4" by 4 " angle 1/4 "
4" by 4 " angle 1/4 "
(OP)
i have welded an angle to 16 ga. metal studs to support the end of a lightweight truss. is there a difference in the strength of the support relative to the orientation of the angle? trusses weigh 45 lbs. angle is welded twice per stud ( top/bottom ) at 12" intervals.






RE: 4" by 4 " angle 1/4 "
1. Welding the angle to the side of the studs induces excentric loading to the stud. You have to look at the condition of the stud: its length, is it braced at the top?, stud gage etc.
2. Welding to steel studs is an art, it is very easy to burn right through and leave no support. So, not only do you have to calculate the loading to correctly size the weld, it has to be performed in the field correctly.
3. The best detail is if you can put the angle on top of the studs, then the load is transfered to the stud vertically. That is not always possible, especially if the truss bearing has to slope along the wall.
Just some things to consider.
RE: 4" by 4 " angle 1/4 "
RE: 4" by 4 " angle 1/4 "
RE: 4" by 4 " angle 1/4 "
RE: 4" by 4 " angle 1/4 "
Deflection will be the same whether the orientation is leg up or leg down.
Hope this helps.
RE: 4" by 4 " angle 1/4 "
RE: 4" by 4 " angle 1/4 "
Again, I go back to the real "weak" point of the system which is the excentrically loaded welded connection to the steel studs. It is the same condition with leg up or leg down, but the key is a structurally sound weld.
RE: 4" by 4 " angle 1/4 "
RE: 4" by 4 " angle 1/4 "
Some authorities will tell you that there IS a structural difference between putting the vertical leg up and putting it downwards (as Sven has said previously).
There is a basic problem of local plate buckling if the maximum compression is at the toe of the vertical leg.
The Australian code (which is pretty hot on most aspects of buckling) specifies a reduced moment capacity for any plate element of a rolled steel section restrained at one edge and with maximum compression at the opposite edge which has b/t > 9 (ie outstand/thickness, which is 15 for your angle). If the steel is anything better than basic mild steel, the restriction is more severe.
If you have any doubt, ask yourself what would happen if your section was only 1/8 or 1/16 inch thick (or try a simple cardboard scale model - that will demonstrate the basic problem).