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RE: Enercalc-Pole Embedment in Soil

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Mark-
But why reinvent the wheel?
Regards,
Bill Cain S.E.

	-----Original Message-----
	From:	Mark Pemberton [SMTP:Markp(--nospam--at)lbdg.com]
	Sent:	Monday, November 13, 2000 8:11 AM
	To:	'seaint(--nospam--at)seaint.org'
	Subject:	RE: Enercalc-Pole Embedment in Soil

	The UBC formula can be reworked mathematically into
	a formula with terms dependant on shear and moment
	separately.  This allows for calculation of lateral
	bearing pressure for pin connection or moment connection 
	without shear.

	Mark Pemberton, P.E.


	-----Original Message-----
	From: BCainse(--nospam--at)aol.com [mailto:BCainse(--nospam--at)aol.com]
	Sent: Sunday, November 12, 2000 5:03 PM
	To: seaint(--nospam--at)seaint.org
	Subject: Re: Enercalc-Pole Embedment in Soil


	George-
	It is not the depth of the pier that is important but the relative
stiffness

	of the pier to soil (or rock).  The simplest treatment I've seen for
	treating 
	this is a 1957 ASCE paper by E. Czerniak.  This paper treats short
piers 
	(defined as having a Length to diameter ratio of 10 or less) as
rigid.  It
	is 
	a more rational formula than the Outdoor Advertising Sign group that

	developed the UBC formula.  It will treat any combination of Shear
and 
	moment.  This allows treatment of piers fixed or pinned.  The UBC
formula is

	really limited to a pole loaded at the top.
	Regards,
	Bill Cain SE
	Albany CA