[TowerTalk] Base Anchor Bolts

[Roger (K8RI) on TT]

On 11/3/2013 3:57 AM, Bryan Swadener wrote:
> The anchors I ordered from UST for my TX472 were Type-F.
> IIRC, they were 1-1/8" diameter x 27" L.  Yes, I could've
> researched them and saved some money by buying them
> from someone else.  However, the cost from UST didn't
> break the bank, and they were a phone call away.

"I think" the new design comes from design calculations
that will give a pull out strength that matches the
breaking strength of the concrete with a minimum of material.
OTOH, Be they J-bolt, welded nut and washer, or the new block between nuts,
all are more than sufficient, if the concrete is strong enough.

I have a minor in mathematics, but my math is far too old
(meaning I haven't used it in so long, I don't trust my figures)
to really prove it.  I couldn't do a derivative
or integral if my life depended on it, so like many other things at this 
age,
I place my faith in others. <:-))

I "remember doing" lots of calcs to come up with minimum materials for 
maximum
volume or strength.

Based on "rough" calcs (these are my opinions). I come up with the 
J-bolt being
over kill, but producing an asymmetrical load.

The welded nut and washer being symmetrical but a bit under maximum 
holding strength.
while the new approach produces a symmetrical load, near optimum 
strength, with a
minimum of material.

The loads are near symmetrical on each bolt with the up wind side being 
a pull and the
down wind side a push.

As I said, with my rusty math skills, these are my "opinions"

Like other things, math belongs in the "Use it or lose it" category.

73,

Roger (K8RI)

>   
> vy 73,
> Bryan WA7PRC
> ________________________________
> Date: Sun, 3 Nov 2013 01:13:53 -0500
> From: Matt KM5VI
> Subject: [TowerTalk] FW:  Base Anchor Bolts
>
> The link below shows some diagrams of different anchor bolt types.  Which
> ones do you have?  The last HDX572 design calculations I have from UST
> specify (6) 1" by 27" ASTM F1554, grade 55 (55,000 psi yield), with type E
> block arrangement using a 2" square x 5/8" thick A-36 (36,000 psi yield)
> steel block welded to the top die of the nut.  Min embedment was 21".  This
> arrangement with a 5.5' x 5.5' x 7.5' footing was rated at 55,000 ft lbs
> overturning moment in 100 psf soil.
>
> http://stanley-sales.com/media/e5b0d8a7677e8f11ffff89b7ffffe904.jpg
>
> I know that the ASCE revised the their standards a few years back resulting
> in more conservative designs for anchor bolt pull-out strength.  We
> routinely run computer analysis for anchor pull-out these days considering
> not only the embedment but also the overall geometry of the footing,  The
> last two shipments of grade 55  anchor bolts I purchased from my anchor
> supplier were fabricated to the new ASTM F1554  standard and were Type F
> with the heavy square block sandwiched between two welded nuts.  FYI -
> bolts I received from UST under the old design standards were ASTM A36
> (36,000 psi) with Type D washer & nut welded to the base.
>
> I have never heard of an anchor bolt pull-put failure on a UST.  I would be
> curious if anyone on the reflector has?
>
> Hope this helps,
>
> Matt
> KM5VI
> _______________________________________________
>
>
>
> _______________________________________________
> TowerTalk mailing list
> TowerTalk at contesting.com
> http://lists.contesting.com/mailman/listinfo/towertalk