Flexural behaviour of square UHPC-filled hollow steel section beams

Güler, Soner; Çopur, Alperen; Aydoğan, Metin

doi:10.12989/sem.2012.43.2.225

Cited by 23 publications

(2 citation statements)

References 12 publications

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“…A few wrinkles can be seen on the compression flange for the thin-thickness specimen at the mid-span section; no tensile fracture on the tensile flange of steel tube was observed before the termination of the test. Similar failure modes of UHPCFST beams under bending were observed by Guler et al [20], Li et al [21] and Lu et al [30], who found that CFST beams infilled with UHPC, normal-strength concrete and steel fiber-reinforced self-stressing and self-compacting concrete presented a relatively ductile behavior.…”

Section: Failure Modessupporting

confidence: 82%

“…It was found that EC 4 [ 19 ] underestimated the plastic moment resistance and overestimated the effective section flexural stiffness. Guler et al [ 20 ] conducted an experimental investigation of the flexural behavior of square UHPCFST, the results demonstrated that the predictions of ultimate flexural capacity from EC 4 were conservative. Li et al [ 21 ] conducted an experimental investigation of the flexural performance of UHPC-filled high-strength steel tube (UHPCFST) and double-skin high-strength steel tube (UHPCFDST), and an analytical model was developed to predict the ultimate flexural capacity of UHPCFST and UHPCFDST members.…”

Section: Introductionmentioning

confidence: 99%

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Experimental Investigation of Flexural Behavior of Ultra-High-Performance Concrete with Coarse Aggregate-Filled Steel Tubes

Zeng

et al. 2021

Materials

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This paper presents an experimental investigation of flexural behavior of circular ultra-high-performance concrete with coarse aggregate (CA-UHPC)-filled steel tubes (CA-UHPCFSTs). A total of seven flexural members were tested under a four-point bending load. The failure modes, overall deflection curves, moment-versus-curvature relationships, moment-versus-strain curves, strain distribution curves, ductility, flexural stiffness and ultimate flexural capacity were evaluated. The results indicate that the CA-UHPCFSTs under bending behaved in a good ductile manner. The CA-UHPC strength has a limited effect on the ultimate flexural capacity, while the addition of steel fiber can improve the ultimate flexural capacity. Increasing the steel tube thickness leads to higher flexural stiffness and ultimate flexural capacity. There is a significant confinement effect between the steel tube and the CA-UHPC core in the compressive zone and centroidal plane after the specimen enters the elastic-plastic stage, while the confinement effect in the tensile zone is minimal. Moreover, the measured flexural stiffness and ultimate flexural capacity were compared with the predictions using various design specifications. Two empirical formulas for calculating the initial and serviceability-level flexural stiffness of CA-UHPCFSTs are developed. Further research is required to propose the accurate design formula for the ultimate flexural capacity of CA-UHPCFSTs.

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Section: Failure Modessupporting

confidence: 82%

Section: Introductionmentioning

confidence: 99%