The provision that weld lengths should be at least as long as the gap between them (perpendicular to the line of force) has been in the code for a long time.
A commentary from the 9th Edition for its section B3 states:
"...tests (Kulak, Fisher, and Struik, 1987) have shown that flat plates, or...
"I would be connecting the new steels to existing circular column via fin plates or steel angles which wont be a problem."
It might be a problem if you plan to weld onto that old column. The cap looks like a casting (cast iron?) which may not be weldable along with the column itself.
Should...
If the roof was to be removed then there would most likely be a structural engineer verifying that it could be removed (at least there should be).
But why in the world would the roof of a building be removed except in some large windstorm? I've heard of walls being removed for additions, doors...
Yes - I've seen city websites provide their "custom" loading criteria and mandate 90 mph wind using ASCE 7-16. I called them to suggest that the 90 mph wasn't valid as it was a service level wind and the 16 version used ultimate wind speeds. They didn't even understand what I was talking about.
I try to minimize depending on a geotechnical report as many times these reports offer suggestions, alternatives, etc. without specifying anything highly detailed. I have taken recommendations out of the geotech reports and integrated some of their language into my specifications or general...
You gotta do what's right - not what the contractor tells you to. I assume you'll do what's right but at some point I've had to tell contractors that I'll draw whatever they want done as long as they take responsibility for it after I leave the project.
I wouldn't even call it a cantilever retaining wall - the roof is there to laterally take out any horizontal loading from the soils, assuming you can design the diaphragm to transfer the loads properly and also to be stiff enough.
0"
It isn't usually a "weak" direction but a zero stiffness direction in my book - assuming you just have small cross bars welded to it. The manufacturer's don't specify any strength in that direction so I assume nothing.
If you need an extension - usually an edge angle or top plate extension...
Screw would go through a hole in the steel angle, penetrate through the composite, and then bite into the steel stud.
Tension would be taken via the thread grip on the steel stud - not the composite.
Shear would be taken into the composite and stud both - sort of a double one-way shear effect...
This reveals the great danger of we engineers using software.
I'm just as prone as others to simply plug and grind and get answers and draw those answers onto my plans.
Any software needs to be checked by hand several times before trust begins. Tough to do on large models but some checking is...
I'm trying to use a piece of composite decking as a filler between a CFS 16 gage (54 mil) stud and a steel ledger angle.
A metal stud wall is covered with a 5/8" thick sheathing - non-structural type material.
The idea is to cut out a small 2" x 4" piece of sheathing at each stud and then...
Note that decking and metal roofing are two different things.
The OP stated "decking" but not sure if that's what it is or not.
Decking leaks and is not meant to be a water barrier system.
