calculating diaphragm...

So for a diaphragm 3'x80' in plan dimensions, where the deck spans the 3': Would you use 3' joist span in the tables for calculating the diaphragm shear strength?

If you are designing a metal deck diaphragm for lateral loading perpendicular to the deck flutes, what joist spacing do you use for SDI's tables? Would it be the deck span spacing (5'-0" in my example image) or 30' in my example image...

Slickdeals, this was just an example. The roof is just shown so you can tell that the wall is braced.

I'm a little confused on when development length applies. I understand development length is used to transfer the tension and compression for the rebar in a beam to a column joint. Can tension development length be used to transfer uplift tension from a concrete wall to the footing? Or is this...