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Re: FRP Reinforcement

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David L. Fisher wrote:

Timothy:

 

We’ve had to use this material for several projects due to screw ups in the field.

 

The design is done by the supplier and based on every set of calcs I’ve seen, is

Based on simple “mechanics of materials” principles.

 

 

 

David L. Fisher SE PE

Senior Principal

 

Fisher and Partners

372 West Ontario

Suite 301

Chicago 60654

 

312.622.0409 (m)

312.573.1701

312.573.1726 (f)

 

www.fpse.com

 

 

-----Original Message-----
From: Timothy Hilton [mailto:thilton(--nospam--at)lhcengineers.com]
Sent: Tuesday, July 28, 2009 3:59 PM
To: seaint(--nospam--at)seaint.org
Subject: FRP Reinforcement

 

When reinforcing an existing concrete beam with FRP, do we just design for a brittle failure since it doesn’t yield?  I know ACI has a document but I don’t have it and I want to confirm that designing the reinforcing is a matter of simple mechanics, as with normal steel reinforcing.  Is there anything I’m missing?

 

I just need enough to explain to our client how we want to do it.   

"Simple?" Respectfully, no, it's not simple.

The requirements for this design are about as complex as anything found in ACI 318. There are many limit states requirements that must be calculated, and the calculated response to load is NOT linear by any means.

The provisions for the design are found in ACI 440.2. I would recommend that ANYONE involved with the implementation of such a repair get a copy of that standard, even if someone else is doing the design, so that you can understand what it entails.

FWIW, I don't agree with the endorsements for Fyfe, for reasons I'll not go into.

There are many such manufacturers now. I've had much better success with Sika, for example.
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