In December 1996, the then CEB validated a role workforce with the most goal to tricky layout directions for using FRP reinforcement according to the layout structure of the CEB-FIP version Code and Eurocode2. With the merger of CEB and FIP into fib in 1998, this activity team grew to become fib TG 9.3 FRP Reinforcement for concrete constructions in fee nine Reinforcing and Prestressing fabrics and structures. the duty crew comprises approximately 60 contributors, representing such a lot eu universities, examine institutes and commercial businesses operating within the box of complicated composite reinforcement for concrete buildings, in addition to corresponding participants from Canada, Japan and united states. conferences are held two times a yr and at the examine point its paintings is supported by means of the european TMR (European Union education and Mobility of Researchers) community "ConFibreCrete”.
The paintings of fib TG 9.3 is played via 5 operating events (WP):
Material checking out and Characterization (MT&C)
Reinforced Concrete (RC)
Prestressed Concrete (PC)
Externally Bonded Reinforcement (EBR)
Marketing and purposes (M&A)
This technical file constitutes the paintings carried out as of up to now via the EBR party.
This bulletin provides precise layout guidance at the use of FRP EBR, the sensible execution and the standard regulate, according to the present services and cutting-edge wisdom of the duty crew participants. it truly is considered as a development file since
it isn't the goal of this report back to conceal all elements of RC strengthening with composites. as a substitute, it makes a speciality of these elements that shape nearly all of the layout problems.
several of the subjects provided are topic of ongoing study and improvement, and the main points of a few modelling methods can be topic to destiny revisions.
as wisdom during this box is advancing speedily, the paintings of the EBR WP will continue.
Inspite of this restrict in scope, enormous attempt has been made to offer a bulletin that's today’s state-of-art within the quarter of strengthening of concrete buildings through externally bonded FRP reinforcement.
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Additional resources for FIB 14: Externally bonded FRP reinforcement for RC structures
X Mode 1: peeling-off in an uncracked anchorage zone The FRP may peel-off in the anchorage zone as a result of bond shear fracture through the concrete. x Mode 2: peeling-off caused at flexural cracks Flexural (vertical) cracks in the concrete may propagate horizontally and thus cause peeling-off of the FRP in regions far from the anchorage. x Mode 3: peeling-off caused at shear cracks Shear cracking in the concrete generally results in both horizontal and vertical opening, which may lead to FRP peeling-off.
Design should be such that brittle failure modes, such as shear and torsion, are excluded. 3), so that the strengthened member will fail in a ductile manner, despite the brittle nature of concrete crushing, FRP rupture or bond failure. Hence, the governing failure mode of a flexural member will be either steel yielding/concrete crushing (before FRP rupture or debonding) corresponding with zone B in Fig. 3-2, or steel yielding/FRP failure (either FRP rupture or bond failure) corresponding with zone A in Fig.
80f yk xe under the rare load combination (4-27) In a similar way, the FRP stress under service load should be limited as: ıf § h xe · E f ¨¨ İ c İ o ¸¸ d Șf fk under the quasi-permanent load combination (4-28) xe © ¹ 41 where K < 1 is the FRP stress limitation coefficient. This coefficient depends on the type of FRP and should be obtained through experiments. g. Yamaguchi et al. 3 may be suggested for CFRP, AFRP and GFRP, respectively. Note that as the design is often governed by the SLS, relative low FRP strains at service load may be expected, so that FRP creep rupture is typically not of concern.
FIB 14: Externally bonded FRP reinforcement for RC structures