# A Review of the T-Stub Components for the Analysis of Bolted Moment Joints
## 4 Numerical Models  
The behaviour of the T-stub component can be predicted with reasonable accuracy by numerical simulations. This numerical simulation requires that the geometry of the joint should be an adequate model, with reliable data to reproduce the constitutive law, the boundary and load conditions should be well assigned and idealised to reproduce the real  
Figure 24: T-stubs configurations: (**a**) laminated T-stub (T-W); (**b**) fillet welded T-stub (T-FW); (**c**) full penetration welded T-stub [55]. “Reproduced with permission from [PERSON], [PERSON], [PERSON], et al, ce/papers; published by John Wiley and Sons, 2021′′. behaviour [56]. Since the appearance of the finite element method (FEM) in 1943 [57] FEM is accepted as the most reliable technique for obtaining approximate results for structural mechanical problems [58]. In 1972, the first FEM study of welded beam-column joint was performed by [PERSON] [59]. This investigation covered aspects of plasticity, strain hardening and buckling, and the study results showed good accuracy compared with available experimental data. Since this research publication, many other investigators have used the FEM to study structural joints' behaviour. In 1976, [PERSON] and [PERSON] [60] simulated the most typical moment connection, the end-plate connection. Also, they were the first to use 8-nodes brick elements to model 3D-joints such as the whole end-plate connection. Although many simulations employ brick elements, not all the simulations were performed with brick elements due to the computational hardware limitations of the 70s. Therefore, the study was focused on founding a correlation factor between 3D elements and 2D elements. Furthermore, in this research work, the authors chose to simulate the whole end-plate connection and not the \"tee-hanger\" analogy, which is similar to the T-stub component, because according to the AISC, it was not directly applicable to the end-plate connection. As readers will notice, the studies carried out in 1972, and 1976 are related to T-stub simulations, but not at all because the simulations were done in the complete beam to column connection. Therefore, the following information will be about T-stub simulations. Many of the first research works on this topic were part of the Numerical Simulation working group of the European research project COST-C1, which has the task to do a benchmark for FE modelling of bolted steel connection. [PERSON] (some material data of Jaspart test were missed) and [PERSON] afterwards provided the experimental data for calibrating the T-stub simulations that were labelled as T1 and T2. In 1995, [PERSON] and [PERSON] [61] studied employing FEM two T-stubs connections (T1 and T2, see Figure 25) that were modeled using an eight-nodes brick element. These simulations were performed in the software LAGAMINE and ABAQUS, and just a \(\frac{1}{4}\) of T-stub were modeled for each simulation. The results that they obtained with the LAGAMINE software were used as a point of comparison to calibrate the ABAQUS simulation because the COST-C1 was focused on semi-rigid design procedures. Figure 25: [PERSON] and [PERSON] T-stub geometries: (**a**) T-stub T1; (**b**) T-stub T2. “Reproduced with permission from [PERSON], [PERSON], Journal of Constructional Steel Research; published by Elsevier, 1997”. In 1997, [PERSON] and [PERSON] [4] continued investigating the same two T-stub connections (T1 and T2). This work was focused on presenting a study of the plastic behaviour of elementary T-stubs and proposing these simulations as a benchmark for the validation of FE software packages. Furthermore, in the same year, they also published an investigation [62] about the calibration of the T-stub T1.