RC Beams Strengthened with GFRP Plates. I: Experimental Study

Saadatmanesh, Hamid; Ehsani, Mohammad Reza

doi:10.1061/(asce)0733-9445(1991)117:11(3417)

Cited by 501 publications

(156 citation statements)

References 7 publications

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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: 79%

“…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%

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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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Section: Modes and Loads Of Failuresupporting

confidence: 79%

Section: Introductionmentioning

confidence: 99%

CFRP strengthened continuous concrete beams

El-Refaie¹,

Ashour²,

Garrity³

2003

Structures Bu

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“…Then, the tensile force per unit width in the FRP sheet, T u , depends on the compressive strength of concrete, f' c , and the effective bond length L e . (42) when the stiffness of the strengthened concrete element is much higher than the FRP stiffness, L e is defined as: G a and G c are the shear modulus of the resin and concrete. Poisson ratios for concrete and resin are taken as 0.50 and 0.38 respectively for the case where the concrete is in the plastic range as explained in [30].…”

Section: Wu and Niu Modelmentioning

confidence: 99%

Statistical analysis of existing models for flexural strengthening of concrete bridge beams using FRP sheets

Ceci

Casas

Ghosn

2012

Construction and Building Materials

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This paper performs a statistical analysis of previously proposed models for resisting the debonding of FRP sheets used in strengthening reinforced and prestressed concrete beams. End debonding and intermediate crack-induced debonding modes of failure are studied for beams in flexure. Two different databases are assembled from published experimental debonding tests on concrete beams of different span lengths. The first database contains the results of four point bending tests performed to study the behavior of the FRP-concrete bond at the end of the FRP sheet. The second database which includes four point bending tests, three point bending tests and one point loading tests, has been created to examine intermediate crack-induced debonding. These two databases are significantly larger than those used in developing any of the existing debonding strength models and provide a solid basis for assessing the performance of such models. A regression analysis reviews the relationship between the experimentally measured loads that caused debonding to the model predicted values as well as the bias and the variability in the prediction models. This regression analysis allows for drawing conclusions on the most appropriate and accurate models, from a statistical point of view, that may be used in a follow up reliability-based calibration of partial safety factors. The applicability of such information for the development of design specifications for strengthening of deteriorated concrete bridges is highlighted. This will be implemented in a forthcoming companion paper.

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“…To study the effect of various CFRP types (strips and sheet) and shear reinforcement configurations on the shear behaviour of the beam. 4. To study the bond mechanism between the CFRP laminates and the concrete surface.…”

Section: Introductionmentioning

confidence: 99%

Structural Behavior of Strengthened RC Beams in Shear using CFRP Strips

Ibrahim¹,

Mansor²,

Hameed³

2017

TOCIEJ

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Carbon fiber reinforced polymers (CFRP) were widely used in strengthening of reinforced concrete members in the last few years. Experimental and theoretical investigations were carried out to find the behavior of reinforced concrete beams strengthened in shear by CFRP strips. Six beams measured of 200x300x2000mm were investigated. The variables investigated in this work are orientation (vertical and inclined) and the spacing between CFRP strips.It was found that the strengthening by CFRP strips increased the crack, yield and ultimate load by 10%, 71% and 77% respectively on average. Inclined CFRP strips show a better performance than vertical CFRP strips with same distances and increase the yield and ultimate load by 11% and 13% respectively on average. By covering all faces of specimen with CFRP strips, the yield and ultimate load increased by 82% and 95% respectively. Using the CFRP strips changed the failure model from shear to flexural by increasing the shear strength, so the ductility was increased by 198% on average. CFRP increased the strain in compression face of concrete and the value was greater than (0.003). For all strengthened specimens, there was no effect on CFRP strips.

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RC Beams Strengthened with GFRP Plates. I: Experimental Study

Cited by 501 publications

References 7 publications

CFRP strengthened continuous concrete beams

CFRP strengthened continuous concrete beams

Statistical analysis of existing models for flexural strengthening of concrete bridge beams using FRP sheets

Structural Behavior of Strengthened RC Beams in Shear using CFRP Strips

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