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RE: Transferring Anchor Bolt Forces to Concrete

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Jim,

http://www.erico.com/product.asp?name=Terminator&level=Product

Regards,
Harold Sprague


> -----Original Message-----
> From:	Jim Persing [SMTP:jpersing(--nospam--at)ncfweb.net]
> Sent:	Thursday, June 08, 2000 11:56 PM
> To:	seaint(--nospam--at)seaint.org
> Subject:	RE: Transferring Anchor Bolt Forces to Concrete
> 
> Harold,
> 
> Thanks for the suggestion.  Where can I find out more about Lenton
> Terminators and where can they be purchased?
> 
> Jim
> 
> -----Original Message-----
> From: Sprague, Harold O. [mailto:SpragueHO(--nospam--at)bv.com]
> Sent: Thursday, June 08, 2000 6:24 PM
> To: seaint(--nospam--at)seaint.org
> Subject: RE: Transferring Anchor Bolt Forces to Concrete
> 
> Jim,
> 
> Design the vertical rebar adjacent to the anchor rod for the tensile
> loads.
> If the bar is too big to bend, provide Lenton Terminators on the top end
> of
> the rebar.
> 
> Design the anchor rod per Strength Design of Anchorage to Concrete, PCA
> for
> the applied loads using a headed anchor rod.
> 
> Design the length of the anchor rod long enough to where the projected
> failure cone intersects the rebar low enough to fully develop the vertical
> rebar.
> 
> Provide sufficient confinement reinforcing to resist side-face blow out.
> 
> Don't even consider smooth bar bond.  It is too variable which is why the
> last appearance of smooth bar was in ACI 318-63.  I have seen an iron
> worker
> back out an unheaded anchor rod with a 4 ft embedment by hand with a spud
> wrench.
> 
> Regards,
> Harold Sprague
> 
> 
> > -----Original Message-----
> > From: Jim Persing [SMTP:jpersing(--nospam--at)ncfweb.net]
> > Sent: Thursday, June 08, 2000 7:53 PM
> > To:   SEAINT
> > Subject:      Transferring Anchor Bolt Forces to Concrete
> >
> > I have a client who wants to use a 30" diameter CIP Pile (with no pile
> > cap)
> > to support a column with a moment connected base plate.  There are four
> 1
> > 1/2" diameter anchor bolts which each have a 75 k factored load (UBC
> > Section
> > 1923).  I normally would use a footing with enough edge distance to
> > develop
> > a shear cone for the anchor bolts but since these bolts are only 3 3/4
> > inches from the sides of the pile a "cone" type development of the
> anchor
> > bolt does not seem to be an option.
> >
> > Does anybody have any ideas how to transfer the loads to the reinforcing
> > in
> > the pile?  I think development lengths for smooth bars have been removed
> > from the code.  I see footings occasionally which have 30" to 48" long
> > anchor bolts but I'm not sure how the tension force transfer is
> justified.
> >
> > Any help/suggestions would be appreciated.
> >
> > Jim Persing
> >
> 
> 
> 
>