I am sizing members for what is supposed to be a symmetric moment frame - loading, geometry, member sizes should all be symmetrical to their counterpart.
However, my output isn't agreeing with that fact. I checked the detailed output and there was a large difference between Cb on two...
Who has been to the Congress before, and what should one expect or be excited for? I know there is an itinerary on the website, but I am sure somebody has some additional insight.
I got lucky and won one of the young engineer scholarships - honestly, I don't know how else you can afford it...
I would be careful about using plywood/osb for typical gusset substitution. We have a rule-of-thumb that what doesn't look like structure, isn't structure (to a contractor or building owner). If somebody is cutting finishes, studs, etc. in the vicinity they may cut through the plywood without...
I haven't actually started in SW yet - just trying to get some general info before I do. But, yes, that was my initial thought to use weldments.
I had thought of (if at all possible) to define a solid or shell element, apply my loadingss, and have it "decompose" into it's optimized shape. But...
I am relatively new to Solidworks and would like to know if it is possible to optimize the geometry/topology of a frame/truss structure. If so, a reference to a guide or some general guidance would be great!
Thanks for the feedback. Tom: I would be happy to sign a contract to ensure their investment - it is actually about not having the ability to pay it due to an expensive chronic illness.
It just seems odd to me that they will send me to a seminar (2-week NBIS), which I know is expensive, but not...
What about this... When I pass my PE the company will surely increase my billable rate, thus giving the company a raise. Why shouldn't I see something in that overall rate increase? How much additional overhead is really generated just by having someone who is licensed - there is no way that...
Since E is directly proportional to f'c, you (technically) will have a modular ratio throughout the section. If you were to compute the composite section, you would find that the bottom section modulus would be higher than the top...but, it may not be a big deal depending on your design. See...
Read IRC 2012 section R317.1.3. Remember the ICC codes are model codes. At times they will be vague, because they are not in the business of enforcing rules. If your client is really concerned about squeaking out a few extra bucks at the expense of a quickly-deteriorating deck, contact the...
For this situation, we usually specify welding bars or studs to the existing column, clean the corroded steel, apply an inhibitor, and cast the existing column in concrete to create a composite column. No jacking and minimal steel work. Mainly for gravity columns I would say...
I would imagine you designed the stirrups or additional vertical bars to carry most if not all of the horizontal shear at each cold joint? It seems like all should be well in the stress distribution if you detailed that properly.
That is an unbelievably big beam if those cross-section...
fegenbush: Don't you have to be be deducting more than your standardized deduction for that to count? I don't pay a mortgage or have any large deduction.
Jed: I could ask what I could expect for a bonus. The "reimbursement" could be a matter of semantics...
zdas: I think you are referring to...
I was about to start prepping for the PE exam in the spring. I asked my company if they would pay/reimburse for study material and/or the exam itself - they said no to it all.
Is this common?
During proposal time, our structures division is always trying to get as many PE's on the projects...
AASHTO LRFD 1998 Ed. 4.6.2.3-3 has a reduction of longitudinal effects equation for slab bridges. At 45 deg. it turns out to be 80% of non-skewed. Your numerical value is 79% - close.
It seems like a waste of time to model these in a FEM program. You could have reduced the DF by hand in a hot...
SteelPE: I don't think I expressed that properly. I was trying to differentiate between nominally pinned and the actual conditions. Thanks a bunch for the pdf!
rowing: I wanted to start with US publications firstly. I am open to others too.
I had a brief moment to look through the latest PCI manual and didn't see it, but I will try to find the edition you mention.
I just find it odd how so many 1 and 2-story building steel frames are built to be essentially theoretically unstable - all joints being nominally pinned. Guess that's...
