Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection

He, Zhi‐Qi; Ou, Changxue; Tian, Fuqiang; Zhao, Longmao

doi:10.3390/buildings11050182

Cited by 14 publications

(6 citation statements)

References 18 publications

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“…The variations in slip between the steel beam and the concrete encasement w test load at the loading point and the beam end are illustrated in Figure 6a,b, respe Different from the typical slip distribution law between the steel beam and concr in a regular steel-concrete composite beam [21,22], the relative slip between a ste and its web encasement in PECBs tends to be larger at the loading point and sm the beam end, which is due to the fact that under the positive bending the encas crete cracks significantly near the loading point, resulting in discontinuous slip d tion. In the elastic and elastoplastic stages, the slip of all PECB specimens grow slowly and is basically less than 0.4 mm.…”

Section: Slip Between Steel Beam and Concrete Encasementmentioning

confidence: 87%

Flexural Behavior of Partially Encased Composite Beams with a Large Tensile Reinforcement Ratio

Jiang,

Hu,

Zheng

et al. 2024

Buildings

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Partially encased composite beams (PECBs) have advantages over conventional steel–concrete composite beams in load-carrying capacity, flexural stiffness and fire resistance. In order to determine whether the shearing force is sufficient to ensure the yield of the tensile reinforcement in the case of a large tensile reinforcement ratio, as well as the influence of encasing concrete strength and the addition of studs on the steel web, three PECB specimens were tested under bending. The results show that, in the case of a 5% tensile reinforcement ratio, natural bonding and friction forces ensure the yield of tensile reinforcement whether studs are added on the steel web or not. The encasing concrete strength and the addition of studs on the steel web have no obvious effect on both the elastic and plastic bending resistance of PECBs. The addition of studs on the steel web significantly slows down the stiffness deterioration of PECBs within the elastoplastic stage, while the flexural stiffness is not obviously affected by the strength of encasing concrete. The simplified plastic theory is proved to be applicable to predict the flexural capacity of PECBs with a large tensile reinforcement ratio. It is also indicated by calculation that, by increasing the tensile reinforcement ratio from 2% to 5%, the flexural capacity of PECBs has a significant increase, by about 32%.

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Section: Slip Between Steel Beam and Concrete Encasementmentioning

confidence: 87%

Flexural Behavior of Partially Encased Composite Beams with a Large Tensile Reinforcement Ratio

Jiang,

Hu,

Zheng

et al. 2024

Buildings

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“…However, this enhancement varies with the range of the fatigue load. More recently, He et al [19] investigated a full-scale strip-shearconnection composite beam, which has a shear strength of over 15 MPa. Full composite action was achieved between the C50 concrete precast deck and the steel girder.…”

Section: Introductionmentioning

confidence: 99%

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Xia

2024

Buildings

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The flexural performance of steel and concrete composite beams can be further enhanced by utilizing advanced construction materials such as ultra-high performance fiber-reinforced concrete (UHPFRC) and high-strength steel. In this paper, the concept of critical elastic moment resistance is proposed and the equation for its estimation is derived. It was found that the high yield strength of steel calls for a narrow UHPFRC top layer to reach the critical state, whereas this ideal condition is not realistic for composite beams with normal-strength steel and UHPFRC. Small-scale composite beams composed of both high-strength and low-strength steel materials were tested under four-point bending to verify the critical state and performance of different types of connectors. The headed studs and plate connectors were first tested through small-scale push-out tests and then implemented in the composite beam with different spacing. The connection utilizing headed studs with 150 mm spacing performed the best among the three tested specimens in helping reach the critical elastic moment resistance. Finite element analyses of the composite beam were performed based on the estimated material properties under axial and biaxial stress conditions and the results align with the experiment results.

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“…However, PSSDB deck slabs (with/without infill concrete) are usually provided with a small depth cross-section that subjects them to a high-deflection failure scenario under a regular static load, which means they can be only used over a limited spanning length. Therefore, to carry a heavier load and/or adapt to a long span, concrete-filled PSSDB slabs must be supported by a beam, similar to the I-steel beam–slab concept [ 11 , 12 , 13 , 14 ]…”

Section: Introductionmentioning

confidence: 99%

Prediction of the Bending Strength of a Composite Steel Beam–Slab Member Filled with Recycled Concrete

et al. 2023

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This study investigated the structural behavior of a beam–slab member fabricated using a steel C-Purlins beam carrying a profile steel sheet slab covered by a dry board sheet filled with recycled aggregate concrete, called a CBPDS member. This concept was developed to reduce the cost and self-weight of the composite beam–slab system; it replaces the hot-rolled steel I-beam with a steel C-Purlins section, which is easier to fabricate and weighs less. For this purpose, six full-scale CBPDS specimens were tested under four-point static bending. This study investigated the effect of using double C-Purlins beams face-to-face as connected or separated sections and the effect of using concrete material that contains different recycled aggregates to replace raw aggregates. Test results confirmed that using double C-Purlins beams with a face-to-face configuration achieved better concrete confinement behavior than a separate configuration did; specifically, a higher bending capacity and ductility index by about +10.7% and +15.7%, respectively. Generally, the overall bending behavior of the tested specimens was not significantly affected when the infill concrete’s raw aggregates were replaced with 50% and 100% recycled aggregates; however, their bending capacities were reduced, at −8.0% and −11.6%, respectively, compared to the control specimen (0% recycled aggregates). Furthermore, a new theoretical model developed during this study to predict the nominal bending strength of the suggested CBPDS member showed acceptable mean value (0.970) and standard deviation (3.6%) compared with the corresponding test results.

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Experimental Behavior of Steel-Concrete Composite Girders with UHPC-Grout Strip Shear Connection

Cited by 14 publications

References 18 publications

Flexural Behavior of Partially Encased Composite Beams with a Large Tensile Reinforcement Ratio

Flexural Behavior of Partially Encased Composite Beams with a Large Tensile Reinforcement Ratio

Flexural Behavior of High-Strength Steel and Ultra-High-Performance Fiber-Reinforced Concrete Composite Beams

Prediction of the Bending Strength of a Composite Steel Beam–Slab Member Filled with Recycled Concrete

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