I compare the full strength value corresponding to full bracing in LGSI to an interaction using RAM for light gage purlins.
RAM shows far more tolerance for wider flange bracing.
Has anyone noticed this?
It makes sense to ensure lapped purlins have the same width flange, but is that necessarily so? And only the purlin thicknesses can vary along a premanufactured building?
I seem to recall a certain ease for stripping a flange if it were necessary.
Even if the flange widths match, the member...
I come from a UBC background, where friction connections are verboten. But most of Wisconsin is seismic A, and recently adopted IBC 2000 for it's building code. There's a supposed statewide acceptance of friction connections which is tiresome to confront. I can justify the friction connections...
I wonder is if this is proprietary, this method, or can it be used in other states as well without persecution?
Suppose this method were used in say Washington. Would it still be California Framing? Or should it now be referred to as Washington Framing?
I'm reluctant to use California Framing...
I put veneer on a wall above the gable roof below. It can be supported by the wood truss and the studs easily. I considered lagging an angle to the stud backup behind pitched at the roof angle. I considered welding 10 gage wire to the angle 2 @ 4" oc vertical so every bed joint would have...
I typically use a segmented shearwall analysis for plywood shearwalls. I have a program that provides an analysis -"Perforated" that resembles a rigidity analysis distribution of loads. Does anyone understand the concept they are using here? Or do a rigidity analysis for plywood shearwalls?
Does anyone know of a reference that tested placing steel tension straps over Fiberboard sheathing for wind uplift in wall panels. These panels are prefabbed, so placing the straps directly to the wood studs is not an option.
It seemed prudent to disregard possible support benefit from skin friction in shallow piles within the frost depth, since this soil is unstable.
I am curious of other opinions.
The load prescription I question is the 10 psf prescribed minimum down wind load for roof components. Shouldn't this also apply to MWFRS? If yes, how should it be combined as an additional wind loadcase? As a combined adding effective wind load with other wind loads, or a distinct seperate...
