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RE: Seismic design of flatplates

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I was hooping to hear what is a common practice in situatons like I have
with shearwalls to take the horisontal earthquake force and laterial
interstory drift ratio of 0.15%.
I am aware of recent articles in ACI Structural Journals on this subject by
Megally and Ghali. They state that a slab-colmn connection must prossess the
ability to undergo a specified minimum laterial interstory drift ratio of
1.5%, which is 10 times what I calculate in my situation. Vu must not exeed
0.4 C Vc, where C is strength-reduction factor. This limit on Vu may be
difficult to satisfy without the use of drop panels or use of stud shear
reinforcement according to M. and G..  I assume they must be talking about
the use of flatplate on columns without shearwalls to resist earthquake

Einar Einarsson, CE

-----Original Message-----
From: Eric Lehmkuhl [mailto:eric_lehmkuhl(--nospam--at)]
Sent: 15. desember 2000 23:56
To: seaint(--nospam--at)
Subject: RE: Seismic design of flatplates

I would recommend studrail reinforcement for both strength and ductility.
There have been several articles on this in recent ACI Structural Journals.

Eric Lehmkuhl,  S.E.
KPFF Consulting Engineers, San Diego
(619) 521 8500 phone
(619) 521 8591 fax

-----Original Message-----
From: Einar Einarsson [mailto:einar(--nospam--at)]
Sent: Thursday, December 14, 2000 6:39 AM
To: 'seaint(--nospam--at)'
Subject: Seismic design of flatplates


I would like to hear from you.
 I am designing 7 story high concrete building.  It has shearwalls to resist
the  wind and earthquake loads and flatplates on columns to resist vertical
loads. My consern is about punching of the flatplates because of eccentric
punching during earthquake.  The expected effectiv ground peak acceleration
is 0.15g at the building site with 500 years return.
Do you have any recommendations.  Should I reduce the nominal shear strenght
of the concrete and provide shear stirrups ?
Are there any recommendations from Europe i.e. ceb/fip.

Einar Einarsson, CE.