Flexural response of high‐strength steel‐ultra‐high‐performance fiber reinforced concrete beams based on a mesoscale constitutive model: Experiment and theory

Qi, Jinxu; Wang, Jingquan; John, Zhongguo

doi:10.1002/suco.201700043

Cited by 91 publications

(40 citation statements)

References 26 publications

(31 reference statements)

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“…where Δ p is the midspan deflection at peak load, Δ y is the midspan deflection at the longitudinal reinforcement yielding, and Δ u is the midspan deflection at ultimate load which is geometrically determined by the point corresponding to 80% of the maximum load [32]. Qi et al [33] put forward a new ductility index, which is expressed in the form of dividing ultimate deflection by flexural cracking deflection to characterize the postcracking ductility capacity:…”

Section: Effects Of Reinforcement Ratio On Deflection Ductilitymentioning

confidence: 99%

Flexural Behavior of the Innovative CA-UHPC Slabs with High and Low Reinforcement Ratios

Feng

Wang

et al. 2019

Advances in Materials Science and Engineering

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This paper presents an experimental study on the flexural behavior of an innovative CA-UHPC (ultrahigh-performance concrete containing coarse aggregate) slab with high and low reinforcement ratios. A total of eighteen CA-UHPC slabs were tested to failure under the parameters of longitudinal reinforcement ratio, curing method, and maximum aggregate size. Test results indicated that sufficient longitudinal reinforcement should be embedded to prevent the brittle failure and disastrous damage. High ductile failure mode was observed for specimens with high reinforcement ratio compared with specimens with low reinforcement ratio. Instead of extensively crushing as normal strength concrete, delamination failure appeared in the compression zone of the CA-UHPC slabs owing to the fibers’ bridging effect, the yielding of longitudinal reinforcement, and the large expansion of flexural cracks which led to the final failure. The reinforced CA-UHPC slabs demonstrated excellent deformability, and ultimate ratio of deflection to span increased from 1/281 to 1/12 when the reinforcement ratio raised from 0% to 3.45%. Stiffness of the reinforced specimens at the flexural cracking state was about 88% and only approximately 6% at the ultimate state, but nearly 50% of the initial stiffness remained when the longitudinal reinforcements yielded, which indicated superior load resistance ability and excellent postcracking deformability. A new ductility index was proposed to evaluate the postcracking ductility of the CA-UHPC specimens. Finally, test results were compared with the flexural strength predictions of CECS 38-2004, ACI 544.4R, and BS EN 1992.

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Section: Effects Of Reinforcement Ratio On Deflection Ductilitymentioning

confidence: 99%

Flexural Behavior of the Innovative CA-UHPC Slabs with High and Low Reinforcement Ratios

Feng

Wang

et al. 2019

Advances in Materials Science and Engineering

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“…Regarding the other part, although some recommendations [1,2,4,5] were presented with regard to the flexural moment capacity of the UHP-FRC members, these approaches have not been included yet in a design code. Many efforts were conducted to practically calculate the capacities of both high strength and ultra-high strength fiber-reinforced concrete members, investigating the shape of the concrete stress block, ultimate strain capacity, fibers' geometrical properties, volumetric ratio, orientation, and bond stress, as well as other parameters affecting the tensile stress distribution [42][43][44][45][46][47][48][49][50]. More recently, the authors of this study proposed a numerical approach to predict the nominal moment capacity of UHP-FRC beams with rectangular cross-sections [14].…”

Section: Numerical Predictions Of the Shear And Flexural Capacitiesmentioning

confidence: 99%

Steel Fiber Use as Shear Reinforcement on I-Shaped UHP-FRC Beams

et al. 2019

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In the presented paper, the effectiveness of steel fiber use on the shear and flexure behaviors of ultra-high performance concrete (UHPC) beams and the feasibility of steel fibers in place of shear reinforcement were investigated experimentally. In this framework, a total of four I-shaped UHPC beams were produced for a high tensile reinforcement ratio of 2.2%. While two of them were non-fiber UHPC beams with and without the shear reinforcement to show the contribution of steel fibers, the remaining beams were made from the ultra-high performance steel fiber-reinforced concrete (UHP-FRC) having the short straight fibers with 1.5% and 2.5% by volume. The shear and flexural parameters, such as the load–deflection response, cracking pattern, failure mode, deflection, and curvature ductilities were discussed based on the four-point loading test results. While the reference beam without fiber and shear reinforcement failed by the shear with a sudden load drop before the yielding of reinforcement and produced no deflection capability, the inclusion of steel fibers to the UHPC matrix transformed the failure mode from shear to flexure through the fibers’ crack-bridging ability. It might be deduced that the moderate level of steel fiber use in the UHP-FRC beams may take the place of shear reinforcement in practical applications.

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“…Steel fiberreinforced concrete was also proven to be much more ductile than normal concrete under seismic and impact loads. Several experimental studies were conducted during the last decades to investigate the mechanical properties of steel fiber-reinforced concrete [1][2][3][4][5][6], whereas many other studies were focused on the effect of the use of steel fiber to enhance the flexural performance of unreinforced [7][8][9][10][11] and reinforced [12][13][14][15][16][17][18][19][20][21][22][23] concrete beams.…”

Section: Introductionmentioning

confidence: 99%

Experimental Investigation on the Effect of Steel Fibers on the Flexural Behavior and Ductility of High‐Strength Concrete Hollow Beams

Abbass

Abid

Özakça

2019

Advances in Civil Engineering

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In this study, an experimental work was directed toward comparing the flexural behavior of solid and hollow steel fiber-reinforced concrete beams. For this purpose, eight square cross-sectional beam specimens, four solid and four hollow, were prepared. One concrete mixture with four different steel fiber contents of 0, 0.5, 1.0, and 1.5% were used. The side length of the central square hole was 80 mm, whereas the cross-sectional side length was 150 mm. All beams were tested under four-point monotonic loading until failure. In addition to the solid and hollow beams, cylinders were cast to evaluate the compressive strength, splitting tensile strength, and modulus of elasticity, whereas prisms were used to conduct the fracture test. The test results showed that all fibrous beams failed in flexure, whereas those without fiber exhibited flexural-shear failure. In general, the flexural behavior of fibrous-beams was superior to that of beams without fiber. The hollow beams with fiber contents of 0, 0.5, and 1.0% were observed to withstand lower loads at cracking, yielding, and peak stages compared with their corresponding solid beams; this was not the case for the 1.5% fiber hollow beam, which exhibited a higher peak load than its corresponding solid beam. Although all eight beams exhibited ductility indices higher than 3.7, hollow beams exhibited better ductility than solid beams, showing higher ductility index values.

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Flexural response of high‐strength steel‐ultra‐high‐performance fiber reinforced concrete beams based on a mesoscale constitutive model: Experiment and theory

Cited by 91 publications

References 26 publications

Flexural Behavior of the Innovative CA-UHPC Slabs with High and Low Reinforcement Ratios

Flexural Behavior of the Innovative CA-UHPC Slabs with High and Low Reinforcement Ratios

Steel Fiber Use as Shear Reinforcement on I-Shaped UHP-FRC Beams

Experimental Investigation on the Effect of Steel Fibers on the Flexural Behavior and Ductility of High‐Strength Concrete Hollow Beams

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