Search results for query: *

There are some localities that will require an architect OR engineer stamp on all of the architectural drawings. I have been approached multiple times to do this. Like on projects that have no structural engineering nor structural aspects, they want me to "review" and stamp the architectural...

Thanks everyone. All those resources were good. I was hoping there would be a helpful table somewhere but I just had to use the Yield Limit equations which was a good exercise.

Does anyone have any references or knowledge for lateral design values for bolts through wood structural panels (OSB or plywood). The specific application is a bolted OSB gusset as a repair on a wood truss.

Does anyone have any information/advice on determining the buckling load of non-prismatic columns. I seem to remember doing this exercise in college (possibly involving integrating 1/EI(x) over the length?) but can't find any notes or anything in any of my textbooks on this.

Thanks for everyone's comments. This is not for any particular application, just the stuff that keeps me up at night.

Does anyone have any information on when (what KL/r) you could realistically expect a short column to yield in compression instead of buckle. In the AISC 360-16 code as KL/r goes to zero, Fe will go to infinity, and the Fcr term will go to Fy. Obviously you could solve for the Euler buckling...

Sandman21 - Where have you seen BRBF drifts being high? I am genuinely interested in what your experience has shown. I would think that BRBF's would have very low drift, even lower than SCBF because the connection region of the BRB's can sometimes significantly increase the brace stiffness, you...

I will just chime in with my experience. It really depends on what lateral system you are using. If you have braced frames or shear walls from what I have read it is HIGHLY unlikely that the building will ever see 2% drift. As an example this can be checked for braced frames by calculating the...

Thank you so much everybody for the help. It really is nice of everyone to help out fellow engineers. I have been using Celt83's python program. The VBA function I wrote works well for my office because it can be used just as a regular function in a spreadsheet, albeit with a long list of input...

Does anyone know of a good software/spreadsheet that checks bolt capacity under eccentric loads with the Instantaneous Center of Rotation (IC) Method. I made a VBA function that calculates it and it comes up with the same thing that the Steel Manual Tables has but that is a very limited set and...

Thanks for the information. It is interesting that NorthCivil said that getting CPEng is much more difficult than PE, but you, Agent666, said you think it would be a lot easier. Just peaks my curiosity as to what its really like.

NorthCivil, thanks so much for the great info. I will look more into getting on these lists. Most of our work is in Christchurch.

Is there anyone familiar with the process of becoming CPEng in New Zealand. We have done many jobs there and have always stamped it with a California SE stamp (and by stamped it, I mean completed the PS1+ forms), but have recently heard that they may start requiring an actual New Zealand...

I am going on my own next June in Utah. Ally yourself with me!

What type of braces will be used? For the frames that will be assembled in the shop I don't think it matters. If it were me I would design for bolted in the other direction, but with an alternate weld calculated, meaning that if the bolt holes don't line up then they can weld it to the gusset...

This was just curiosity on my part.

I worked out the math and a round HSS is in fact more efficient than a square HSS if they have the same areas, wall thicknesses, and yield strengths, but it will always be slightly bigger than the square HSS. A good example is HSS6x6x3/8 and HSS7.500x0.375. They have similar areas and wall...

I was trying to find the lightest shape for a column for a project I am working on. I thought that a round HSS would definitely be the lightest but it turned out that a square HSS is the lightest. Aren't round shapes supposed to be the most efficient for column buckling because they have the...

JAE - Where is that reference from?

It's a small company. Haha it seems like a fine line. I have been in a really good mood because I am excited for my new job. I think it came off as arrogant and smug yesterday so I am gonna have to tone it down. Not trying to burn any bridges, just trying to get through the week. I contacted...