How are bridges in high seismic zones of the US (west coast) different from those found anywhere else in the lower 48?
Do they use different technologies (high damping elastomeric bearings, lead-rubber bearings, supplemental dampers, etc.), or are the differences really just in
[1] design...
dbuzz and Lutfi - Are we talking about the same thing? I agree that in general shop weld and field bolt is the way to go, but I'm not talking about something like welding double angle shear connections at each end of each beam to columns. I'm only dealing with x-bracing connections. If you...
I am curious what the general preference is in connecting x-bracing (tension only) members to gusset plates. The general question is bolted vs. welded. I tend to think that bolts are generally easier/faster to install than welds, and therefore cheaper. If bolts are used, then can they be snug...
You may have to be somewhat careful about the detailing of the slab if you're counting on hairpins for resisting thrust. If you have true slab separation at control joints (discontinuous WWF or greased dowels), then you should probably only count on the hairpins pulling on the section of slab...
If you have an IBC 2003 handy, you can look at Table 1610.1 (similar tables can be found in just about any building code, either in the structural design or possibly in the soils and foundations section). Basically, gravels and sands can be assumed to be about 60 pcf for an at-rest condition...
It is possible that the weight of the wall may have something to do with it, jike. Clearly, Dr. Taly (among others) feels confident enough in the validity of the approach to put it into print, but I just can't get past the roadblock of where the reisting moment at the top of the wall would go...
I think I understand something of what you're talking about, bouk715. I've seen books and pamphlets that talk about fixed-fixed and cantilevered shear walls, and they do seem to guide you in the direction that you're describing, where the top story is considered cantilevered and the others are...
How is a "storage" room on an office building architectural plan usually loaded for design purposes? Table 4-1 in ASCE 7-02 requires 20 psf for "storage above ceilings" and "uninhabitable attics with storage" in residential dwellings. It also requires 125 psf for "light storage warehouses"...
