Perception is everything when dealing with people. You know the design is safe and the client is aware of the additional costs - no problem! Sounds like you handled yourself well.
Thanks for the help!
I have e-mailed and left a phone message at the USCOE website for a copy but have yet to get any response.
I have an existing metal building that I am analyzing to make structural modifications to upgrade its wind load capacity. As an addendum, the client has requested a...
Another design option I've seen is to set another smaller column a few feet away from the crane support frame column (in the direction of the lateral load). The two are laced up with bracing, making a kind of vertical truss. This avoids having to construct a tapered section and spreads out the...
I've seen tapered columns (thicker at the bottom than at the top) used for free standing bridge cranes. The foundations get large, but if you can't brace to a building column, you have to handle it with the column section and the foundation.
What about WWF used in elevated slabs with metal decking? Has everyone had similarly disastrous results?
Most metal floor decking product catalogues seem to give capacities based on wwf reinforcing.
This is a bit dated, however, the 1996 SBCCI "Standard for Hurricane Resistant Residential Construction" gives shear values for 1/2" gyp board used in horizontal diaphragm assemblies: Table 304c2 gives a recommended shear capacity of 70 pounds per linear foot.
This is based on 1/2" thick...
