Open image in new window Fig. 2 a Schematic view of welded rebar-plate specimen, b specimen during tensile test, and c rupture of rebar with a clear necked region.
In order to characterize the tensile behavior of the rebars welded to steel plate representing the rebar-plate connection subassembly in the test specimens, tensile test was performed on 18 mm diameter reinforcing bars welded from both sides to PL plate (St 37 steel) as shown in Fig. 2a.
A series of laboratory tests were performed to study the mechanical behaviours of newly developed high strength rock bolt components, including rebar, thread, plate, and domed washer.
Appropriate electrodes (E42 type) were used to weld rebars to plate providing filler metal requirements due to TS EN ISO 2560 (2013).
The failure modes of beams B-0, B-2-2, B-5-2, and B-5-4 were steel plate (rebar) yield/damage and concrete crushing, whereas the failure mode of beam B-2-4 was bolt failure as seen in Fig. 12d.
A 1 mA/cm2 electric current was applied to the surface between the rebar and the copper plate.
A tensile test was also performed on single rebar (not welded to plate) where tensile strain at rupture is determined as 12%.
In the proposed model, elastic beam column elements are used to represent the CFT boundary columns, double-skin steel plates, horizontal rebar, and diagonal concrete struts in the wall.
a Welding of longitudinal beam bottom rebars to beam end plate.
Therefore, the required area for welding between beam bottom longitudinal rebars and beam support plate (PL-1) shown in Fig. 6a was calculated by α × Fy where Fy is the yield force of a beam bottom longitudinal rebar.
Open image in new window Fig. 5 a Beam, b column cross-sections, c front view and dimensions of the hybrid beam-column connections, and d welding detail of beam bottom longitudinal rebars to beam support plate (PL-1) and stirrups to vertical plates (PL-2) for SP1, SP2 and SP3 specimens.
