[TowerTalk] RE: Tower bolts

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On 9/30/2004 2:18:11 PM, Al Williams (alwilliams at olywa.net) wrote:
> I
> don't know if the UST supplied bolts for the HDX572 are identical or
> similar to those used for the TX-472 but if they are;
> they are not ordinary straight bolts but rather are in the shape of a J.
> The bottom of the J is only 27" overall with only 22" embedded
> in the concrete.  The foundation stress analysis claims a Pullout
> Capacity = 258,490 pounds and states it is OK.  I can't
> determine
>
> anything in the tower stress analysis that shows what the pullout stress
>
> is.  Perhaps someone can explain what benefit is obtained by having the
>
> bolts bent into a J  in the concrete.

I can't give you the formulas or tested result numbers. Those books are boxed away.

BUT....

I can tell you that in my 35 years as a Licensed Chicago contractor...I never once
saw a blueprint/engineering drawing that did not specify a 'ANCHOR BOLT'.
And by ANCHOR BOLT, it was always specified to have a bent leg, sometimes L shaped and 
sometimes J shaped.
L shaped was more common.

They recently did a major road way improvement near me.
It required new Valmont Light pole standards.
All the mounting bolts (1 inch diameter, 48 inches long) were L shaped.


If you do what the specification calls for....you WON'T regret it!