[TowerTalk] Re: Tower bolts

[Jim Schnaidt <kj0m@mchsi.com>]

On Sep 30, 2004, at 5:26 PM, towertalk-request@contesting.com wrote:

> -----Original Message-----
> From: Al Williams [mailto:alwilliams@olywa.net]
> Sent: Thursday, September 30, 2004 12:18 PM
> To: Bill Turini; towertalk@contesting.com
> Subject: Re: [TowerTalk] RE: Tower bolts
>
> 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.
>
> Also, is the UST supplied stress analysis valid if the J bolts are
> replaced with straight bolts?  What effect would that have on a 
> building
> permit and an insurance claim if the tower failed?
>
> k7puc

When I installed my TX-472 MDP 2 years ago, US Tower sent me 3 bolts, 1 
1/4", I think 27" long and straight. These did not have a J or L, they 
were straight, threaded rods. They did have 2 nuts on the end that was 
embedded in the concrete and 2 nuts on the tower end. I can't imagine 
pulling those nuts out of 20+ inches of concrete. I'm not sure why they 
didn't use J or L bolts, but then again, I can't imagine they'd have 
sent the wrong ones.

73,

Jim
KJ0M

._._.

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