I agree with your diagram in theory, but per AASHTO the No. of Studs = total shear load / stud capacity, where shear load is smaller of:
1) 0.85*f'c*b*ts
2) fy * Ag
So its not based directly on loading, but rather the force required to develop the strength of the slab or yielding in the full...
Kootk, that drawing is basically it. There are separate arch ties though and the floor beams frame into the ties. There is tension transferred to the deck and stringers, since they are indirectly attached to a giant tension member but thats another can of worms.
So I kind of answered my...
Hi,
I'm working on a tied arch. The deck is supported by continuous stringers. The stringers are supported by floor beams spaced @ 25'. The floor beams are supported by hanger rods attached to the arch ribs.
AASHTO requires (2) checks for shear studs:
Fatigue: Use VQ/It to calc shear flow due...
So for bolt shear due to flexural shear I did VQ/I to get shear flow in kip/in along the member then that x bolt spacing to get load per bolt. I can visualize that because the shear flow is per inch along the beam. For torsion though the shear flow is around the perimeter of the beam (although I...
I'm with you on steps a) and b). And for c) I agree you'd just add the bolt shear due to flexure and due to torsion, since I think they both act parallel to the beam. For c) though how do you account for the bolt spacing?
Hi,
The member is a steel box shape consisting of (4) plates held together with an angle in each corner. Each angle leg has a single bolt every 6" along the member length.
I calculated the shear on the angle bolts in the direction parallel to the span due to vertical shear using VQ/It.
For...
Hi,
I'm analyzing an old truss that has built-up diagonal members composed of (2) angles with lacing (forms a channel shape, with the lacing forming the web).
AASHTO Table 6.9.4.1.1-1 says the applicable buckling modes for channels are flexural buckling (FB) and flexural torsional buckling...
I'm confused with what "size classification" a 2x10 would be in AASHTO LRFD Table 8.4.1.1.4-1. That table gives different design values (allowable stresses prior to applying various strength factors) for the different size classifications which I listed in the original post.
Quick question... Southern Pine has the following size classifications:
2"-4" wide
5"-6" wide
8" wide
10" wide
12" wide
5"x5" and Larger
Is "wide" the larger dimension? Is a 2x10 considered (2"-4") or (10" wide)?!
Thanks
Hi,
Background:
I'm load rating a 3-sided culvert with about 3.5' of fill. There are provisions for slabs and culverts scattered throughout AASHTO LRFD Chapters 3, 4 and 5 as well as the MBE, and I find it confusing what is applicable to culvert frames vs culverts with simply supported top...
