@TRAK Thanks. Agreed. That seems like a reasonable solution, thanks!
A coworker suggested sizing the weld to develop the capacity of the HSS? But I was struggling to see where he was going with it or how you would actually calculate it. We started in Table J2.5 where it says the base metal is...
Hypothetical/Academic question:
Say we have an HSS3x3x1/4 fillet welded all around to a base plate. HSS is subject only to flexure. How do you calculate the capacity of the weld when the HSS has no workable flat?
We had found one spot in some SE study book that cited “diaphragm tearing” or localized diaphragm stresses near the edge of the wall, when there is not specific detailing of collectors and their connections along a line of framing into a shear wall, even when the connection between only the...
Sorry I don’t think I worded my last post properly. They say that even if the direct connection between diaphragm and resisting wall/frame is enough to transfer all of the load, you still need to design collectors along the entire length of that line of framing. Which essentially further reduces...
@jayrod12 I’ve had most of my bosses say if your shear wall/braced frame/moment frame is shorter than the length of the wall line/line of framing, you need to design everything along that shear wall line for axial load, but sounds like you’re saying the opposite? What gives
@JAE - got it thanks, I'll see what we can do to verify. Luckily we are in a desert with no snow:) Sounds like it would make this task a little more difficult.
Was already able to back-engineer the joists as well; (30psfDL+20psfLL)(6.6')+11.4plf(SW) = 342plf - Original 16H8 TL = 359plf
One...
@JAE - ahh I see. Original dead load was given as 30psf for bare metal deck roof. I was using this design load, in addition to the RTU point load to check against the V&M diagrams determined using the TL capacity from the tables. Seems like if we could confirm there is not 30psf up there, but...
@CDLD - Not sure I follow, but I am not dealing with the existing design loads. I know the capacity of the joist from the historical load tables so that is what I am comparing to.
Is there anything in the SJI standard that requires all joists to be designed for a ___# add load, or does it have to be designated in the structural drawings for that to happen?
Looking at adding a new exhaust fan to an existing roof (designed in 1983, H series joists) and am seeing that we...
I am designing concrete grade beams spanning to drilled piers to support 2 floors of data hall and a roof. Our detail has longitudinal reinforcing continuous over the drilled pier with the drilled pier verticals extending into the grade beam with a 180deg hook (see picture). I am looking into...
