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RE: RFP Reinforcing[Subject Prev][Subject Next][Thread Prev][Thread Next]
- To: <seaint(--nospam--at)seaint.org>
- Subject: RE: RFP Reinforcing
- From: "Peter Griem" <griem(--nospam--at)slamcoll.com>
- Date: Fri, 20 Jun 2003 11:28:56 -0400
From: THunt(--nospam--at)absconsulting.com [mailto:THunt(--nospam--at)absconsulting.com]
Sent: Tuesday, June 17, 2003 1:41 PM
Subject: Re: RFP Reinforcing
I am guessing you mean "FRP" reinforcing (i.e. plastic rebar). If this is the case then you can find detailed information in ACI 440R-96 (Reapproved 2002) and ACI 440.1R-01.
On the design side, the issues are that the strengths are very high but with little ductility. The stress-strain curves are very straight then, boom, it breaks. This requires a different design proceed than we are normally use to with steel reinforcements. The other design issue is that these products normally have a very low modulus of elasticity compared to steel so deflection can be a real problem for elevated structures. The coefficient of thermal expansion between FRP and concrete can be another issue.
On the installation side, the big problem is that this stuff can not be field bent. Typically you have straight bars and put them together with pre-manufactured "L" or corner bars. This can make certain applications very congested.
Thomas Hunt, S.E.
06/17/2003 09:46 AM
Please respond to seaint
Subject: RFP Reinforcing
Has anyone used RFP bars for reinforced concrete members? If so, any lessons learned that can be passed along(i.e., cost, is bonding a problem, etc.)?
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