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  1. JoshPlumSE

    Residential Slab Foundation

    I think keeping the slab and the wall footing separate can be a good thing. It allows for some differential movement / settlement that will not be as likely to cause damage with brittle interior flooring.
  2. JoshPlumSE

    Dollar store roof collapse

    The horror is that you can see obvious deflection problems in the 2017 picture too. It's shocking to me that they never replaced it or at least got an engineering report for it.
  3. JoshPlumSE

    Dollar store roof collapse

    Really I'm most curious if anyone from the area knows more about what could have caused this collapse. While the building looks old and poorly maintained, these sorts of collapses usually occur when there is some event (clogged roof drain, build up of snow loads, wind uplift) that I suspect...
  4. JoshPlumSE

    Dollar store roof collapse

    I didn't see anything about this in the Engineering disasters forum. So, I thought I'd post it here: https://abcnews.go.com/US/wireStory/68-year-man-dies-part-family-dollar-stores-124125469 TLDR summary: In Kansas City, MO, the store front / roof of a Family Dollar store collapsed yesterday...
  5. JoshPlumSE

    tapered Column design

    I didn't realize the stepped member was a concrete column. Technically, the method of successive approximations is still valid for the calculation of elastic buckling. Though it would likely be a less straightforward incorporation for concrete code checks. I think for concrete, the most...
  6. JoshPlumSE

    RFEM - the effective length is not defined

    Dlubal makes the RFEM software.... I'd forgotten that. I've never used it personally, but one of my own colleagues who now lives in Philadelphia (I believe?) is their main US rep. Or, she was just a year or two ago. A friend of mine was looking for some structural software that could do...
  7. JoshPlumSE

    tapered Column design

    There is a design guide that AISC has for Tapered members. This is a pretty good place to start. I've actually only read the 1st edition. It appears there's a newer edition now...
  8. JoshPlumSE

    Etabs Model Troubleshooting - Storey Shear decreases down the Building

    This is also one of the reasons why RSA results often have to get "scaled" back up to some percentage of the equivalent lateral force base shear.
  9. JoshPlumSE

    Hydrogen Nuclear Plant

    I saw an article (on Facebook) the other day about a different type of Nuclear Power plant. One that has two purposes: a) To supply electrical power in a way that doesn't produce any CO2. b) To create large amounts of Hydrogen fuel that can be used to power vehicles and such. Below is NOT...
  10. JoshPlumSE

    Thick Plate behavior in a 4 Bolt Unstiffened End Plate Connection

    There are ways to consider prying action in the connection (I think that's covered in DG16). Though I don't believe these types of thin plate end plate connections would be appropriate for SMF or IMF moment connections.
  11. JoshPlumSE

    Return to RISA?

    CSI stands for Computers and Structures Inc. Our company produces SAP2000, ETABS, SAFE, Perform3D, et cetera... I'd like to point out that Amber (who's now the CEO of RISA) used to be a big shot in the sales department at STAAD. I probably worked with her for 10 years at RISA. She used to...
  12. JoshPlumSE

    ETABS results on Beam Design.

    Having done tech support for a DIFFERENT program in the past, I have a theory of what could be happening: a) Flexural requirements may control at location A for top steel and load combination X. b) Flexural requirements may control at location B for bottom steel and load combination Y. c)...
  13. JoshPlumSE

    Does RISA have a support condition for "bearing only"

    I 100% agree with KootK on this. The idea of using a very soft spring in the "unstable direction is a genuinely good one. The only catch is that (I believe) RISA doesn't have a two way spring support with different values. In order to get this behavior. Use a one way spring (compression...
  14. JoshPlumSE

    Return to RISA?

    Yup, that would be Bruce Bates, the guy who started RISA. I worked for him for 16 years. Great guy. Really cared about the program, it's users and even us employees. I left (was forced out?) when he sold the company and retired. When he sold the company, I was one of 3 VP's, so I expected to be...
  15. JoshPlumSE

    Comparison between Indian and American code ( sectional properties)

    You probably should specify what slenderness limits we're talking about. Is this the difference between a class 2 and class 3 section, a difference between class 3 and class 4? For AISC are we talking about compact vs non-compact or non-compact versus slender?
  16. JoshPlumSE

    Preventing Members from Contributing to the overall Structural Integrity

    I don't think that's the way "inactive" members work. They just get removed from the solution completely. Think about a structure where you're trying to do something akin to "staged construction". You analyze the structure as a portal frame for gravity loading (with an inactive chevron...
  17. JoshPlumSE

    Request for Assistance – Low Dynamic Mass Participation in Seismic Model

    Okay, just looking at your model, the lowest level probably has a pretty good amount of mass associated with it, right? But, it's also probably pretty rigid.... My guess is that you'll have more luck switching from a standard Modal solution to a Ritz Vector solution. Some explanation on this...
  18. JoshPlumSE

    What boundary condition techniques do you use to keep FEA models realistic?

    I'm a little late to the party here, but I wanted to elaborate on this excellent comment. I was the VP of Engineering / Tech Support / Training of a structural engineering / FEM program for a number of years. Here's what I used to tell our users about the Truss example that the OP mentioned...
  19. JoshPlumSE

    Rigid body or body contraint - ETABS V21

    I'm certain that I don't I fully understand your question. It sounds like you want it to behave rigidly.... But, you also want it to be flexible? Could you really mean that you want "plane sections to remain plane" for the wall? But, that you want to do this in a way where the wall still has...
  20. JoshPlumSE

    Masonry Wall Construction

    I agree with EZ Building, SE2607, Strucbells and others. Anytime you've got an h/t > 30 you really need to consider it a "slender wall" and do extra due diligence. Strucbells' link seems like it is probably the most up to date method for doing this. However, I might start with the older...

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