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RE: Palo Alto grade beam and piers

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The designer could also consider using better materials.  2500 psi concrete
and Grade 40 bars are pretty minimal.

	-----Original Message-----
	From:	Harold Sprague [SMTP:harold.sprague(--nospam--at)neenan.com]
	Sent:	Friday, October 23, 1998 1:45 PM
	To:	'seaint(--nospam--at)seaint.org'
	Subject:	RE: Palo Alto grade beam and piers

	The 1.33 factor is for ASD only.  Concrete for piers should be done
in
	strength design.  

	There is a procedure in an earthquake engineering book by Dowrick
which
	speaks to this issue.  He suggests that the confining steel be
designed for
	the lateral strength of the pier.  The idea is to have the mode of
failure
	in bending as opposed to shear.

	Harold Sprague, P.E.
	The Neenan Company
	harold.sprague(--nospam--at)neenan.com


	-----Original Message-----
	From: Sandra Estrella [mailto:sestrella(--nospam--at)leasung.com]
	Sent: Friday, October 23, 1998 5:32 AM
	To: seaint(--nospam--at)seaint.org
	Subject: 


	Hi everyone,
	I have a project in Palo Alto where I have a pile(pier) and Grade
beam
	foundation.
	The pile(pier)  is 16" Dim. and 12'-00" deep  with 4-# 5 vertical
	reinforcement and originally  I had spaced my transverse
reinformence
	with # 3 bars @ 16" o.c.  The plan chker. wants me to use section
	1809.5.2.2 of the U.B.C. to redesign my teansverse reinforcement.
	Section 1809.5.2.2 then send me to section 1921.4.4.1 since my ties
are
	rectangular. Using formula 21-4 and setting the fallowing values:
	#3 ties Area-2x.11=.22
	hc-7"
	f'c-2500 psi
	fyh-40,000psi
	I get 5.6 " o.c. which I think is too close.  Can I used 1.33 factor
to
	increase my spacing?
	It this calc. correct or I am missing something?
	Where I can find reference about pile (pier) design ?
	Any Historycal/technical respond about this subject will be greatly
	apreciated.
	Thanks
	 F. Duarte, EIT
	--
	Francisco Duarte
	Lea and Sung Engineering, Inc.
	Tel: 1-510-887-4086
	Fax: 1-510-887-3019