Bolt Through Concrete Wall Connection Design

[Grant M]

Hi all,

I am currently working on a bracing design for a rectangular, above-ground wastewater tank which is already in place. New stainless steel tubes (acting almost entirely in tension) are being installed to brace the tank walls. Due to the high tension loads (ranging from 40-kips to 60-kips), I am thinking a through-bolt connection with a baseplate on each side is the safest approach for anchoring these beams to the concrete walls.



I am thinking of checking the wall for punching shear at the baseplate in compression, and making sure the anchor rods have sufficient tensile strength for the connection. Is there anything else I should check for this, or does anyone have any advice on a design guide for a concrete wall through-bolt connection?

Thank you!
Grant

 

[Greenalleycat]

If the water level is where you've shown it relative to the bolts, isn't this a massive leak risk?

 

[EdStainless]

And what stainless steel are you using?
The risk of crevice corrosion and stress corrosion cracking of the SS need to be considered.

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P.E. Metallurgy, consulting work welcomed

 

[Grant M]

As far as a leak risk yes that was definitely considered, we would have a good amount of sealant around the connection, beneath the baseplate, etc.

Similar penetrations have been made through this tank in the past, so the owner and my engineering supervisor are not too concerned with that, however.

 

[Grant M]

EdStainless,

We will be using 304SS.

 

[Greenalleycat]

I take it that external struts at the corners to brace it in compression isn't a viable solution?
I'd make sure your plates are very thick in this proposed installation to minimise any movement in the plate itself

 

[Grant M]

Greenalleycat,

Unfortunately external struts are not a viable option here. But agreed, I plan on being a bit over-conservative on my plate design for that exact reason to mitigate the risk of leaking.

 

[GC_Hopi]

I take it counterfort walls are not an option if external struts are not. There is no option to brace the top of the wall? Another option is to core a hole to continue the HSS through the wall then have some connection on the outside of the wall or a splice in the HSS. Not sure what that connection/splice would be... field weld a ring to the HSS end, concrete filled HSS with CIP patch, two HSS pieces with a splice in the middle (could be an internal bolted splice)

 

[KootK]

I'd just check it as an Appendix D anchorage group with h_ef = wall thickness. If you get any extra for the plate, just call that a bonus. I like to prestress the anchors a bit too.

 

[GC_Hopi]

Also check the existing wall for punching shear and flexure. Hopefully you wont have to reinforce the existing wall or tighten up the spacing of your strut.

 

[HTURKAK]

Below find my opinion;
- I am not sure that the stainless steel tubes acting almost entirely in tension.. The steel tube can be assumed as tension element for the wall but , the steel tube itself rigidly connected to the wall , that is , the angular rotation at the conn. will mean moment for the steel tube..

- Your approach of checking the wall for punching shear at the baseplate in compression and the anchor rods have sufficient tensile strength for the connection is OK...











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