Need a book? Engineering books recommendations...

Return to index: [Subject] [Thread] [Date] [Author]

RE: Precast DT's & topping next to wall

[Subject Prev][Subject Next][Thread Prev][Thread Next]
Go to
There are connectors that precasters use to deal with those situations.  There are other manufacturers also.  Talk to a local precaster and he can steer you to ones that they will be likely to use.

Jim Getaz <jgetaz(--nospam--at)> wrote:
No. That does not mean Option 2 is the best approach,
In you case, with a CIP wall, I like Option 1. I would
have the CIP subcontractor hold the shearwall down a foot and extend the
double tee flange 6" over it. Then, the #4s can be bent down (around a
pipe for proper radius) and when the topping is poured the top of the
wall can be completed.
We usually use P/C shearwalls and "pretopped" - that is
full-thickness flange - double tees, and connect between them with PSA
slotted inserts from JVI if they carry enough load. When they do not we
tend to end up with a long loose plate welded to a lot of inserts - or
maybe a series of them to help adjust for tolerances, though this can
develop more local moment. An angle welded below can support the flange
edge though not as well as pouring beneath it.
Jim Getaz
Chief Engineer
Shockey Precast Group
Winchester, Virginia

-----Original Message-----
From: Glen Underwood [mailto:gunderwood(--nospam--at)]
Sent: Monday, May 01, 2006 1:22 PM
To: seaint(--nospam--at)
Subject: Precast DT's & topping next to wall

We have a parking structure that uses long span precast double tees,
cast-in-place topping, framing into cast-in-place shear walls. At the
of the building, where the last DT runs parallel to the end wall (not
supported by it), we have a compatibility issue. The DT is designed to
free-span the 60', but the diaphragm to shear wall connection is #4's at
in o.c. doweled into the wall and cast into the topping.

It seems there are two ways to approach this -

1. Let the wall support the slab & DT flange, and check the slab to
connection for the reactions it would see to be sure it could carry the
load. The trib width to the connection would probably be at least 1/2
full DT width (not just the cantilevered flange portion).


2. Try to allow for vertical deflection of the slab relative to the
wall. Use a bond-breaker, and either slotted inserts, or foam wrapped

I do not care for option 2 - as I don't think it is realistic to design
detail a proper connection that would both allow vertical deflection but

still provide a positive diaphragm to shear wall connection.

This must come up frequently in precast construction. Is option 1 the
common approach/solution?

Glen A. Underwood, S.E.
Clark Pacific

******* ****** ******* ******** ******* ******* ******* ***
* Read list FAQ at:
* This email was sent to you via Structural Engineers
* Association of Southern California (SEAOSC) server. To
* subscribe (no fee) or UnSubscribe, please go to:
* Questions to seaint-ad(--nospam--at) Remember, any email you
* send to the list is public domain and may be re-posted
* without your permission. Make sure you visit our web
* site at:
******* ****** ****** ****** ******* ****** ****** ********

Talk is cheap. Use Yahoo! Messenger to make PC-to-Phone calls. Great rates starting at 1¢/min.