Abstract
High-strength steel plate-bolt assemblies are proposed to solve the problem of insufficient anchorage and complicated installation of blind bolts. To tap a high-strength steel core in a tubular column, ordinary high-strength bolts can be tightened in the steel tubular column on one side and bolted to the beam. To enable tapping high-strength steel plates instead of nuts, steel plate-bolt assemblies with various steel plate thicknesses and bolt grades were studied under monotonic tensile tests. After the tests, the ultimate tensile strength, the failure modes of the assemblies, and the optimum thickness of the plates were also analyzed. The Q460C-, Q345B-, and 45-grade steel plates and the M16-, M20-, and M24-grade bolts were the variation parameters. The result shows that 45-grade steel plates can be replaced by Q460C- or Q345B-grade steel plates. Additionally, adding Q690D-, Q345B-steel and 12.9-grade high-strength bolts as research variables through a finite element allows the tensile performance of the assemblies to be studied, and a test was accordingly simulated and analyzed. The results of the two are in good agreement, which verifies the accuracy and reliability of the finite element model. The high strength of the bolts and the welding requirements of the steel core can be satisfied simultaneously. In steel plate-bolt assemblies, steel consumption will be reduced by using high-strength steel plates. The thickness should not be less than the bolt diameter d for Q460C-grade steel and d + (1 ∼ 2 mm) for Q345B-grade steel. The steel plate should not be a composite plate (i.e., two steel plates connected by welding).
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