From: "Sprague, Harold O." <SpragueHO(--nospam--at)bv.com>
Date: Thu, 10 Feb 2000 15:22:38 -0600
You are correct. There is not much guidance on how to design tie beams.
Avoid a "tension tie" per se' due to the requirement of mechanical splices.
I would size a tension tie so that not all the bars need to be fully
effective (size for 3 bars, provide 4), use staggered lap splices. Confine
the splice zone with closed hoops. Re:"Foundation Design and Construction
Manual" by Butler Manufacturing.
> -----Original Message-----
> From: marfra(--nospam--at)opus.co.tt [SMTP:marfra(--nospam--at)opus.co.tt]
> Sent: Thursday, February 10, 2000 7:52 AM
> To: seaint(--nospam--at)seaint.org
> Subject: R.C. tie beams-help
> I'm designing a warehouse in a seismic zone3 area with columns at 100ft
> centers in one direction and 15ft centers in the other. The foundations
> are piled and of course the pile caps must be tied in both directions
> with tie beams.
> These tie beams are in tension. Should i only check the tension bond
> between the reinforcement and concrete. What about slenderness , minimum
> dimensions of the tie beam crack widths etc.? I did not see this covered
> in ACI 318.
> Thank you
> mark francois engineer