If it is a shear wall designed via AISI tabulated values I think the limitations found in AiSi Supplement No 1. for shear walls would need to be followed. (ex. studs no greater than 24" o.c. all sheet steel edges attached to blocking or track @ required spacing.. etc.) While not specifically...
I am in support of blocking in the following locations:
1. Where necessary for LTB.
2. Where explicitly required by NDS (prescriptively or otherwise).
3. Where it may not quite be needed for 1 or 2 but can be easily provided and is fairly cheap.
(*4. Where required for stability of a...
The blocking I was referring to is truss blocking between trussed at interior bearing (No LFRS). Lets say a 50' span truss @ 8:12 with a bearing right at midspan. Are you planning on 16'-8" tall x 2' blocking panels between each truss? That may be a big ask, and not commonplace in my experience.
I's sticking with PAF's until someone complains or PDF's becomes so common I am forced to change. PDF is already taken in my vernacular (.pdf files.) I only have room for so many abbreviations in my memory bank these days.
I take it from several responses that "PDF" (I am assuming "Power Driven Fasteners") is the new term for pins then.. From Powder Actuated Fasteners (PAF) to Power Actuated Fasteners (PAF) to Power Driven Fasteners (PDF)..
This is almost as bad as welded wire reinf. a few years ago (Wire Mesh...
See note in previous post. I spec welded with a defined pattern(s) and allow substitution for submitted and approved alternate attachment of equivalent strength and stiffness. So far so good, but I do not allow this option for projects where diaphragm strength or stiffness is especially critical.
Yep.
Pins and screws have come a long way in the past few years, but still aren't perfect.
Welds are only as perfect as your welder..
Giving the contractor some leeway on method is nice so that if/when something gets messed up you can say - "you had a choice in the matter and you chose X - now...
Just FYI - Some tools for vibration analysis:
Floorvibe has been a very affordable program to look at vibrations per Design Guide 11
There are also some tools through AISC and SJI that can be used for vibration checks.
https://www.steeltools.org/floor.php...
I still think you may want to revisit the overall statics a bit. Unless the purlin is carrying bi-axial bending (and it might be - but a 2x is not going to carry much in weak-axis) then the only reaction would be normal to the purlin. The load parallel to the weak axis of the purlin would need...
Puddle welds on thinner chords can also be a big problem. Burn-through of chords is common with inexperienced welders (I have seen them burn a little 10k joist chord angle almost all the way in half before) and can be difficult to repair.
With any attachment method - make sure the fasteners are...
Working out the geometry for purlins across a slope is no fun. I do not frame like this often, but last time I did I had to sharpen the pencil a bit to work through all the geometry.
Here are a couple of thoughts
-I agree - No friction.
-For sloped roofs make sure you are considering the...
I agree with you here, and was trying to make that exact point. The sheathing in OP is similar to blocking at interior bearing, yet I would imagine that few of those who expressed support for the sheathing would also be in favor of blocking at interior supports (but could be wrong).
Personally...
I agree, which is why I keep bringing it up. To my knowledge no one is proposing full height blocking at interior bearings unless over a shear wall, so why would you in this (OP) condition unless it is meaningfully different in terms of torsional demand.
I agree here too. I think this is...
I have to admit I have not followed along with much precision, but I find myself less interested in comparing theoretical stability models as I do comparing performance of similar framing/conditions. I think it is the 2x10 blocking analogy that got this started, and the code-related requirement...
@ phamENG - I agree that PE can and sometimes does do special inspections, just not the norm in my experience. Especially with steel inspection. I know PE's that are not CWIs that can design the crap out of a weld group but would not know a slag inclusion from a burn-thru.. But some PE's are...
Interesting. I was under the impression that most structural engineers shy away from performing Special Inspections and tests I(especially of items such as steel and concrete) and generally only perform "Structural Observations" due to issues over inspector qualifications for various types of...
My money is on 8x8's coupled with another "are you crazy!" look or comment from owner/contractor.
There are some companies that make glue-lam posts for pole barns with pressure-treated plys below grade and a bit higher-graded lumber that might be worth checking out depending on your area and...
