Other steels The model has symmetry in structure and force. Only 1/2 structure is constructed by symmetry. The top of the column is applied with x, y direction constraints. The bottom plate is applied with x, y, and z directions. The cantilever beam is applied with z direction. constraint. The solid solid185 is used to simulate the beam and the end plate, and the solid92 simulation bolt is used to build the solid model. Contact unit contac174 and targe170 simulate all contact between end plate, column and bolt to consider friction. The maximum friction coefficient is 0141<2>. Prestress is applied by prestressing unit prets179. Prestress value is 155kN. Finite element model and Meshing, as shown, refines the cell size at the node to reflect node characteristics. In this paper, the influence of the prominent joint structure on the performance of the joint is calculated, and the influence of weld and residual stress is not considered. The finite element analysis uses displacement load control. The load action point is at the beam end and the direction is vertical. It is solved by incremental loading method and improved Newton-Raphson iteration.
The calculation results of the finite element calculation results are listed in the sum, Py is the yield load; Pu is the ultimate load; Rin is the initial stiffness. According to the relevant data, the initial stiffness extension line and the tangential stiffness in the M-5 curve degenerate to 1/10 of the initial stiffness. The intersection of the tangential stiffness extension line is perpendicular to the 5 axis and intersects with the M-5 curve. The yield load is the corresponding load at the yield point. The limit state is the plastic development of the beam end to form the hinge, the end plate buckling, the bolt yielding and the like. The mid-rotation angle is the ratio of the beam end displacement to the beam length.
Finite element analysis The TS2 and TS3 specimens are only different in the thickness of the column flange. From the results, we can see that increasing the thickness of the column flange can improve the bearing capacity and initial stiffness of the joint. TS6 and TS5 and TS7 and TS3 can be compared. It shows that the smaller the spacing between the bolts on both sides of the beam flange, the greater the initial stiffness and load carrying capacity, and the reduction of the spacing between the two sides of the beam flange. The smaller the thickness of the end plate, the smaller the end plate deformation. The ability is large, and the influence of the bolt on its deformation is large. Comparing TS1 and TS419, it can be seen that the increase of the thickness of the column web also increases the bearing capacity and initial stiffness of the joint to a certain extent. TS3 vs. TS4 can show that increasing the thickness of the end plate can significantly improve the initial stiffness and load carrying capacity of the joint. The calculation results of the test pieces TS5 and TS1 and TS8 and TS3 show that simply increasing the height of the end plate has little effect on the stiffness and bearing capacity of the joint. Comparing the calculation results of TS3 and TS9, it can be seen that reducing the bolt pitch can also improve the bearing capacity and rigidity of the joint, but it is less than the effect of reducing the bolt spacing on both sides of the beam flange. It can be seen from the calculation that the bolt on the inner side of the upper flange of the beam is the most stressed, which also proves that the calculation method of such joints and bolts is reasonable in the United Kingdom and other countries using the T-piece assumption. <6>. The traditional assumption is that the end plate stiffness is infinite. The triangle algorithm (assuming that the outermost bolt is most stressed) is unsafe. In addition, although the influence of the weld is not considered in the modeling, we can see that the stress between the end plate and the beam is large in the calculation, so a reasonable weld design should be proposed for this joint and the weld quality should be guaranteed.
Conclusion The monotonic load calculation is applied to the nine model specimens. The effects of end plate thickness and height, column web and flange size, bolt spacing and other factors on the joint performance of the end plates are analyzed. The following conclusions are drawn: (1) Beam flanges The smaller the side bolt spacing and the bolt spacing, the greater the bearing capacity and stiffness of the joint. Therefore, the joint design should make the bolt as close as possible to the beam flange and the beam web, but at the same time, it is necessary to leave the construction space for construction. (2) The greater the thickness of the column flange, the thickness of the web and the thickness of the end plate, the greater the bearing capacity and stiffness of the joint, but the deformation capacity is reduced. The design principle of the weak beam and the weak member of the strong joint should be ensured. The beam ends are formed to ensure the seismic resistance of the nodes.
(3) The stress concentration at the joint between the end plate and the beam is obvious, and the stress concentration at the joint between the web and the end plate of the compression zone is large. The reasonable design and construction of the weld should be ensured and reasonable structural measures should be taken to ensure The weld is not damaged early.
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