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RE: Questions about Slab/Column Connection and Detailing (incorrect subject in my previous email)

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Hui,

It is impossible to detail the connection as a pin and it won't help the
system even if you find a way to do it.  The connection is there, use it if
your code lets you.  If it doesn't, use the 2003 IBC provisions for ensuring
the joint can withstand the anticipated lateral deformations (don't have the
code here, think it is the modifications to chapter 21).  In essense you
have to keep the punching shear stress at the joint due to the vertical load
(ignoring the unbalanced moment) to something near 40%.

If you column is big an punching shear stresses low, your joint will have
enough ductility (current ACI provisions don't illustrate this fact).

Craig

-----Original Message-----
From: Hui LI [mailto:hli(--nospam--at)maengineering.com]
Sent: Tuesday, 27 July 2004 6:27 PM
To: seaint(--nospam--at)seaint.org
Subject: Questions about Slab/Column Connection and Detailing (incorrect
subject in my previous email)


Sorry to send this email again.

List members:

I am designing a condominium in seismic zone area. We are using only the
ShearWalls as Seismic/Wind resisting system and not the columns.

Questions are:

1)Should the Slab/Column connection be designed and detailed as a Pinned
connection without considering the moment transferred from slab?

2)The pinned connection will minimize the punching shear stress. But how to
detail the column/slab connection as pinned condition? some technical paper
mentions that closely spaced ties can be placed over a length equal to one
and one-half times the larger cross-sectional dimension of the column (#3 @
3 in.), Is this a common practice? Are there any other ways?

3)Are the columns to be designed/detailed per ACI 2002 Chapter 21,for
instance rebar splice at midheight of the column?

Your response is greatly appreciated.

Hui Li
Projection Engineer

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