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...
Looks cool, but there is no way that ends up looking anything remotely like that for any reasonable budget. At a first glance, I'm not sure you have enough length of ramps to meet many codes for max slope. I don't see much of a uniform lateral system, which further complicates things and...
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...
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...
