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[SEAOC] Re: [SEAOC] Re: [SEAOC] Footings' Tie Beams[Subject Prev][Subject Next][Thread Prev][Thread Next]
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- Subject: [SEAOC] Re: [SEAOC] Re: [SEAOC] Footings' Tie Beams
- From: MDear885(--nospam--at)aol.com
- Date: Tue, 18 Jun 1996 11:52:49 -0400
In a message dated 96-06-17 00:41:54 EDT, you write: >The requirement really is intended for deep foundation types. The reason >being that in the eventuality that there is normal soil settlement, >earthquake induced consolidation, or liquefaction, the top portions of the >piles and pile caps will be exposed with no lateral support; by providing the >ties the piles and caps act more like columns and with the tie beam they will >act as a frame. This is a valid reason and only in deep footings. I also think it helps distribute lateral loads when caissons are used for such resistance, particularaly where soil conditions are variable. Soils engineers seem to require tie beams as a method of limiting differential settlement. But this is clearly ineffective since the stiffness of such beams is very low. The only possible effect they might have is to increase the effective area of the footing and reduce, therefore, the soil pressure. The tensile properties can prevent lateral movement of perimeter footings where settlement may occur near a slope. I think that an effective tie system can be incorporated into the slab on grade for tensile resistance. Mark ...
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