Thank you masonrygeek! I've already written a plan review letter regarding the subject, but now I'll have to be proactive in discussing it with them.
Appreciate the feedback. I know there's been a few "discussions" (aka disagreements) among my past cohorts.
I believe the intent is for hangar type structures. Also, metal building companies usually don't have multi-story applications and it was written for them. Just my $0.02.
Any time I designed a structure with the dynamic analyis method, I obtained around 70-90 percent of the base shear in the first or second mode. Also keep in mind that FEA software like RISA, SAP2000, etc... will not behave well with eccentric masses. I would recommend forcing a joint moment if...
I'd like a consensus on whether horizontal joint reinforcement is used in SDC D,E,F for special reinforced masonry walls. I am a senior structural engineer and work for a jurisdiction performing plan review in Oregon. Many times we get designs from back East and I am questioning whether a...
The SEAOC Volume 3 has an expert opinion on this matter. The way I read it is that if you assume the bar to be effective, which is a more ductile system and fits the intent of the code, then you must design the bar to behave in ductile behavior. Kootk, while you may not agree, there are some...
Due to time constraints, I'm moving forward with the review requiring that the engineer provide continuous vertical reinforcement at the boundary compression zones. I'll continue to monitor this thread if anyone can provide me an answer. It seems to me that the wall is considered not...
When I read ACI 318-11 section 21.9.5.1, I read that all vertical reinforcement must be considered effective in the sense that the vertical bars shall be relied upon for shear in two directions. I also understand this to mean that all bars shall be considered effective for the purposes of...
I tend to think of a nonlinear finite element analysis as "nonlinear" if it is a time-history analysis or dynamic analysis. I am a structural plan reviewer for a west-coast jurisdiction. I am the only engineer. The plans I'm reviewing are of a 2nd order magnified moment analysis of columns...
sandman21 is right. Capacity design should be used for the 1.1RyFyAg load to the column. Typically this will control over the Omega load - especially if adding multiple brace levels to a lower column.
wannabeSE,
Do you actually model the flutes and ribs and orientation of the diaphragm? Seems like modeling it would give you inaccurate results. I'm a big proponent of modeling what you actually have as FEA programs are only as intelligent as the user...
Thanks.
another issue I have a problem with is the "a" verses "L" dimension. What if the backspan of the diaphragm "beam" is smaller than the cantilever? It just seems that the ASCE 7 is doing a poor job of keeping engineers from taking negligent short-cuts...
I have a 36 foot cantilever on a verco HSB-36, 20 gage roof deck. The depth is approximately 72' for a medical center here in Salem, OR. It is controlled by seismic design. The engineer I'm debating with on this says that the diaphragm is considered flexible under 12.3.1.1 of the ASCE 7-10...
Thank you dougseason. I try to make a preemptive effort to show it on the drawings. It can also be of help to the installer as the icc reports often have a few vital tips for installation (ie drill bit size for post-installed anchor, etc). Thanks for the info, nonetheless.
dhengr - I guess if I didn't care if we made any money on the project, I would say that's a great idea (sigh). Call me lazy, but I'd love for them to have some kind of reporting in cad form like the fellow above has done. I'm not sure an FEA would be required where long-slotted holes are...
