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RE: northern construction

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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)glen-net.ca]
		Sent:	Saturday, January 23, 1999 12:29 PM
		To:	seaint(--nospam--at)seaint.org
		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