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Does anybody know why the site is down and or another place I can get point precipitation frequency estimates?

The wind load in the Z direction and there are concentrated loads in the Z direction as well. This is some sort of cantilevered steel structure.

@retired13, yes the reactions from wind in Z-dir is included. That would be load case 11

k and k-ft

Extreme Wind in the X direction is LC12. The headers for the reactions in this order: Joint, LC, FX, FY, RZ, MOM-X, MOM-Y, MOM-Z

Columns are W6x20 and the cross member is W6x9. Here is the 3D model of the structure and still waiting on site photos. Also, here are the reactions Nodes 63 and 64 would be the (2) columns on the the (1) pier foundation. Don't know if the hoops are lapped correctly. Scheduling a site visit...

To answer a couple of questions: I am working on getting more pictures of the steel structure above. Haven't been to the site to measure the width of the cracks yet. The grating by the pier is for a person to stand on for operating some electrical equipment. The site is located in the outer...

All, so the vertical reinforcement is actually (18) #8 rebars spaced equally. But, only a single #4 tie for shear reinforcement. Which meets the 0.5% so do you think the thermal expansion is still the case because of inadequate shear reinforcement?

Wiktor, I'm trying to get the column loads and the piers are 13'-0" deep.

Yes, that is an electrical ground wire. This is in a electrical substation.

There are (6) in total with this double column configuration and all are cracking similarly.

@WARose yes, I provide (2) #4 for shear reinforcement and just checking the 0.5% what they provided is 0.727 in^2/bar and what is required is 1.01 in^2/bar. Is this foundation repairable or should it just be replaced?

I forgot to add that the shear reinforcement is a single #4 tie 3" from top of concrete.

What can cause this type of cracking? My first guess is lack of adequate shear reinforcement or some eccentric loading based on the anchor bolt/column configuration. The piers were constructed in 2009 and designed by someone else. Piers are 5'-0" in diameter with #4 ties at 12" O.C. vertical...

@Ron so if the middle third of the load is not meeting specification what course of action would you recommend to take when the concrete is already in the hole? Would you tear out concrete for low air or is that unreasonable? My guess is that it is up for the owner to decide ultimately? The...

Link Going back to this thread and I had an issue on site with the Contractor, Concrete Testing Agent, and Concrete Supplier/QC person while on site. Our specification states we need a MINIMUM of (1) test for slump and air content per ASTM guidelines which state to perform these test in the...