Post‐cracking shear strength and deformability of HSS‐UHPFRC beams

Qi, Jinxu; John, Zhongguo; Wang, Jingquan; Liu, Tongxu

doi:10.1002/suco.201500191

Cited by 41 publications

(39 citation statements)

References 12 publications

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“…Since the designed UHPFRC has an extremely low W/B and contains only fine aggregates, we developed a highly active admixture (SBT®‐HDC Sobote New Materials Co., LTD., Nanjing, Jiangsu, China) to improve the viscosity and mechanical performance of UHPFRC. The density, specific surface area, and activity index at 28 days of the highly active admixture are 2.56 g/cm 3 , 1,230 m 2 /kg, and 115%, respectively …”

Section: Experimental Investigationmentioning

confidence: 98%

“…Ultra‐high‐performance fiber reinforced concrete (UHPFRC) is an optimized and innovative cementitious‐based composite that has been developed in recent decades . The matrix is extremely dense and contains more fine components instead of traditional aggregates, and high‐strength steel fibers are randomly dispersed to improve the strength and ductility of the matrix .…”

Section: Introductionmentioning

confidence: 99%

“…The matrix is extremely dense and contains more fine components instead of traditional aggregates, and high‐strength steel fibers are randomly dispersed to improve the strength and ductility of the matrix . UHPFRC differs from traditional concrete with regard to several aspects of mechanical performance, especially the strain hardening and post‐cracking behavior . Thus, the traditional flexural design method, in which concrete tensile strength is neglected, cannot be directly applied to UHPFRC beams due to the improved tensile behavior.…”

Section: Introductionmentioning

confidence: 99%

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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

Wang

John

2017

Structural Concrete

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This paper presents the results of experimental and theoretical studies undertaken to assess the flexural performance of high-strength steel-ultra-high-performance fiber reinforced concrete (HSS-UHPFRC) beams. A total of nine HSS-UHPFRC beams were tested, and the influence of fiber volume fraction, fiber type, longitudinal reinforcement ratio, and concrete strength on the flexural response was evaluated. The results indicate that sufficient longitudinal reinforcement should be provided in a UHPFRC beam to avoid abrupt failure and possible catastrophic collapse. After the loss of the fiber bridging effect, corresponding to the fibers being pulled out from the matrix, which occurs one by one with audible sound which is sizzling, redistribution, and homogenization of the concrete stress beside cracks, induced by the dispersed fibers, takes place and more flexural cracks with small spacing appear besides the existing cracks. The beam stiffness was about 85% of the initial beam stiffness at flexural cracking state and was only approximately 25% of the initial beam stiffness at the ultimate state. A constitutive model is proposed, including a bilinear model for compression and a drop-down model for tension, taking into account uniform distribution, embedment length, and orientation of fibers for the multi-scale mechanics analysis. A flexural strength model was subsequently derived on the basis of the proposed mesoscale constitutive model; strain compatibility and force equilibrium were taken into account. The prediction of the ultimate flexural capacity and the overall post-cracking response with the proposed model show a good agreement with the test results. K E Y W O R D Sconstitutive model, depth of compression zone, fiber orientation, flexural strength, high-strength steel (HSS), steel fiber, ultra-high-performance concrete (UHPC), ultra-high-performance fiber reinforced concrete (UHPFRC)

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Section: Experimental Investigationmentioning

confidence: 98%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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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

Wang

John

2017

Structural Concrete

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“…Because of the relatively high compressive strength and ultimate tensile strain of UHPC, which allows for increased strain of the embedded reinforcement and higher stress in the compressive zone, the design concept of UHPC is quite different from the normal strength concrete [13]. To utilize the superior mechanical properties of UHPC adequately, using high-strength steel bars and increasing the reinforcement ratio could be two alternative ways according to the force equilibrium condition [14][15][16].…”

Section: Introductionmentioning

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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“…6 Some researches had been conducted on the behaviors of structural members constructed using high strength reinforcement. Many of those studies mainly focused on the beam and column structural member behaviors such as the cracking width, flexural response, shear strength, and seismic performance [7][8][9][10][11][12][13][14][15][16] ; however, studies for the shear behaviors of RC squat wall with high strength reinforcement are relatively rare. Marier 17 studied the effect of horizontal reinforcement ratio of high strength rebar on the shear strength of shear wall (ρ h = 0-1.1%, the aspect ratio of specimen is 1.0, and f y = 570MPa).…”

Section: Introductionmentioning

confidence: 99%

Seismic behavior of reinforced concrete squat walls with high strength reinforcements: An experimental study

Chen

Hao

et al. 2019

Structural Concrete

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A total of 15 squat reinforced concrete (RC) shear walls (12 of them were reinforced with high strength reinforcement of HRB600 [Grade 600 MPa] and the remaining 3 with normal grade reinforcement of HRB400 [Grade 400 MPa]) have been tested under the cyclic loading. The influencing parameters considered in the test specimens include the grade of reinforcement, axial load ratio, types of cross section, and reinforcement ratio. The seismic performances of the squat RC shear walls have been studied using the test results based on the failure mode, hysteretic behaviors, peak shear strength, deformation capacity, secant stiffness degradation, and inelastic energy dissipation capacity. The test results reveal that the failure modes of the walls with HRB600 steel bars are similar to those walls with HRB400 reinforcement. The walls with high strength reinforcement tend to achieve a larger ultimate deformation but slightly lower load carrying capacity. Both the initial stiffness and energy dissipation of the specimen hysteretic curves decrease as the reinforcement ratio increases and the parameters of cross section and reinforcement ratios have more significant effect on the seismic behavior of shear walls than that by the axial load ratio. Comparing with the walls reinforced with lower reinforcement ratio, the ones with higher reinforcement ratio exhibit larger and better peak load and deformation capacities. Shear walls with symmetrical cross section have better seismic performance than those having the asymmetric ones. When the specimens are subjected to the peak load, the stress in 90% horizontal reinforcement could reach 425 and 385 MPa for the 95% horizontal reinforcement.

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Post‐cracking shear strength and deformability of HSS‐UHPFRC beams

Cited by 41 publications

References 12 publications

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

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

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

Seismic behavior of reinforced concrete squat walls with high strength reinforcements: An experimental study

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