A Preliminary Evaluation of Carbon Fibre Reinforced Polymer Plates for Strengthening Reinforced Concrete Members.

Garden, H N; Hollaway, L.; Thorne, A.M.

doi:10.1680/istbu.1997.29302

Cited by 60 publications

(12 citation statements)

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“…Hutchinson and Rahimi (1993) and Saadatmanesh and Ehsani (1991) have shown that the CFRP poststrengthening can lead to a catastrophic brittle failure in the form of plate peeling. This is consistent with the work of Quantrill et al (1995) and Garden et al (1993). Plate peeling can be overcome by using external anchorage (Spadea et al, 1998), which extend into the compression zone of the beams.…”

Section: Introductionsupporting

confidence: 90%

Smeared crack models of RC beams with externally bonded CFRP plates

Fanning

Kelly²

2000

Computational Mechanics

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Concrete, a complex mix of variously sized aggregates, sand, water, additives and cement binder, is one of the more common engineering materials used for the design and construction of structures and bridges. Concrete is characterised by good compressive strength properties but it demands the use of internal reinforcement, generally in the form of round steel bars, to carry tensile stresses. The strength of the resulting element is dependent on the amount and distribution of steel reinforcement included during construction. It is not however possible to include additional internal reinforcement after construction in the event of the applied loading being increased and therefore consideration must be given to strengthening the structure externally, demolishing it, or con®ning it to speci®c usage, for example a maximum weight restriction on a bridge. In circumstances where restricted usage is not practicable structural strengthening is generally more favourable than demolition and replacement. Research in the area of strengthening of existing bridge beams is currently topical in the European Union given recent EU directives, aimed at encouraging free trade and movement of goods and services, which require all bridges to take 40 tonne vehicles.This paper describes the numerical modelling procedures employed, using smeared crack models available in ANSYS V5.4, to capture the load-deformation response and modes of failure, of reinforced concrete beams which have been strengthened, using carbon ®bre reinforced polymer (CFRP) composite material plates. Experimental veri®cations of these simulations have also been performed and are discussed in the present paper.

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Section: Introductionsupporting

confidence: 90%

Smeared crack models of RC beams with externally bonded CFRP plates

Fanning

Kelly²

2000

Computational Mechanics

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“…Extending the CFRP composite to cover the entire hogging zone, such as in beams E2, E4 and E5, or the entire sagging zone, such as in beams E3 and E4, did not prevent brittle separation of the CFRP laminates. The peeling failure, which occurred for the continuous beam tested in this experimental investigation is similar to that observed for simply supported beams tested elsewhere 1,3,5,6 . Table 4 summarises the total failure load P t (the sum of the two mid-span point loads) and 8 the ultimate load enhancement ratio () which is the ratio of the ultimate load of an externally strengthened beam to that of the control beam.…”

Section: Modes and Loads Of Failuresupporting

confidence: 78%

“…Although several research studies have been conducted on the strengthening and repair of simply supported reinforced concrete beams using external plates [1][2][3][4][5][6][7] , there is little reported work on the behaviour of strengthened continuous beams [8][9][10] . The authors 8 previously tested a series of two span reinforced concrete beams with external CFRP sheets.…”

Section: Introductionmentioning

confidence: 99%

CFRP strengthened continuous concrete beams

El-Refaie¹,

Ashour²,

Garrity³

2003

Structures Bu

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This paper reports the testing of five reinforced concrete continuous beams strengthened in flexure with externally bonded carbon fibre reinforced polymer (CFRP) laminates. All beams had the same geometrical dimensions and internal steel reinforcement. The main parameters studied were the position and form of the CFRP laminates. Three of the beams were strengthened using different arrangements of CFRP plate reinforcement and one was strengthened using CFRP sheets. The performance of the CFRP strengthened beams was compared with that of an unstrengthened control beam. Peeling failure was the dominant mode of failure for all the strengthened beams tested. The beam strengthened with both top and bottom CFRP plates produced the highest load capacity. It was found that the longitudinal elastic shear stresses at the adhesive/concrete interface calculated at beam failure were close to the limiting value recommended in the Concrete Society Technical Report 55.

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“…The anchorage avoided also concrete fracture at the ends of the plates during the load tests. The need for plate end anchorage arises also during the load testing of beams strengthened with initially unstressed plates; this was demonstrated by the authors in a previous investigation of anchorage [21,22].…”

Section: Plate End Anchorage Systems Usedmentioning

confidence: 97%

The strengthening and deformation behaviour of reinforced concrete beams upgraded using prestressed composite plates

1998

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A B S T R A C T R I~ S U M I~Externally bonded steel plates have been used worldwide for over twenty years to strengthen concrete members, but the disadvantages include the transportation and installation of heavy plates and steel corrosion. Polymeric composites avoid these disadvantages and provide an equally effective method of strengthening. The advantages of composites are exploited further by prestressing them before bonding to the concrete. This paper is concerned with the response of such prestressed members to applied load.After strengthening with externally bonded carbon fibre reinforced polymer (CFRP) plates, a number of beams of 1.0 m and 4.5 m lengths were tested in four point bending. The plates were bonded without prestress and with prestress levels ranging from 25% to 50% of the plate strength. The ultimate capacities of the nonprestressed beams were significantly higher than those of the unplated members and plate prestress brought about yet further strengthening. Prestressed plates are utilised more efficiently than non-prestressed plates, since a given plate strain is associated with a lower structural deformation in a prestressed member. The internal steel rebars yielded at a higher proportion of the ultimate capacity in the prestressed beams. Prestressing lowers the position of the neutral axis so more of the concrete section is loaded in compression, making more efficient use of the concrete.

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A Preliminary Evaluation of Carbon Fibre Reinforced Polymer Plates for Strengthening Reinforced Concrete Members.

Cited by 60 publications

References 0 publications

Smeared crack models of RC beams with externally bonded CFRP plates

Smeared crack models of RC beams with externally bonded CFRP plates

CFRP strengthened continuous concrete beams

The strengthening and deformation behaviour of reinforced concrete beams upgraded using prestressed composite plates

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