تحليل اجزاي محدود اتصال تير به ستون مركب فولادي-چوبي با صفحه انتهايي توسعه يافته و برش‌گيرهاي پيچي

Finite element modeling of steel-timber composite beam-to-column joints with extended end plate an‎d screw shear connectors

مهندسي عمران

Steel–Timber Composite (STC) beam-to-column joints play a key role in load transfer, structural stability, an‎d overall system performance. However, their design remains challenging due to limited experimental data an‎d insufficient design provisions. Deconstructable shear connections using bolted shear connectors provide an effective alternative to welded systems by enabling rapid installation, disassembly, an‎d cost reduction, yet the actual behavior of such joints is still not fully understood. In this study, a steel–timber composite beam-to-column joint with an extended end plate an‎d screw shear connectors was numerically investigated using the Finite Element Method in Abaqus. The numerical model was validated against experimental results from three specimens, including one bare steel joint an‎d two composite joints with CLT slabs. After validation, a parametric study was conducted to examine the influence of key parameters, including bolt diameter, shear connector spacing, end plate thickness, steel section properties, an‎d CLT slab thickness, on the load-bearing capacity an‎d ductility of the joint. Numerical analysis results indicated that the addition of CLT slabs to steel joints leads to a substantial increase in initial stiffness an‎d ductility. All specimens exhibited significant non-linear behavior an‎d adequate ductility, capable of meeting rotation capacity requirements exceeding Eurocode 3 an‎d Eurocode 4 stan‎dards. Deformation of the end plate adjacent to the beam flange, without significant slip at the interface with the steel column flange, demonstrated effective shear force transfer within the joint. The parametric study revealed that increasing the diameter of the beam-to-column bolts enhances initial stiffness an‎d load-bearing capacity while reducing relative slip. Increasing the end plate thickness improved joint stiffness, delayed local buckling of steel components, an‎d enhanced ductility. Moreover, increasing CLT slab thickness improved composite action an‎d load-bearing capacity up to an optimal level, while reducing the spacing of screw shear connectors increased stiffness an‎d capacity but reduced ductility at large deformations. Overall, an appropriate combination of these parameters results in stable an‎d ductile behavior in steel–timber composite joints.

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