Studs for cast in place facing

[Jebisou]

I am looking for any information on the design of shear studs to resist the tension caused by lateral earth load behind a tied-back retaining wall and the shear from the self weight of the facing. AASHTO 6.13.2.11 has a formula to reduce the allowable tension of a bolt subjected to shear but I don't like the interaction formula since it doesn't take into accout how much shear the member is subject too. In my calculation the shear is only 5% of allowable. So I feel I should just be able to calculate the allowable tension (phi*As*Fu) and be done.

Others here don't feel the same way.

Any thoughts...... JEB

 

[msquared48]

If you can get your hands on a Nelson Stud catalog, that will have all the information you need.

Mike McCann
McCann Engineering

 

[PEinc]

I also install a work pad (plain concrete footing) under the wall facing. That way, I say the studs are not designed for shear (tension only). The wall facing load to the work pad gives a relatively low bearing pressure and the work pad acts as a firm level base upon which the wall forms can be set.