ASCE 41-17 chapter 12 has default values for a variety of light frame wall systems. They list the default lower-bound strength for a gypsum wallboard sheathed wall as 85 plf.
Lex,
Can you calm down with the accusations? Fel was clearly responding to Aesur who asked "Does simply referencing it make it contract documents or not?" Fel was just trying to say that the act of referencing it does not automatically make it part of the contract documents.
At the end of the...
@Aesur I think the big thing is that construction documents (to use a more precise term) should show the final product and any required means and methods to get there (m&m not shown become contractor's m&m). The geotech report is more of a basis of design document that the structural engineer...
I'm surprised seeing the reactions to fel3 since I've also heard that the geotech report shouldn't be part of the contract documents. I've always heard that geotechnical reports are aimed at providing information to the architects and engineers who can then work those recommendations into their...
I'm not suggesting that you change the properties from CAD to PDF. I'm suggesting you take the vector PDF that you already have and "print" it to PDF as an image. Doing this won't decrease the file size, it will probably increase it. But it will make it a lot simpler for your computer/printer to...
If vector images are very dense with a lot of hatching, they can runner slower than raster images even with smaller file sizes. You may be able to take the vector PDF and print it to an raster PDF before sending it to the printer. In Bluebeam, hit print and select Bluebeam PDF as your printer...
Just because you found a detail online that shows a truss supported a certain way doesn't mean that is the only way trusses are allowed to be supported...
The first 3 modes are typically some combination of UX, UY and RZ (torsion). It looks like your first two modes both have a fairly significant UX and RZ components which is not uncommon when UX and RZ are coupled (ie when x-direction movement causes torsion).
I'm not really understanding the...
I think that the AISC methodology was to design the moment strength vs unbraced length curve specifically around the case where Cb = 1.0 and then to amplify the moment strength values based on the calculated Cb.
They may have done this just for simplicity, but I think there also may be a...
I didn't notice before that it looks like the core on the right side stops one level above the podium which definitely makes the story above the podium look like it would be a soft story
My assumption is that you do have columns below those discontinuous shear walls, but you're not modeling them because you only wanted to model the lateral-force-resisting system? The lateral behavior of the building is very dependent on those columns so they should be modeled. With the computing...
@Enable, I had to double take when I looked at your welded splice detail because the angle is shown so much smaller than the bars, I couldn't see how it could develop the bar force (and even if it had the same cross sectional area, it would be hard to count on the entire cross section due to...
Your first mode is the mode that corresponds to the largest period (ie most flexible). For a building of uniform stiffness, the first mode (or first 3 modes which are usually X, Y and torsion) should account for a large portion of the mass. But if you have a relatively flexible superstructure on...
YoungGunner mentioned that they are hiring freshman and sophomores that haven't had a structural class:
And it sounds like they are hiring a lot of them:
I would guess that YoungGunner's success rate is more due to their company's willingness to hire young students than due to that bizarre...
What do you mean by this? Are you saying that because something is intuitive, there shouldn't be equations to represent it? Or are you suggesting the equations are wrong, and that the orientation in Figure R22.9.4.3b should have more shear capacity than if the bars were oriented as in Figure...
The actual shear capacity would be some combination of the friction against the surface (due to the weight, not due to the clamping effect of the bars), and the dowel action of the bars (considering them to be shear dowels rather than tension members). Depending on the application and/or the...
Here's a physical explanation that makes more sense to me. Imagine you have a surface with aggregate interlock and a bar oriented opposite of the shear friction:
Once the shear is applies, the interlocked aggregate will try to slide over each other therefore moving out and toward the...
It could be a little more clear, but Equations 7-35 and 7-37 provide the acceptance criteria for force-controlled actions for LSP or LDP. Similarly, equation 7-38 provides the acceptance criteria for NSP or NDP. These only apply to forces from respective their analysis procedures. The...
I'm not sure where the formula comes from, but this is for a pinned connection following Eurocode recommendations to ensure that the connection will have adequate flexibility to behave approximately like a pin. AISC also has thickness restrictions for simple shear end plate connections. In fact...
