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I can't seem to open any of the Smath websites. Also can't activate my license. Does anyone know if SMath is down for some reason?

As a fairly "new" contributor, the first thing I did was read the posting policies, and like most forums, there is a basic stay on topic rule. I'm not being rude, maybe sarcastic with my "sherlock" response, but that was merited. I thanked people for their input and recognized my mistakes...

Yes, we can all agree that prying action does not affect the magnitude of moment in the horizontal leg in the case I presented. Like I said before, your horizontal leg could be twice as long on either side and moment will still be the same. The only thing that changes is the reaction at the...

Its just called bending. So you would really only need to check prying if your base plate was flexible enough. If the base plate was flexible enough to cause prying effects due to deformations, then it would look like this. The tension in the rod would actually be significantly bigger in...

I'm not sure I understood this, could you explain this with some sketches? Thanks

Totally right, minor axis bending does not require this check, as yielding is assumed to control and not buckling. Thanks, Yes, looking at this again, the horizontal leg experiences a larger moment and since it has the same cross-section, will control in regard to bending. Not sure why I missed...

Thanks for the keen observation Sherlock, that is the whole point of this discussion. Maybe reading is too much to ask for in this forum?

So there is this problem in the PE structural practice exam (NCEES). And I did my calculations and I'm not getting the same result. The "official" solution is this: Now here is my approach. This is a simple AISC 360-10 F11 Rectangular bar yielding check. The leg that has the load will bend...

Yeah... I guess some might be confused about the difference between load factors and wind speed factors. After all, the load (pressure) is a function of speed. And it is the speed that can be factored, well before we even get to a load factor, by quite a few factors (Kzt, Kd, Ke, and G) as...

Right, as ASCE 7 says, the conversion is needed when implementing a product that has been designed consistent with unfactored load effects (7-05 wind). This I assume would include the Importance factor, which is why ASCE 7 doesn't just convert Vult to Vasd using 7-10 and beyond wind loads. With...

https://www.iccsafe.org/wp-content/uploads/Master-I-Code-Adoption-Chart-AUG-2021.pdf Most jurisdictions lag behind on the adopted codes... but that's besides the point.

Not exactly old if you consider what has been legally adopted. A lot of jurisdictions still use IBC 2008 and ASCE 7-05. In any case, IBC 2021 still has the same conversion. ASCE 7-16 has the same wind speeds as ASCE 7-10, this is noted in 7-16. 7-16 also has the same table with the same...

From IBC 2012: From Guide to the wind Load Provisions of ASCE 7-10: From ASCE 7-10 Commentary: The difference between sqrt(1.6) and sqrt(0.6) is something that a lot of engineers seem to accept as an acceptable 2% difference, why make a big deal?. Fair enough, the calculated values...

ASCE 7 3-sec gust is the highest sustained gust in a 3-sec period measured at 10m. So that would be the maximum gust. Not sure how your local weather channel uses the term 3-sec gust. Hurricane wind speed is an average measured over a 1-min period at 10m. I don't know how reliable your local...

@JStephen, thanks for the input. Just so you know, this is entirely a fictitious scenario.

From ASCE 7-16 Section C26.5-1: The wind speeds used in the Saffir-Simpson Hurricane Wind Scale are defined in terms of a sustained wind speed with a 1-min averaging time at 33 ft (10 m) over open water. The ASCE 7 standard by comparison uses a 3-s gust speed at 33 ft (10 m) above ground in...