You only calculate 34 psf for C&C wind loading for 160 mph wind speeds? That seems extremely low for 160 mph. What exposure category are you using, are there parapets, what trib area, what Ke and Kd factor? What zone, 4 or 5?
Can you provide a sketch of what you have, you say they are connected...
What are the hollow core planks currently sitting on, was a track checked as beam to see if it could support the loading and transfer to the studs, it may make more sense than originally thought when considering this. It is common to use a HSS on top of the top track for vertical loading in CFS...
Assuming this is a block and strap shear wall, as long as the strap length is sufficient to transfer to the sheathing I don't see any major issue with it; otherwise maybe you need a longer strap or something tying the blocking together to transfer to the force to the sheathing based on sheathing...
What kind of time line would you need to continue working on the project, if you are needing say a week or 2 to catch up there is a chance our responses would be different than say needing a few months.
Do you have any colleagues you could 1099 the work to and keep it running through you by...
Not aware of a software that has circular concrete shapes built in, however about 10 years ago I built a spreadsheet doing this, wasn't that difficult figuring out the formulas for a circular shape instead of a square shape. Unfortunately, I cannot share the file as it was developed for a...
I agree with KootK here and want to add: I disagree with your idea of keeping the loading off the joists, if the angles are attached to the joists, the joists will see the loading. Additionally, look at the components, you will be relying on the steel joist for tension loading in the top chord...
@Martino8 What exactly are you trying to do here? Retrofit an existing PEMB or design a new PEMB without going through a supplier?
If you are trying to retrofit an existing PEMB, depending on what you are doing, you will need to as-built the structure and most likely heavily reinforce areas of...
I too have always questioned that in the IRC. This is why I just provide engineered designs instead of IRC for most residential projects, granted most we do require IBC anyways.
I suspect that what really happens is the gyp finishes does more work than the let-in bracing.
I think what is missing here is the connection of the wall to truss. Typically you have standard out of plane attachment, I would expect each truss to have toe nails or a clip for attaching the truss to the double top plate. The other item to consider in your case is the drag component, I would...
I think what XR250 is referring too here is the largest gap is 4" per code.
As for loading, there is no study that I'm aware of that reduces wind for this, I would use the parapet loading. The only thing I could even think of, which doesn't apply here, is in the commentary there is something...
I use the basic combinations and use 0.6D for uplift combinations. As HDStructural said 2/3 is for alternative load combinations, and it can be beneficial to use those in some cases.
Yes - While you could design the concrete to transfer the force to the hairpins, simply extending the anchors down to the hairpin won't do it. Your method of force transfer here is applying a shear load to the top of the concrete, which requires checking for concrete breakout. This typically...
I agree with bones206. I haven't seen, nor designed one as shown above to date and typically avoid this at all costs due to concrete breakout calculations for the thrust loading.
Grout would offset the foundation potentially affecting anchors (size and grade by the PEMB typically, embed by foundation designer) due to eccentricity, resulting in a field tolerance that isn't necessarily in their control. This would probably result in spending a few pennies more and PEMB's...
