RE: Anchor Bolts Revisited[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: "'seaint(--nospam--at)seaint.org'" <seaint(--nospam--at)seaint.org>
- Subject: RE: Anchor Bolts Revisited
- From: Charlie Carter <carter(--nospam--at)aiscmail.com>
- Date: Fri, 25 Aug 2000 12:02:43 -0500
>How well do the hooked anchor bolts perform compared to the straight anchor
>bolts with nuts for tension loading?
I know this may fly in the face of common practice, but I personally would not recommend that hooked rods be used to resist calculated tensile forces, paricularly if the hook accounts for the majority of the strength. If all is perfect, a hooked rod can provide anchorage as calculated. But it's pretty likely that the oil from threading will remain on the rod. I suspect this is why there have been cases of failure of hooked rods that just pull the hook (semi-straightened) through the concrete (like a snake around the bend).
>I am reviewing some shop drawings for some mast arm structures. These
>typically have drilled shaft foundations and historically the fabricators
>have used very long anchor bolts (7'-0" long anchor bolts are not uncommon)
>with a "J-Hook" at the bottom.
>Perhaps one of the fabricators can answer this one: Are the long anchor
>bolts provided for convenience (since the fabricator typically does not
>design the foundation and therefore, does not know what kind of reinforcing,
>etc. is provided for the load transfer)?
Although I'd always encourage a fabricator to provide value engineering input, I don't think the fabricator is the appropriate party to select and/or provide the design of anchor rods. Perhaps that wasn't your intent, but in any case, anchorage devices should be designed and specified by the engineer of record.
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