I have a strong opinion about this but I wanted to see if there were differing opinions:
Licensed PE A "designed" a pole building by selecting the overall dimensions and layout, but engaged licensed PE B to handle the structural calculations and detailing. B provided sealed structural...
I was asked a question about a hydraulically actuated arm in a paper mill that handles stock. What design standard would apply to this situation? I typically work in structural where the design of a steel component would commonly be governed by the AISC code or the AASHTO bridge code. I am...
Looking at AWS D1.1 2010 pg 80. Figure 3.3, Joint Designation BTC-P5.
It shows minimum plate thickness as 5/16", minimum root face of 1/8", and effective weld size of S1+S2-1/4. So 5/16"-1/8"-1/4" should be the effective weld size for 5/16" plate but that number is negative. The 5/16" minimum...
I know that I am not the sharpest guy with the AASHTO code, but I am really missing the boat here somewhere.
I am trying to use the Strength Design (LFD) provisions of the 2002 code to check a large diagonal brace in a bridge bent. It can experience 230 kips of tension or compression. Section...
Imagine one of those stress cubes that were so popular in college. I apply a shear stress to the top surface in one direction (V1) and a larger shear stress in the perpendicular direction (V2). No normal stresses are applied.
Now, if I plot the 3d Mohr's circle for this, it should be a circle...
ACI 318-05 8.10.4 requires that the flange of a T beam be at least half as thick as the web is wide. Does anybody know why this is? I have a T beam with h=37" bf = 60" bw=26" and tf=9". It seems crazy that you could engage the flange with a narrower web, but not with a wider web. Also, this only...
