You are correct that I was referring to the boundary nailing for the "applies to the fastener". I went down this same rabbit hole a month ago, just proving to myself that the nails I put in a collector would indeed hit the shear values given in the tables (so I ended up calcing my nail as Z' *...
The SDPWS table is based on wind and the diaphragm values include the following: Per IBC 2306.2, you get a 1.4 increase for diaphragms, which can apply to the fastener. To convert the table to seismic you need to divide the table values by 1.4.
334plf * 1.4 = 468plf.
I can't remember the ESR...
Definitely C, there's no way I could meet B with the surrounding terrain. If I had a 26' long girder in a 26'x26' bays, I wouldn't take 2 * L^2/3 for my area on a girder, that would be shooting myself in the foot. I'd use its actual area, and in my case, the bearing wall is 26' long too; so...
I had literally typed this same thing out in response to @TheDW in regards to truss manufacturers using MWFRS loads over C&C but backed it out due to not being able to write it elegantly enough. That being said, I agree with this.
@Aesur, yes my dead loads are very close to 10psf (just shy of...
@lexpatrie, I'm looking at bearing walls only; no lateral walls. But, I do understand what you are saying about the wall effective area vs a stud in the wall effective area. However, even using the bearing wall's effective area, it still lands me with C&C loads.
@Jayrod, that is exactly what I was looking for! Thank you!
@Aesur, 115mph is vanilla in the middle of North Carolina for Risk Cat II (it's the lowest windspeed in NC and the majority of the US); it definitely ramps up toward the coastline. My bearing walls are 26' on center. For an interior...
@lexpatrie: Yes I have done this type of project before, however, not at the mean roof height that I have, nor with a sawtooth roof, hence the higher C&C loads. As for my tributary area to establish the C&C load, I'm using L^2/3, similar to a wall stud; however, the effective area I'm using at...
I'm designing a 4 story wood framed apartment in a vanilla wind zone (i.e. Vult = 115mph). Given the architectural geometry, I'm using a steel framed 2nd floor with slab on metal deck (essentially a podium slab) which supports two additional floors and the roof. The roof happens to be in a...
All of the responses make complete sense. The fact that the assembly doesn’t open up until the pretension is overcome means no elongation in the bolts until that force is reached. Will share this with the office. Have a nice Thanksgiving.
thread507-253463
I normally just browse through eng-tips and rarely ever post (this may be my first post!)
Looking through threads, I saw one from 8 years ago that touched on a questionable debate we were having in the office last week. The question was, if you have pretensioned bolts...
