الفهرس 
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Abstract
A semi-rigid connection in which two T-stubs are bolted to the members is known as a double tee connection in a beam column joint. The superior initial stiffness and ultimate moment capacity of these T-stubs make them advantageous for usage in earthquake - prone areas. The connection can be swiftly fixed after a destructive earthquake by replacing it because plastic deformations are only conceivable in T-stubs. The thickness and shape of T-stub components, which are essential for increasing stress bearing capacity, might also have an impact on the failure mode. The amount of time required and, in turn, the designer’s choices, also affect the selection of design methodology. A finite element analysis can be used during the design phase, but it may also be required. during the design of the bolted steel joints. Further investigation of local effects inside a joint can be useful to make up for the lack of experimental results. However, the current EN 1993 provides no explicit instructions on how to set up such a FE-model. This work should provide insight into the basic concepts of finite element modelling of bolted steel connections, specifically T-stub components in tension. Greater understanding of FE-parameters in general, their impact on computational time and ultimate load, as well as how geometrical modifications affect computational time and T-stub behaviour, should be made possible by this. Finite element modelling of bolted steel connections is performed after a review of the scientific literature. Then, existing models from the literature are modified in accordance with the corresponding geometry and FE-parameter setup. Continuing the investigation on the load accuracy and running time of FE-parameters. Finally, dimensional modifications to the original specimen and the progression of failure modes in the FE-models are compared to determine how geometrical changes affect running time. Results are displayed as moment-rotation curves that highlight critical events and are supported by tables that provide more information on the FE model’s running time and ultimate load correctness. This offers a new perspective on future component-in-tension modelling. While various FE-parameters significantly alter computing time, the collapse load is only marginally impacted.A simple proposed equations for ultimate moments are provided from FE modelling results , and compared these equations with instructions and methodology of Eurocode .