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  1. OUe

    Horizontal Joint Reinforcement in SDC D, MSJC 2011, Special Reinf Masonry Walls

    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.
  2. OUe

    ASCE7-10 - Table 12.2.-1 - Issue

    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.
  3. OUe

    Seismic Analysis (Static ELF) - Which period to use?

    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...
  4. OUe

    Horizontal Joint Reinforcement in SDC D, MSJC 2011, Special Reinf Masonry Walls

    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...
  5. OUe

    ACI 318 21.9.5.1 vertical rebar considered "effective" or can they be non-continuous betwe

    Deker - I don't disagree with anything you've said. I think you probably said it better than I did. :) Cheers!
  6. OUe

    ACI 318 21.9.5.1 vertical rebar considered "effective" or can they be non-continuous betwe

    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...
  7. OUe

    ACI 318 21.9.5.1 vertical rebar considered "effective" or can they be non-continuous betwe

    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...
  8. OUe

    ACI 318 21.9.5.1 vertical rebar considered "effective" or can they be non-continuous betwe

    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...
  9. OUe

    when does a finite element analysis become labeled "nonlinear"

    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...
  10. OUe

    AMPLIFIED SEISMIC LOAD

    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.
  11. OUe

    Metal Deck Flexible Diaphragm with Cantilever

    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.
  12. OUe

    Metal Deck Flexible Diaphragm with Cantilever

    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...
  13. OUe

    Metal Deck Flexible Diaphragm with Cantilever

    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...
  14. OUe

    Unistrut P1000 (or other) esr report

    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.
  15. OUe

    Unistrut P1000 (or other) esr report

    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...
  16. OUe

    Unistrut P1000 (or other) esr report

    I'm working on a project in Anaheim, CA involving cable trays and unistruts. My boss, the structural principal at our firm, recently mentioned that we should mention the evaluation report since it's in California. Well, this put a monkey wrench in everything I was doing. Not only has this...
  17. OUe

    re-entrant corner drag strut offset from corner

    Yes - I can ask. I personally would've added a purlin to drag it at least a bay into the eastward direction for easy continuity. Thank you for the comments. I also have his calcs, but it's not exactly complete and transparent.
  18. OUe

    re-entrant corner drag strut offset from corner

    woodman88: There are purlins that run east to west at 8' oc, typ. I tried to "cartoon" them in. However, the only member connecting the diaphragm to the 20' wall is the wall's ledger.
  19. OUe

    re-entrant corner drag strut offset from corner

    Thanks for the responses gentlemen! I see that the collector in the north south direction is a chord/collector. The other direction is still a drag strut in my opinion, but I may be wrong if I'm not understanding their design methodology. Thanks...
  20. OUe

    re-entrant corner drag strut offset from corner

    I am performing a peer review of a qualified SE's work whereby he designed a re-entrant corner drag strut / collector beam offset about 4' from the actual corner of a tilt-up building. I have never seen this done. It would be my understanding that the collector/drag strut would need to fasten...

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