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Design Anchorage without Shear or Tension Load?

Design Anchorage without Shear or Tension Load?

Design Anchorage without Shear or Tension Load?

(OP)
Typically I have designed post-installed concrete anchorage for outdoor tanks that are subjected to wind load. With the wind load, I can establish an over-turning moment, and then design for the tension and shear load using ACI 318 Appendix D. When a tank is located indoors on a 4" deep housekeeping pad and is not subjected to a lateral load, how does someone determine the size and frequency of the post-installed concrete anchors? Without a lateral load does any code establish a minimum strength, I didn't find a minimum in ACI 318 appendix D.

RE: Design Anchorage without Shear or Tension Load?

Try the hilti profis software, it's located on their website. Also, I like to design tanks for "oopsies" like a forklift running into it by accident.

RE: Design Anchorage without Shear or Tension Load?

Even indoors, you'll still have seismic loads and 5 psf code mandated wind load. Beyond that, just be glad that it's easy to make the design work! Most engineers will also consider a lateral load of 2-5% of the weight of a structure regardless of environmental load conditions.

I like to debate structural engineering theory -- a lot. If I challenge you on something, know that I'm doing so because I respect your opinion enough to either change it or adopt it.

RE: Design Anchorage without Shear or Tension Load?

For larger steel storage tanks, they are typically not anchored unless required by the calculations.

RE: Design Anchorage without Shear or Tension Load?

(OP)
Thanks a lot guys, I decided to use the 10% of the vertical load.

RE: Design Anchorage without Shear or Tension Load?

ASCE 7-10 talks about when tanks are allowed to be free standing or friction held. However, we always anchor tanks because it's good practice.

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