thread507-198898
Above thread was closed but this relates. My question is in regards to an unequal leg angle in bending about the geometric axis, which resolves both into major principal and minor principal axis bending. Eq. (F10-6) gives the major principal axis bending capacity. But what...
Per ASCE 7-05, is "h" in Fig. 6-21 the height of the (rooftop) structure from the base of that (rooftop) structure (i.e. roof elevation of the main/supporting building) to the top of that (rooftop) structure (vs. from grade elevation)? All other "h" references (except for Fig. 6-21, e.g. Sec...
Can anyone point me to a good reference for the design of shallow circular (cylindrical) foundations? This is pretty much like a Sonotube-type foundation. This would be a new foundation where a hole is drilled into an existing grade slab (4 inch thick), the earth is dug out up to 4 feet below...
My previous employer was very lax about formal checking of calculations (specialized industry), and now my current employer has an extremely formal checking process. I am not very comfortable and take longer than I should with checking other engineers' calculations due to rarely if ever been...
In Figure 13-3(d) from AISC 13th Ed., is there a moment due to Rb? The only moment shown is from Mb = Hb x eb. Isn't there a couple generated by Rb? Say we take moments about the w.p., isn't there a moment due to Rb equal to Rb times the distance between the w.p. and the cut/section?
nutte: I was assuming that the weld length is equal to the gusset length at the interface. I'm not a detailer, so I can't say for sure if they would typically make the weld symmetric about the brace workpoint at the interface, or just weld the full length of the gusset edge. If it's the...
slickdeals, I agree with your sketch. The only time there won't be a moment is if the brace angle is 45 degrees and e_v = e_h.
Note: The below statement is only in regards to single angle bracing, where the bracing workline is not at the member centerline
Per standard detailing (per my...
Sorry about that...here's the sketch.http://files.engineering.com/getfile.aspx?folder=87a35f93-5f37-4cd5-ac73-8786a200fab1&file=QScan02272013_201807.pdf
racookpe1978 - Attached is a sketch of what I'm talking about. A question would be is there a moment at the beam/gusset and/or column/gusset interface (due to the eccentricity to the centerline of the beam/column from the interface)?
WillisV - Thanks for the tip, EXAMPLE II.C-4 from AISC...
Can anyone point me to any references regarding how to design a gusset plate when not at a beam-column joint (i.e. for a knee brace away from a column or for chevron/x-bracing at the midspan of a beam)? I've read that the UFM (Uniform Force Method) or KISS method are not appropriate for this...
