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Re: northern construction

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I would think your possible choices to resist lateral loads might be........

1. Batter piles
2. Bracing between pilings
3. Bending resistance of the piles

Jim Kestner, P.E.
Green Bay, Wi.

Al Greene wrote:

> Terrence,
> Perhaps the existing adfreeze piles do have the strength to handle wind
> shear.  If not, you might try additional adfreeze piling that might also
> serve for future structural expansion.
> Best regards,
> Al Greene
> (Previously a CE with Sohio/BPAlaska at Prudhoe Bay)
>                 -----Original Message-----
>                 From:   terrence turner [mailto:tnturner(--nospam--at)]
>                 Sent:   Saturday, January 23, 1999 12:29 PM
>                 To:     seaint(--nospam--at)
>                 Subject:        northern construction
>                 What a difference a year makes.  Last year, at this time, I
> was designing a
>                 structure in Kingston, Jamaica and now im grappling with the
> site
>                 conditions and practises of Iqualit, North West Territories.
> Is anyone
>                 familiar with the standard practise in northern construction
> of how to
>                 transfer the wind shear at the ground floor to grade?  The
> building is a
>                 two storey structure, supported on steel pile
> groups(adfreeze piles).
>                 There are 5 to 4  6" piles at braced framed locations.  The
> standard bay
>                 size is 5.7m by 5.7m and the bracing system (cheveron(k)
> bracing) to the
>                 ground floor consists of Hss rectangular(4/5 x 3) sections.
> The distance
>                 between grade and the ground floor is aproximately 1.2 m
> (4').My problem is
>                 how to transfer the wind shear from the ground floor to
> grade(permafrost).
>                 The piles are relatively slender so I would assume their
> flexural
>                 resistance is very limited.  I was thinking of coming up
> with another
>                 system of chevron bracing but i have space limitations due
> to a utilideck
>                 which runs beneath the structure and the compactness of the
> pile groups .
>                 Any suggestions?
>                 Thanks in advance
>                 Jon Turner