Abstract
The prefabricated steel structural residence is characterized by modularization and standardization, which meets the requirement of industrial development. The steel frame beam needs to be fabricated in segments and assembled in site due to the limitation of transportation. In practical engineering, the steel frame beams need to be spliced along the beam span. A robust connection between the two steel beam segments is necessary as it will influence the load bearing capacity, stiffness, and stability of the steel frame. In total, 12 specimens were tested to investigate the influence of spliced types, loading patterns, and bolt types on the performance of the steel frame. The observed failure modes, load versus displacement curves, and moment versus rotation angle curves are presented. The test results show that the strength and deformability of bolt‐spliced connections are generally good and similar to those of the prototype beam.
Highlights
As listed in Table 2. e yield strength and tensile strength of the bolts used in this study were, respectively, 900 MPa and 1000 MPa, which were provided by the manufacturer
There were three steps for the fabrication of the specimens: (1) e steel plates for the specimens were cut and punched according to the dimensions shown in Figures 2 and 3. (2) e steel plates for the steel beam were welded together and end plates were welded to the steel beams for FLB and EPB specimens
For specimens subjected to midspan load (Figure 10(b)), the initial stiffness of the CPB specimens is larger than that of FLB and EPB specimens
Summary
All the specimens experience a smooth increase in deformation. The displacement increases nearly linearly with the increasing load, followed by a quicker increase of displacement with increasing plastic deformation. En, the displacement increases significantly beyond the yield load of the specimens. E bottom end of the flanges is found to be opened in all specimens due to the bending moment. For FLB specimens (Figure 7(a)), the failure mode is similar to that of FLB specimens under pure bending. For CPB specimens, the top flanges of the steel beam segments get very closed, while the distance between the bottom flanges increases significantly.
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