Typically we do a pin on one end and a slip, with an actual slip connection clip - something like the Simpson TC, the opposite and alternate every other truss. This way you do have a pin for the wall/diaphragm connection and you have a slip the opposite end.
The reason I use 10 sq-ft is because that is the lower bound for the factors, not because the trib area is actually 10 sq-ft.
Good info and good to know some of the players do it better. I don't recall who was the manufacturer on the ones I have seen recently using full length including splices.
There are corners left to be cut in PEMBs?
I agree with everyone else here, I wouldn't' touch it and if you did you would need to re-calculate everything and you will be hard pressed to get it to work without strengthening. We ended up on one where an owner ordered a kit online without knowing...
Interesting information, I'll need to read into it. It has been my experience that since it's a multispan situation you can use the full length for the C&C wind as I have seen commonly done by pretty much everyone I know. If what you state is true, then EVERY PEMB ever built is inadequate and...
Chapter 17 of the IBC has load testing requirements. Most that we have done so far consisted of loading a roof or other members to test gravity loading.
keep in mind, you could always have them do a load test. We have had a few instances where something didn't calc out on paper, but load testing showed way more than enough capacity even when considering safety factors.
@JStructsteel I recommend always using model merge in RISA, often times this can find these kinds of mistakes in modeling. I once saw a model where an engineer was copying nodes a lot to draw plates, ended up having over 5000 extra duplicate nodes in the model and was taking 30+ minutes to run...
We calculate and submit almost every gravity member and shear walls and diaphragms, but do put "B1 sim" etc.. where we can, typically this helps with beams or lintels mostly. The jurisdictions where we design high end houses scrutinize the calculations more for houses more than they do...
I recommend going through design guide 2, which you appear to be doing. It is common to see holes in wide flanges for mech ducts, pipes etc.., my preference is to locate as close to the midspan as possible, where moment is highest and shear is lowest and to locate centered in the web. I...
I can't think of any benefits, but if it's engineered for that I don't necessarily see a structural concern.
My first thoughts on downsides:
1. May not be economical due to the orientation of the members as technically there is a difference in stiffness/moment of inertia for same depth members...
I'm not against advising a client that there exists a change, however I would make sure that there is an actual change, sometimes there are adjustments on the backend that result in the same design. IE, look at wind speeds, they have continually changed, but so too have the coefficients and...
There are in my opinion two ways this tends to go:
1. The building is designed generically and the design team doesn't know what tenant will be in the building. In This scenario if it's unknown then the bay spacing is typically either set by the architect, or the engineer is brought in early...
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...
