Detailed numerical research on the performance of unbonded prestressed SRC frame beam under vertical cyclic load

Yao, Gangfeng; Xiong, Xiaolei

doi:10.1016/j.engstruct.2018.09.069

Cited by 9 publications

(3 citation statements)

References 26 publications

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“…To be detailed, Gilbert, Pirayeh, Kim et al [16][17][18] claimed that the tension of prestress could only increase the cracking load of components, but not affect the ultimate flexural capacity of components. Xiong [19] indicated that the increment of unbonded reinforcement is an effective way to improve the bearing capacity. However, the tension of the prestress tendons may affect the height of the section's compression zone to some extent and cause the bearing capacity to change.…”

Section: Introductionmentioning

confidence: 99%

Effects of Prestressing Magnitude and Position on Seismic Performance of Unbonded Prestressed Concrete Beams

Chen,

Zeng,

et al. 2024

Buildings

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To study the effects of the jacking stress level, height and strength ratio of the prestress tendons (λ) on the seismic performance of unbonded prestressed concrete (UPC) beams, six UPC beams and one reinforced concrete (RC) beam were tested under cyclic loads. The hysteretic characteristics, skeleton curves, ductility properties, energy dissipation capacity, strain distribution of reinforcement and self-centering capability of the specimens were studied and discussed. Numerical parameter analysis was also carried out by using OpenSees. The results indicate that three failure modes of UPC beams under cyclic loading were observed, namely the tension-failure mode involving a broken rebar, the compression-failure mode involving concrete crushing and the balanced failure. By considering the influence of the prestress position and magnitude, the modified reinforcing index ω was proposed to determine the failure mode. The ω is suggested to be less than 0.3 to ensure sufficient ductility. The effective stress level is linearly and positively related to the stiffness from cracking to yield Kcr and the ultimate bearing capacity of the UPC beam under cyclic loading. The stiffness of the UPC beam is slightly larger than that of the RC beam before yielding, and significantly greater than that of the RC beam after yielding. Due to the large strength reserve after yielding, the integrated seismic performance of the UPC beam is similar to that of the RC beam. When the λ was unchanged, the increase in the relative height of the prestressed tendons αh is beneficial for the overall performance factor F, ductility and crack control. The stiffness degradation performance depends on the λ but is independent of the αh. The total energy dissipation of the non-tensioned UPC specimen was 59% higher than that of the RC beam. The cumulative total energy dissipation of the tensioned UPC specimen was only 13% lower than that of the RC beam with the same number of cycles, indicating that the UPC specimen had a considerable energy dissipation capacity.

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Section: Introductionmentioning

confidence: 99%

Effects of Prestressing Magnitude and Position on Seismic Performance of Unbonded Prestressed Concrete Beams

Chen,

Zeng,

et al. 2024

Buildings

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“…Scholars [19][20][21][22] have also studied the plastic properties of PSRC beams and proposed the amplitude of bending moment modulation. In addition, some scholars [23][24][25][26][27][28][29] analyzed the failure mode, crack development, and stiffness change of PSRC members and explored the deformation capacity of PSRC beams based on the stiffness change of the section. Based on the study of the deformation capacity of PSRC beams, scholars from various countries [30][31][32][33] studied the seismic performance of PSRC frames and analyzed the formation position and rotation ability of plastic hinges in PSRC frames.…”

Section: Introductionmentioning

confidence: 99%

Plastic Properties of Prestressed High-Strength Steel Reinforced Concrete Continuous Beams

Wang,

Yang

2024

Applied Sciences

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In this paper, the plastic properties of prestressed high-strength steel reinforced concrete (PHSSRC) beams are studied, by performing static load tests on eight built-in Q460 and Q690 prestressed high-strength steel reinforced concrete continuous beams and one built-in Q355 prestressed steel reinforced concrete (PSRC) continuous beam. The design parameters of the specimens were the steel strength grade, the steel ratio, the comprehensive reinforcement ratio, and the stirrup ratio. The failure mode, load–deflection curve, internal force redistribution ability, curvature ductility, plastic hinge performance, and moment modification coefficient of continuous beams under the influence of various parameters were analyzed to measure the plastic performance of the continuous beams. These results show that after the plastic hinge is formed in the middle support and mid-span of the prestressed high-strength steel reinforced concrete continuous beam, the test beam eventually becomes a rotating mechanism and is destroyed with increasing load. The built-in high-strength steel can significantly improve the bearing capacity of the specimen, and the maximum increase in the bearing capacity is 37.3%. The specimen still has a high bearing capacity after reaching the ultimate bearing capacity. With a decrease in the steel ratio, the degree of internal force redistribution is deepened, the curvature ductility is improved, and the plastic performance is enhanced. Increasing the comprehensive reinforcement ratio and the stirrup ratio can improve the plastic performance of the specimen. The calculation formula of the equivalent plastic hinge zone length is proposed. The calculation formula of the moment modification coefficient, with the relative plastic rotation angle and relative compression zone height as independent variables, is established. When the relative plastic rotation angle is not greater than 0.829 × 10−5, the moment modification coefficient increases with increasing plastic rotation angle and is not greater than 0.37. In the range of 0.3~0.4, the moment modification coefficient decreases with increasing height of the relative compression zone.

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“…Hence, the concrete-encased CFST columns have been popularized and applied in China, and related design methods have been adopted into the China Engineering Construction Standardization Association: 2005. Furthermore, owing to the high bending capacity, large cross-sectional stiffness, and favorable seismic performance, prestressed concreteencased steel beams are especially valid for structures with demands of crack width and section depth limitation (Wang et al, 2009;Xue et al, 2009;Yao et al, 2014Yao et al, , 2018, and the corresponding design approaches have been improved, which have been provided in China's standard JGJ 369-2016. However, there are still a lack of research on performance of the composite joints made up of concrete-encased CFST columns and prestressed concrete-encased steel beams.…”

Section: Introductionmentioning

confidence: 99%

Study on shear capacity of prestressed composite joints with concrete-encased CFST columns

Wang

Zhu

Yang

et al. 2021

Advances in Structural Engineering

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Through assuming reasonable constitutive relation of materials, finite element analysis (FEA) models of joints consisting of prestressed concrete-encased steel beams and concrete-encased concrete filled steel tube (CFST) columns were established by soft ABAQUS, and the simulated results were compared with tested ones. On this basis, the nonlinear analysis on the total loading process was conducted, and the stress variation of concrete, profile steel skeleton, steel bar skeleton, and prestressing tendons were observed at yield, peak, and ultimate loads; the influence of axial compressive ratio, steel tube ratio, stirrup ratio, and prestressing level on lateral load-displacement curves at column top and shear force-shear angle in joint core were investigated, and the shear capacity formulae of joint core were developed. It could be concluded that, the lateral peak loads and shear capacity could be improved with the increase of axial compressive ratio, steel tube ratio, stirrup ratio, and prestressing levels in varying degrees, and the ductility of joints will reduce with the increase of axial compressive ratio. Additionally, the shear capacity calculated by proposed practical formula was a little lower than FEA results, which could keep the joints safety and could be used in engineering design.

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Detailed numerical research on the performance of unbonded prestressed SRC frame beam under vertical cyclic load

Cited by 9 publications

References 26 publications

Effects of Prestressing Magnitude and Position on Seismic Performance of Unbonded Prestressed Concrete Beams

Effects of Prestressing Magnitude and Position on Seismic Performance of Unbonded Prestressed Concrete Beams

Plastic Properties of Prestressed High-Strength Steel Reinforced Concrete Continuous Beams

Study on shear capacity of prestressed composite joints with concrete-encased CFST columns

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