Experimental Research On Seismic Behavior Of High-Strength Concrete Steel Composite Walls With Special Structure

With the continuous development of society and economy, high-rise buildings are constantly erected. In recent years, steel-concrete composite structure is gradually replacing the reinforced concrete structure as the dominant structure type of high-rise structure. At the same time, the structural vertical load is growing larger and larger accompanied the rising building height, so is the size of bottom members. Further requirement for the strength and stiffness of structure members leads more attention on the research of the application of high strength concrete steel composite shear wall.In the engineering application of steel composite shear wall, construction of closed stirrup within steel edge member and welding of long weld is complex and time-consuming, while the quality assurance is not easy. Based on this issue, a new type of weak-leaked high strength concrete steel composite shear wall was brought up. In which the connection between steel plate and steel within edge member is intermittently welded. A set of test research was carried out to study seismic behavior of this kind of shear walls. The shear span ratio of all the specimens was1.0, with test axial compression ratio (consisting steel and concrete items) of0.25and0.3. The specimens including2section steel composite specimens and4partially-connection steel plate composite specimens with connection coefficient0.3and0.6. The failure modes, ultimate bearing capacity, lateral stiffness, deformation, ductility, hysteretic energy and other seismic performance of all specimens is studied through the test.The study shows that compared with section steel composite specimens, the lateral stiffness, ultimate bearing capacity and hysteretic energy of the partially-connection steel plate composite specimens were improved drastically. So was the deformation capacity, especially significant with large axial load. During the loading process diagonal crack was fully developed of all specimens. Finally, section steel composite specimens underwent shear failure with little brittleness while partially-connection steel composite speciments underwent shear compression failure after flexural yielding with ultimate displacement angle substantially larger than1/100. The partially-connection area didn’t appear significant failure. Within the range of test parameter, axial load and connection ratio had no significant effect on the failure mode, ultimate capacity and deformation capacity of all specimens. However, the openings had a certain impact on the stress state inside the wall. The smaller the connection ratio, the larger the plate shear stress of the connection was, and the more complex the stress state of the concrete in partially-connection area was. Also the smaller the ratio meant the more obvious slippage between the concrete and plate during the late load process. With Abaqus finite element software, the specimens were modeled and analyzed, results of which fitted test results well. Finite element analysis indicated that the smaller connection ratio means the higher requirement of joint work performance of steel plate and reinforced concrete. Comprehesive analysis indicated that for members with connection coefficient not less than0.3, rational stud and lacing wire arrangement can ensure the joint work performance. The openings structure had no obvious effect on the axial bearing capacity and flexural capacity of specimens, while has easy acess to strong shear-weak bending design. According to the test and analysis, bearing capacity formula and design recommendations of partially-connection high strength concrete steel composite wall were given.