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Re: HILTI Anchor for anchoring Vessels

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If you're interested in an undercut post installed US made anchor...................checkout

http://www.drillcogroup.com/


they've been around since the early 80's & have done extensive testing under all sorts of conditions


cheers
Bob

On 3/17/06, Harold Sprague <spraguehope(--nospam--at)hotmail.com> wrote:
The only thing that kept me from using the HILTI were the limitations on
length and metric diameters.  Covert custom makes anything you want.  So for
a vessel you can still use your stiffened weldments at the base.

Regards,
Harold Sprague





>From: Tom.Hunt(--nospam--at)fluor.com
>Reply-To: <seaint(--nospam--at)seaint.org>
>To: < seaint(--nospam--at)seaint.org>
>Subject: Re: HILTI Anchor for anchoring Vessels
>Date: Fri, 17 Mar 2006 11:38:11 -0800
>
>Rajendran,
>
>If you are trying to stay with HILTI note that they have a self drilling
>mechanical undercut anchor called the HILTI HDA and comes in two styles;
>one as a pre-set type and the other as a through-set type.  Call them or
>look up their catelog on the net.
>
>Thomas Hunt, S.E.
>Fluor
>
>
>
>
>
>"Harold Sprague" <spraguehope(--nospam--at)hotmail.com>
>03/17/2006 11:16 AM
>Please respond to seaint
>
>To
>seaint(--nospam--at)seaint.org
>cc
>
>Subject
>Re: HILTI Anchor for anchoring Vessels
>
>
>
>
>
>
>
>I have used a Covert "Ductile Undercut Anchor" post installed mechanical
>anchor rod and tensioned the anchor rods after installation.
>http://www.covertoperationsinc.com/duc.html
>On the applications that I have employed, the bolts were checked after a
>week and showed no relaxation.
>
>I would advise against tensioning an epoxy anchor.
>
>Regards,
>Harold Sprague
>
> >
> >   ----- Original Message -----
> >   From: Padmanabhan Rajendran
> >   To: seaint(--nospam--at)seaint.org
> >   Sent: Friday, March 17, 2006 6:58 AM
> >   Subject: HILTI Anchor for anchoring Vessels
> >
> >
> >   A client wants to set a vessel (8' dia X about 55' tall) on an
>existing,
> >2' thick, concrete mat, and anchor the vessel to the mat with 1" dia
>HILTI
> >epoxy grouted anchor rods. The tension and shear in the bolt is 11000 lbs
>
> >and 1000 lbs respectively. My scope of work is to determine the bolt
> >embedment depth. I understand that the bolt will be pretensioned after
>the
> >vessel is installed.
> >
> >   I used the published values of nominal bolt loads, adjustment factors
> >for edge distance and bolt spacing etc. to calculate the bolt embedment
> >depth.  One of the standard embedment lengths (12.375") is sufficient to
> >support the vessel.
> >
> >   What bothers me is that the post-installed epoxy anchors are not
> >approved by ACI 318 (See Appendix D for Scope of application) mainly
> >because the reliability of these type of anchors has not been certified
>in
> >accordance with ACI 355.2. However, the published bolt values in HILTI
> >catalog have been certified, by  ICC Evaluation Service, to conform to
>UBC
> >1997, and 2000 IBC. The certification stipulates that it is valid only
>when
> >the concrete is uncracked. The restriction stems from the fact that the
> >anchors were not tested in cracked concrete environment.
> >
> >   The current thinking in anchor bolt design is that the headed bolt, or
>
> >something similar, is the most effective anchor element. It is reported
> >that L- shaped and J-shaped bolt perform poorly, in comparison. If
>L-shaped
> >and J-shaped bolts perform poorly, how can a straight piece (despite
>having
> >threads) perform any better?
> >
> >   Is it possible to pretension an, un-sleeved, anchor bolt? Is it not
> >likely that concrete near the surface will crack?
> >
> >   Please share your thoughts and experiences, if any.
> >
> >   Thanks.
> >
> >   Rajendran
> >

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