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RE: Column Base Plates

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Appendix D in ACI 318-02 will be "Anchorage to Concrete."  At present
the information can be found in a PCA publication (Strength Design of
Anchorage to Concrete, by Ron Cook) and in the IBC.

- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Michael Valley, P.E., S.E.                   E-mail: mtv(--nospam--at)skilling.com
Skilling Ward Magnusson Barkshire Inc.              Tel:(206)292-1200
1301 Fifth Ave, #3200,  Seattle  WA 98101-2699      Fax:        -1201

-----Original Message-----
From: Panos Trochalakis [mailto:panost(--nospam--at)ckcps.com]
Sent: Thursday, August 09, 2001 10:49 AM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Column Base Plates


Where in ACI 318 Appendix D is the 8f'c called out? Appendix D in
ACI318-99
is the notation Appendix. Is this were I should be looking?

thanks in advance


-----Original Message-----
From: Silva John (sj) [mailto:Silva(--nospam--at)hilti.com]
Sent: Thursday, August 09, 2001 10:09 AM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Column Base Plates


In ACI 318 Appendix D, 8f'c represents a conservative limit on the
bearing
stress at the head of a headed anchor to preclude concrete crushing.
Because
the concrete is stressed triaxially, the limiting value is much higher
than
the uniaxial compression strength. Leaving the code aside, whether
this
value is equally applicable to the concrete stress under a baseplate
(i.e.,
as a limiting value to avoid crushing) depends on the confinement
conditions.

Regards,

John Silva
silva(--nospam--at)hilti.com

-----Original Message-----
From: Ron Hill [mailto:ronhill(--nospam--at)hillce.com]
Sent: Thursday, August 09, 2001 06:40 AM
To: seaint(--nospam--at)seaint.org
Subject: RE: Column Base Plates


The values of allowable compression are:
1.  0.35 f'c
2. 0.7 f'c
3. 8 f'c

Values 1 and 2 are from AISC.  Value 3 is from R. Cooks anchorage in
concrete book from PCA.

For FEA I would be inclined to use 3. for areas under the column web
and
flange as the allowable.  Depending on the size of the pier or footing
, I
would use the values of 1 or 2 for areas near and at the edge of the
base
plate.

Ronald Hill, P.E.
HILL Consulting Engineering
Birmingham, Alabama  USA
Phone: 205.823.4784
FAX: 205.823.4145
Email: ronhill(--nospam--at)hillce.com
Efax: 509.275.8095
http:\\www.hillce.com

-----Original Message-----
From: Jim Kestner [mailto:jkestner(--nospam--at)somervilleinc.com]
Sent: Thursday, August 09, 2001 7:50 AM
To: 'seaint(--nospam--at)seaint.org'
Subject: RE: Column Base Plates


The Risa Analysis did prove that the bending stress in the plates were
quite acceptable, however, the concrete bearing stress exceeded the
allowable. I have decided to reinforce the plates.

Thanks to all those who helped!

Jim Kestner
Somerville Inc.
2100 Riverside Drive
Green Bay, Wi  54301
(920) 437-8136
Fax (920) 437-1131

-----Original Message-----
From:	Syed Basith [SMTP:syed_breng(--nospam--at)hotmail.com]
Sent:	Wednesday, August 08, 2001 1:52 PM
To:	seaint(--nospam--at)seaint.org
Subject:	Re: Column Base Plates

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