Study on crack width and crack resistance of eccentrically tensioned steel-reinforced concrete members prestressed by CFRP tendons

Moment-deformation curves of square steel tube filled with steel reinforced concrete subjected to bending load were simulated by the ABAQUS software. Calculated and experimental curves agreed well with each other. Through studying further the calculated member, the behavior of materials subjected to moment is given. Finally, flexural capacity formula of square steel tube filled with cross steel reinforced concrete is proposed.

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Minimum thickness of concrete members reinforced with fibre reinforced polymer bars

Canadian Journal of Civil Engineering ◽

10.1139/l01-021 ◽

2001 ◽

Vol 28 (4) ◽

pp. 583-592 ◽

Cited By ~ 3

Author(s):

Amin Ghali ◽

Tara Hall ◽

William Bobey

Keyword(s):

Reinforced Concrete ◽

Minimum Thickness ◽

Reinforced Polymers ◽

Flexural Members ◽

Steel Reinforced Concrete ◽

Concrete Members ◽

Reinforced Polymer ◽

Steel Bars ◽

Fibre Reinforced Polymer ◽

Frp Bars

To avoid excessive deflection most design codes specify the ratio (l/h)s, the span to minimum thickness of concrete members without prestressing. Use of the values of (l/h)s specified by the codes, in selecting the thickness of members, usually yields satisfactory results when the members are reinforced with steel bars. Fibre reinforced polymer (FRP) bars have an elastic modulus lower than that of steel. As a result, the values of (l/h)s specified in codes for steel-reinforced concrete would lead to excessive deflection if adopted for FRP-reinforced concrete. In this paper, an equation is developed giving the ratio (l/h)f for use with FRP bars in terms of (l/h)s and (εs/εf), where εs and εf are the maximum strain allowed at service in steel and FRP bars, respectively. To control the width of cracks, ACI 318-99 specifies εs = 1200 × 106 for steel bars having a modulus of elasticity, Es, of 200 GPa and a yield strength, fy, of 400 MPa. At present, there is no value specified for εf; a value is recommended in this paper.Key words: concrete, cracking, deflection, fibre reinforced polymers, flexural members, minimum thickness.

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Cracking behaviour of concrete beams reinforced with fiber reinforced plastic rebars

Canadian Journal of Civil Engineering ◽

10.1139/l96-926 ◽

1996 ◽

Vol 23 (6) ◽

pp. 1172-1179 ◽

Cited By ~ 12

Author(s):

R. Masmoudi ◽

B. Benmokrane ◽

O. Chaallal

Keyword(s):

Reinforced Concrete ◽

Crack Width ◽

Concrete Beams ◽

Reinforcement Ratio ◽

Test Results ◽

Fiber Reinforced ◽

Fiber Reinforced Plastic ◽

Concrete Members ◽

Reinforced Plastic ◽

Cracking Pattern

This paper presents the results of an experimental investigation on the cracking behaviour of concrete beams reinforced with fiber reinforced plastic rebars. The effects of reinforcement ratio on the cracking pattern, crack spacing, cracking moment, and crack width are investigated. The test results indicate that the reinforcement ratio has no meaningful effect on the cracking moment, which can be calculated as recommended by the ACI code. Also, the use of the equations adopted by ACI and the European codes for the prediction of crack width of conventionally reinforced concrete members is investigated and due modifications are made. Both relationships show good correlation with the test results; and the prediction of crack width of concrete beams reinforced with these two types of fiber reinforced plastic rebars is now possible. Key words: beam, cracking behaviour, cracking moment, crack width, fiber reinforced plastic, flexure, rebars, reinforced concrete, reinforcement ratio.

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Analysis on Flexural Capacity of FRP Reinforced Concrete Members

Advanced Materials Research ◽

10.4028/www.scientific.net/amr.446-449.98 ◽

2012 ◽

Vol 446-449 ◽

pp. 98-101

Author(s):

Chun Xia Li ◽

Zhi Sheng Ding ◽

Shi Lin Yan

Keyword(s):

Reinforced Concrete ◽

Material Properties ◽

Failure Modes ◽

Reinforcement Ratio ◽

Flexural Capacity ◽

Steel Reinforced Concrete ◽

Concrete Members

The balanced reinforcement ratio of FRP-reinforced concrete members and the flexural capacity under two different failure modes (concrete crushing and FRP rupture) are established, based on the analysis on flexural capacity of steel-reinforced concrete members in current concrete code. The effect of material properties on the balanced ratio, the variation of flexural capacity with different reinforcement ratio and a simplified nominal flexural capacity under FRP-rupture failure are derived.

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