Recent content by SixkHz

jeff91: I started with this approach but these members consist of 316L stainless steel with a yield strength of only 25 ksi, and designed with a 2x safety factor (ASD). Goin4SE: I also have the book you referenced, but like BAretired I couldn't find an applicable example. If you could provide a...

That makes sense, thanks.

BAretired: my experience with yield line theory is very limited. Assuming a plate on an HSS with an applied moment, is my approach in the attached calculation valid? http://files.engineering.com/getfile.aspx?folder=996ad1ee-902f-43f8-9d38-cab0d3733ccb&file=Yield_Line_Analysis.pdf

Thanks for the feedback, everyone. I should have elaborated a bit more in my original post. This connection is part of a steel frame used to lift equipment (the frame connects to the equipment and a crane lifts the frame). Hundreds of these lifting frames have been manufactured already and have...

I'm reviewing the connection for a cantilevered L3x3x0.5" angle welded to the side of an HSS6x4x0.25". There is a load at the tip of the angle resulting in a moment at the interface of the angle and wall of the HSS (see attached sketch). The angle strength is fine, and the weld is fine, but I'm...

I've got a question about determining the concrete breakout for shear loading according to Appendix D of ACI 318. From the attached sketch, I have a steel column (which is part of a braced frame) anchored to a concrete T-beam below (24" beam + 8" slab). The shear load is pretty big and I'm...

Thanks sandman21 and anchorengineer for your help.

So is Appendix D just really conservative? I'm sure there is a better understanding of anchor failure mechanisms now than there was in the old codes. If these equations are more accurate, wouldn't any anchors designed according to the old codes be under-designed (theoretically)?

I'm checking anchors subjected to tension for concrete breakout, according to the 2004 Canadian concrete standard CSA A23.3-04. I believe the anchor design guidelines are almost identical to those outlined in ACI 318. The question I have arose when my boss gave me his old 1984 code...

Yeah I ended up calling RISA tech support and that's what they told me too. Thanks though.

I'm trying to draw a cantilevered beam in RISAFloor off the side of a column (There's no back-span, just a small beam cantilevered off one side of the column). I get an error when I try to draw it saying that the point at the free end is unsupported...even if the end releases of the beam are...

Thanks for the input vmirat and mmillerpe. I may look into that snow load guide, as I'm starting to work on more projects in the US.

Thanks for your help, JAE.

Is there any reduction for drift loads against a high roof with a parapet? Referencing Figure 7-8 from ASCE 7-05, I have hb+hc+hp, where hp is the height of a parapet on the high roof. I'm more familiar with the Canadian National Building Code, which accounts for this parapet height in the...

Thanks for your help.