"how exactly do you locate the plastic hinge location"
Download a copy of ANSI/AISC 358-05.....Section 2.4.2. These are the prequalified connections to use in moment frames, the location of the plastic hinge is dependent upon the prequalification of the connection, and the geometry for each...
I believe what you are trying to describe is that if you are allowed by code to increase the capacity of the weld when it is loaded perpendicular to the weld axis....which in turn makes the "perpendicular" weld stronger than the two longitudinal welds. Intuition would lead one to believe that...
the most difficult adjustment switching from bridges to buildings would be the pace. Bridge design is a slow steady process, building design is controlled chaos when compared to bridges. In my opinion, yeah the "mechanics" will transfer, however the tricks of the trade are very different.
StructuralEIT, for Defrazie's case with somewhere around 12-13 point loads, he could use Cb = 1.14 via Table 5-1. I don't disagree with 1.0, but "in a pinch", that 14% could come in handy.
a span to depth ratio of 30 is where the line ends in charts. Also the charts assume a Cb of 1.0, which is fine and I stick with almost always, however you can increase capacity dependent upon loading condition by applying an appropriate Cb factor.
if you have selected a large beam based on...
2000 IBC, in the masonry chapter, will bump up the loads into your shear wall for SDC-D. I don't know the exact location, but look to the seismic design section of that chapter, before it starts into each design category, there are some general requirements. I think its 1.5 or 2?
as for the foundation, in chapter 8 of AISC 341-02 it discusses this, it will kick you back to you building code for the soil (looks like you've already got that far).
When you say "strength design", I am assuming you're talking about reinforcing the foundation. IN MY INTERPRETATION all the...
let me add this, when you can select "not specifically detailed......", you must use the corresponding response modification factors for the "non-specific system" not an OCBF or whatever, that is a difference.
yes, you are correct...all OCBF (when your LFRS is classified as such) must be designed to the provisions. That is why whenever I am in SDC C or less, I may detail an OCBF......BUT I do not classify it as such on the drawings, or design to such requirements....I state on my drawings this...
in the 2003 IBC, Table 1617.6.2 (i think) the second column is labeled "detailing reference". there will be a letter or something in that column beside your choice of LFRS, at the end of that table you look and see what that letter (or number) correspondds to....it list different provisions for...
hippo11, I am assuming you are working out of the 2000 IBC, if not, well I'm not the guy to be helping here. If so, IBC 2000 Table 1617.6 is where you pull your seismic design coeffs for your LFRS.....the very last row in the table is what I'm talking about. The first column in the table...
you reference the "new one", depending on your building authority, some locations have made the move to the 2006IBC, which incorporates an even "newer one"....341-05
in AISC 341-02 section 14 is for OCBF, part 14.2 discusses required strength of members and connections (with the exception of the brace connection....which is much worse). Here it states "including amplified seismic load".
The amplified load is not too bad, its more of a pain in the neck to...
in the 2002 seismic provisions, you are required to design all parts of OCBFs (with the exceptions noted) for the amplified seismic loads. In the 2005 provisions, the "members" requirements are spelled out a little better, and now it would even include anchor bolts and other stuff.
