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I am working up the design loads for a building on top of a hill in the middle of a plain. In working up my Kzt value per ASCE 7-05 Fig 6-4, what exactly is the 'z' value used to calculate K3? ASCE calls out z to be the "height above local ground level". With my building at the top of the...

How do you justify using 4' shearwall segments for uplift? I am assuming this is based on 4' wide sheathing panels. I believe the point of all our calculations for nailing and blocking is to make the entire shearwall work as one unit. In order to treat it as a series of 4' wide panels we...

The problem I see with method (1) is that when the shearwall panel is relatively long, the deflection in the wall will allow it to fail without utilizing all of the dead load it supports. For example: In this case only the dead load which is applied to the deflected section of the wall will...

For an isolated shear wall, how do you go about calculating the uplift force at the end of the wall panel? My question specifically is how do you go about applying dead load to your wall to resist the uplift. This is the dead load derived from the load equation 0.6D + W/0.7E. I have run...

I am designing an industrial 8" concrete slab with radiant heat. The slab is poured directly on top of 2" rigin insulation. My concern is that if standard rebar seats are used for the reinforcement, will these puncture the insulation whenever the rebar is stepped on? This would leave my...

My slab has reinforcing (#4 @ 12" oc ew) which, assuming installed correctly, would give me at least some strength in negative bending. Would I be ok to take the allowable moment from my conc. and reinf. and add it to the allowable bending from the steel deck? And yes, my negative moment is...

I am analysising a composite floor deck (2" type B steel deck 4" conc.) which has some fairly high reverse bending due to point loads. Am I allowed to take any bending strength from the inherent strength of the steel deck by itself? ie if my analysis resultes in a moment capicity of X for the...

What is the maxium thickness of steel PL that can be effectively attached by puddle welding? In my situation I have a 12 GA steel plate being attached to the flanges of multiple W beams. Can this connection be made by x" dia puddle welds at x" o.c.? Thanks!