This local code minimum roof loading is vague as far as determining your unbalanced or drift loadings say on pitched roof building. Will you use the code min. value or the lesser calculated Pf or Ps value of 21 psf as in the example above?
I remember in some areas (Oregon?) they would allow you...
Thanks guys. It's just that other designers can sometimes overlook this without specifying the correct Lb in their model,i.e., using Lb=51.5' instead of 103'
There's not a ridge beam so the full rafter span is unbraced at bottom flange. It is 100' span symm. single gable at 3:12 slope, I'm using about 103' unbraced length of compression flange for wind uplift. Node pt. at ridge should not be assumed as braced pt.
On a gabled steel moment frame, my architect requested me to take out all bottom flange bracings making it fully unbraced. Top flange is effectively braced by purlins. With wind uplift controlling, I’m always using the full width of the frame (sloping) as my compression flange unbraced length...
Do you know of latest Puerto Rico code or amendment/s recently?
My old documents (PR '98) shows UBC 97, Zone 3 for seismic and ASCE-7-95 for wind application. Anyone please share before I contact the bldg. official. Thanks.
