LRFD Steel Design (Block Shear in Welded Connections) Question?
LRFD Steel Design (Block Shear in Welded Connections) Question?
(OP)
I have a question regarding block shear in welded connections designed for eccentric loading.
What is the "gross/net shear area" term given in AISC LRFD pg. 16.1-67 (2004 edition)? Is it the longest (largest) length of weld running parallel to loading, or is it the sum of the lengths of the weld running parallel to the loading?
[For example, if a L-angle is welded to a gusset plate (eccentric design) is it the length of the long side of the weld, or the sum of the long and short side (top and bottom)?]
Its hard to explain without being able to post a picture, if you don't understand the question let me know and I'll try and rephrase.
Thanks
What is the "gross/net shear area" term given in AISC LRFD pg. 16.1-67 (2004 edition)? Is it the longest (largest) length of weld running parallel to loading, or is it the sum of the lengths of the weld running parallel to the loading?
[For example, if a L-angle is welded to a gusset plate (eccentric design) is it the length of the long side of the weld, or the sum of the long and short side (top and bottom)?]
Its hard to explain without being able to post a picture, if you don't understand the question let me know and I'll try and rephrase.
Thanks





RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
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B A Tension Member
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C D |E
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RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
Alright, I figured I needed a picture and couldn't figure out how to post one if its possible, so excuse the crudeness of the above, but:
Given that the weld is from A to B to C to D by design, is the shear area the sum of the length of AB and CD times the throat, or just AB times the throat?
And also, why would the shear length not be ABCDE? In any failure the length DE, or from D vertically down to the edge of the gusset would have to fail, would it not? Is it not included in your gross/net shear area, and if not, why not?
Thanks.
RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
The only way you'd have a problem in the gusset in DE would be if you failed in the plate rather than the weld. Not sure how you'd do that unless you had very large (or maybe just very overstrength) welds on very thin gusset. In that case your failure would be around the outside of the weld, in the gusset.
What I'm not sure of is whether both of the above cases would be considered block shear. Both meet the criterion of having both shear and tension paths. Someone else can come along and dope-slap me on this.
Hg
RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
RE: LRFD Steel Design (Block Shear in Welded Connections) Question?
Hg