I am working on a two story building that has a basement wall on one side of the first floor. After discussion with the contractor/client we have decided to build the steel frame as a normal two story building and cast the basement wall around the HSS columns along this one wall. This is...
FYI...I have posted this on the Moment Frame and Shear Wall Forum, but decided to post it in this forum as well to maximize possible responses.
I am working on a single story conventionally framed steel building. The roof system will be standard barjoist framing supported on wide flange beams...
I am working on a single story conventionally framed steel building. The roof system will be standard barjoist framing supported on wide flange beams. Due to some architectual limits on the placement of internal columns (which subsequently limits 'K' bracing placement) and the client's desire...
I am looking for some information and advice on using 'tie bars' for a building renovation. Several of the buildings in the vicinity of the one that I am working on have been upfit with 'tie bars' that run cross wise through the building to hold the outer URM walls from rotating/buckling. The...
Before starting, I would like to note that I have searched on the web and through this site for this topic, but to no avail. I know it isn't related to structural engineering but I cannot find an good place to post this (maybe the ASTM section).
Does anyone know where I can locate the...
I am looking for a double check on my reasoning in applying the provisions of the International Residential Building Code. The section in particular is 602.10.1 of the 2000 IRC.
This section requires wall sections that are less than 2'8" long to be braced by special design as the code...
