The pre-tensioning force of the bolt is applied by the pre-tensioning unit Solid179, considering the friction between all the contact faces of the bolted joint area, the pressing action between the bolt rod and the hole wall, and the contact between the bolt head and the bolt cap and the plate. These contact problems Both face-to-face and soft-soft-body contact forms are used. The simulation uses triple three-dimensional nonlinear finite elements considering geometric large deformation, elastoplastic material, follow-up strengthening and the above contact problems.
The load-displacement curve of UR series specimens under monotonic load, the displacement of UR1 specimen reaches 0.024/L, the load reaches 0.96P/Pp, the splicing shows slip; the UR2 specimen reaches the displacement. 45 No. 1 Li Qicai and so on. The order of slip occurs in the UR2, BASE, and UR1 specimens. The order of the degree of curve jitter is UR1, BASE, and UR2 specimens. When the UR1 specimen is broken, the displacement is 0.036/L, the load is 1.045P/Pp, the displacement of the UR2 specimen is 0.034/L, and the load is 1.024P/Pp.
The hysteresis curve of the UR series specimens is shown as 10 and the UR1 specimen slips when entering the 4-y4+y cycle. The load at this time is 0.93P/Pp, which is lower than that of the monotonic load. The load at the time of appearance is slightly smaller. When the UR1 specimen is about to enter the 5-y5+y cycle, the weld seam breaks at the beam-column joint. The overall plastic corner of the beam-column joint reaches 0.026 rad, and the P/Pp reaches 1.045. The UR2 specimen is at 4-y4+y. The slip occurred in the cycle. The load at this time was 0.88P/Pp, which was slightly smaller than the slip when it appeared under the monotonic load. The joint between the beam and the column occurred before the cycle of 5-y5+y. The weld is broken, the overall plastic angle of the beam-column connection reaches 0.0244rad, and the P/Pp reaches 1.033.
With the smaller anti-slip coefficient design, the overall beam-column connection bearing capacity and plastic turning ability are slightly improved, but the increase is not obvious. The influence of such factors can be neglected during design. Considering the difficulty of processing the contact surface and the number of bolts and the amount of material used in the splice plate, considering the material cost, processing cost and duration factor, the treatment method and resistance of the contact surface are selected. The size of the slip factor.
For the splicing of the beam: in the elastic phase, as long as the requirements of the use state are met, that is, the high-strength bolt friction type connection does not cause slippage, so the design bearing capacity of the high-strength bolt friction type connection can be performed according to the actual force at the splicing joint. The stage design does not need to be equal or stronger than the component; before the ultimate bearing capacity is reached, the components with weak splicing design can produce the slip of the bolt, and the friction of the contact surface and the extrusion of the bolt and the hole wall can be consumed. It can work to increase the turning ability of the beam-column joint zone, but it is more advantageous against earthquake.
In the construction, it is not necessary to increase the anti-slip coefficient for safety, and this is not conducive to the earthquake. For the treatment of the contact surface during construction, the design anti-slip coefficient can not be achieved. The design bearing capacity can be checked according to the actual anti-slip coefficient, and the high-strength bolt slip required by the use phase can be avoided.
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