Anchor Bolts for Moment Frames

[MacGruber22]

Our firm always provides over-sized base plate hole for anchor bolts, which is accepted industry practice as far as I am aware. However, our details indicate the same condition for columns part of moment frames with our any modification. So, I modified the detail for the moment frame base plates to include heavy washers welded to the base plate. However, when the project was reviewed internally, they said that "we don't do that", but they weren't clear why it was OK not to provide that detail. I am a bit confused by this, as I am not aware that there is a standard for pretensioning ASTM F1554 rods to develop shear in the faying surface. The detail has no other provisions (shear lugs, etc.) to develop shear, so I don't know what I am missing.

 

[MacGruber22]

To interject a partial recap:

1. It is not inconceivable to rely on some friction, if justifiable and continuously available (permanent DL), for low shear loads.
2. Friction is a likely "no-no" for seismic-controlling loads
3. It sounds like some people at my firm are assuming...we all know where that can lead.
4. I should change the title of the OP to "darn SE's and their under-projected anchor rods"

 

[darthsoilsguy2]

@PG i didn't really want to talk about steel drawings, concrete drawings, structural drawings, shop drawings, erection drawings.... because there is variation procedures and naming in the global industry and you end up in a circular internet discussion about nothing. the point was to make it longer, and in most cases in my region, that would be on the Project Structural Drawings and then again in the Concrete Shop Drawings. and how does geotech and steel relate... At least in USA, the firm performing soils inspection work typically does any concrete and steel inspection work... so working in a Geotechnical firm is certainly a reasonable place for people who wish to be experts in structural steel. economically it might not be very good career move, but it use to be, and those are both 2 different topics altogether.

Now that renaming the title per item #4 as proposed by the OP, i will go to the well one more time with immunity to threadjacking charges.... i know a few superintendents who specifically request their fabricator supply additional threaded length when they put the order in. On 1 job i recall the bolts sticking out about 5" or so past the nut. I did most of the pre-pour inspections on the bolts but that only partially relieved my worries when the first columns were hung and the SE told me on-site that there was no way there was enough embedment and then took me to see the GC. The super showed the order and took us to the laydown area to measure some unplaced rods. He looked like he really enjoyed proving the base assumption of the engineers was wrong.