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RE: PEMB's and lateral deflection

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-----Original Message-----
From: Jordan Truesdell, PE [mailto:seaint1(--nospam--at)] 
Sent: Tuesday, June 07, 2005 3:01 PM
To: seaint(--nospam--at)
Subject: Re: PEMB's and lateral deflection

It is feasible/practical to lower the footing and add a key to resist 
the horizontal thrust?

Rich Lewis wrote:

>In typical PEMB's I use hairpins or tie rods to tie the
>2 ends of the rigid frames.  Since this is 475' long this doesn't seem
>practical.  I see it as 2 options: 1) design the exterior footing for
>overturning force.  This will make it a large footing.  2) tie the base
>the frame to the first interior column, at one end 150' and the other
>120'.  Both have their advantages and disadvantages.
>Which method have you typically used for large horizontal thrusts on
>span rigid frames?

-----/Original Message-----

What we TYPICALLY do for PEMBs in Texas is have a large grade beam at
the edge, both to transmit wall loads to the soil and to provide
resistance against thrust. There are drilled shaft footings at the
columns, sitting underneath the edge beam. Normally I don't
dowel-connect the pier to the grade beam, but in this case I'd surely
make an exception (and check the interface for direct shear/shear
friction--actually, you might find you don't need the dowels after all).

I haven't done a foundation as large as the one Rich describes, but I
would think this sort of thing would scale reasonably well. Hairpins
plus edge-beam plus drilled shafts with or without dowels across the

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