Analytical Performance and Design of CECFST Column Assembled to PEC Beam Joint

Concrete-encased concrete-filled steel tube (CECFST) columns and partially encased composite (PEC) beams are both steel-concrete composite members which have outstanding advantages and have been applicated in some engineering constructions. This paper makes an attempt to employ blind bolting technique to assemble CECFST columns to PEC beams. For the purpose of exploring the mechanical performance of this type of assembled joints, firstly, a nonlinear finite element (FE) model was established and validated, where complicated contact interaction was taken into consideration. Plenty of parametric analysis were adopted to find out the effect of ten parameters on strength and initial stiffness of the assembled joint. Numerical analysis showed that mechanic behavior is notably affected by axial load ratio, width and thickness of end-plate, bolt pretension force, bolt diameter, and steel ratio of CECFST column. Full-range analysis was then carried out to observe stress and strain developments and failure modes. Load transfer mechanism in CECFST column was also studied. Design methods to estimate the flexural capacity and initial stiffness of the connections were proposed in accordance with the component models. In comparison, it could be concluded that the calculation results fit well with the analytical results, which confirms that the design formulas could provide a favorable basis in practical design.

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Abbreviations

Cross-section area of single blind bolt

Width of steel beam

Diameter of the blind bolt

Diameter of blind bolt

Diameter of the blind bolt head

Diameter of area on the outer surface of steel tube after the load transferred through the steel tube

Length of the area under compression after the uniform distributed force dispersed across the endplate.

Distance between center of compression zone and bottom flange of steel beam

Width of extended end plate

Diameter of longitudinal reinforcement in PEC beam

Diameter of longitudinal reinforcement in CECFST column

Distance between bolt and edge of end plate

Elasticity modulus of steel

Elastic modulus of outer concrete of the CECFST column

Tensile capacity of blind bolt controlled by fracture of the blind bolts

Tensile capacity of blind bolt controlled by failure of CECFST column wall

Tensile capacity of blind bolt controlled by warpage of extended end plate

Tension forces of ith row of bolts

Concrete cylinder compression strength

Compression strength of concrete in beam flanges

Compressive bearing capacity provided by bottom flange of steel beam

Resistance of outer concrete

Concrete strength of PEC beam

Core concrete strength

Resistance of steel tube

Steel strength of PEC beam

Yield strength of blind bolts

Yield strength of steel web

Strength of steel tube

Steel yield strength of end plate

Stremgth of longitudinal reinforcement in PEC beam

Strength of longitudinal reinforcement in CECFST column

Initial stiffness of the composite joint

Initial stiffness of FEA results

Initial stiffness of predicted results

Yield moment capacity of joint

Yield moment resistance of FEA results

Yield moment resistance of predicted results

Pretension force of blind bolts

Ultimate strength of the composite joint

Stiffness of outer concrete of CECFST column in compression

Stiffness of the inner CFST column wall in compression

Stiffness of equivalent spring in considering all the basic components in tension

Stiffness of end plate in bending

Stiffness of blind bolt in tension

Stiffness of outer concrete in tension

Stiffness of steel tube in tension

Distance between ith row of bolts and bottom flange of steel beam

Distance between the center of mth row of bolts and the bottom flange of steel beam

Distance between bolt and steel beam web

Axial load ratio

Thickness of web of steel beam

Thickness of steel beam flange

Thickness of outer concrete of the CECFST column

Thickness of end plate

Thickness of the steel tube

Width of the area under compression after the uniform distributed force dispersed across the endplate

Height of compression area

Level arm of equivalent spring in considering all the basic components in tension

Steel ratio of CECFST column

Reduction factor considering bolts prying force

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Acknowledgments

This work is part of Projects 51478158 and51178156 supported by the National Natural Science Foundation of China as well as Project NCET-12-0838 supported by the Program for New Century Excellent Talents in University. These financial supports are highly appreciated. The authors thank for the support by the Fundamental Research Funds for the Central Universities of China (Grant No. PA2019GDZC0094) and University collaborative innovation project in Anhui Province (Project GXXT-2019-005).

Author information

Authors and Affiliations

1. School of Civil Engineering, Hefei University of Technology, Hefei, 230009, China Jingfeng Wang, Zhihan Hu, Lei Guo, Bo Wang & Yonggan Yang

1. Jingfeng Wang