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2024年3月25日发(作者:织梦采集视频教程)
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Guide for the Design and Construction of Concrete Reinforced with FRP
Bars (ACI 440.1R-03)
Copyright ASCE 2005
A. Nanni
1
1
Vernon & Maralee Jones professor of Civil Engineering, Center for Infrastructure
Engineering Studies, 1870 Miner Circle, ERL 224, University of Missouri – Rolla,
Rolla, MO 65409, USA; PH (573) 341-6215: FAX (573) 341-6215; e-mail:
nanni@
Abstract
This paper reports on the key features of the “Guide for the Design and
Construction of Concrete Reinforced with FRP Bars” issued by the American
Concrete Institute (ACI). For new construction, FRP bars have been used as the
internal reinforcement in concrete members to replace conventional steel rebars for a
host of reasons. The principles for design and construction were first established and
proposed to industry in 2001. The third revision of the guide is now under
preparation.
The Existing Document
In 2001, the American Concrete Institute (ACI) published the first guide offering
recommendations for design and construction of FRP-reinforced concrete (RC)
structures as an emerging technology (ACI 440, 2001). The document was re-issued
with some minor changes in 2003 (ACI 440, 2003). At present, the ACI Technical
Committee 440 is working on the third edition that presents some significant changes
from the current document. The current and new ACI documents of reference only
address non-prestressed FRP reinforcement. A separate ACI guide is devoted to
prestressed concrete using FRP tendons.
General
FRP materials are anisotropic and are characterized by high tensile strength with no
yielding only in the direction of the reinforcing fibers. This anisotropic behavior
affects the shear strength and dowel action of FRP bars, as well as their bond
performance. Design procedures account for a lack of ductility in concrete reinforced
with FRP bars. An FRP-RC member is designed based on its required strength and
then checked for serviceability and ultimate state criteria (e.g., crack width,
deflection, fatigue and creep rupture endurance). In many instances, serviceability
criteria may control the design.
1
Structures Congress 2005
Structures 2005
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Design values. The design tensile strength that should be used in all design equations
*
is given as
f
fu
=
C
E
f
fu
, where: f
fu
= design tensile strength of FRP considering
reductions for service environment; C
E
= environmental reduction factor given in
Table 1 for various fiber types and exposure conditions; and f
*
fu
= guaranteed tensile
strength of an FRP bar defined as the mean tensile strength of a sample of test
specimens, f
*
u,ave
,,minus three times the standard deviation,
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