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Chapter 1

Experimental investigation of composite shear walls under shear loadings

1 Introduction

Composite steel plate shear wall (CSPSW) is a lateral loading resistance system, which is adopted and used especially in high-rise buildings. This system is similar to stiffened steel plate shear wall (SSPSW); in which reinforced concrete replaces the steel stiffeners. The CSPSW is composed of a steel plate connected to a reinforced concrete (RC) panel on one side or both sides by mechanical shear connectors such as bolts. The main role of an RC panel is prevention of the early buckling of steel plate shear wall (SPSW). Integration of an RC panel with steel plate wall removes the weaknesses of each system in tension or compresion, if used separately. Some advantages of using CSPSW in comparison with traditional RC shear wall (RCSW) and SPSW are [1]:

1. The CSPSW is thinner and lighter in comparison with the RCSW with the same shear capacity.

2. The CSPSWrsquo;s weight reduction significantly reduces the loads applied to the columns and the foundation system.

3. The smaller footprint of CSPSW is very favourable from the architectural point of view, providing more useable floor space.

4. The initial imperfection of steel plate significantly reduces,because by using bolts, instead of steel plate, for stiffening the SPSW. In addition, its residual stress is less than SSPSW.

5. Its capacity and stiffness are more than those of SPSW with similar steel plate thickness, which are very useful for tall buildings.

6. CSPSW is preferred to an SPSW for resisting against moderate and more frequent earthquakes. That is because no buckling or cracking happens in its components, especially in the CSPSW with gap.

Substantial numerical and experimental researches have been conducted in recent decades for studying the seismic behavior of an SPSW. Based on these studies, this type of shear wall is used in many buildings [1]. However, studies on CSPSW are limited.At first, Astaneh-asl et al. [2] introduced and tested two types of CSPSW under cyclic loading (innovative and traditional). In the innovative CSPSW, there was a gap between the reinforced concrete wall and the boundary frame, i.e. beams and columns.They showed that both specimens had ductile performance up to the angle drift of 0.05.

In the innovative system, damage to the concrete wall under relatively large cycles was much less than the damage to the concrete wall in a traditional system. Rahai and Hatami [3] performed analytical and experimental tests on the one-story CSPSW with different parameters. They concluded that increasing the shear stud spacing reduces the slope of load–displacement curve and improves ductility up to specific stud spacing, beyond which there is no change. In addition, middle beam rigidity and beam to column connections have no significant impact on the behaviour of CSPSW walls. The CAN/CSA-S16-01 code [4] approves this seismic resisting system and AISC-2005 code [5] provides the necessary instructions for the design and analysis of such walls.

The main function of CSPSW is to resist horizontal story shear and overturning moments caused by lateral loads. However, there is no guideline for the design of CSPSW under the combination of shear and bending. More research is necessary for better understanding the local and global behaviours of CSPSW, and also its structural behaviour, when high strength RC panels are connected to infill steel plates for their lateral stiffening.

Furthermore, extensive experimental and analytical results have been reported on behaviour of double skin composite construction [6–8]. This product is called Bi-steel. The concept has been proved to be useful for places to have no limitation on using an RC heavily for the construction, or in the places, which internal hydrostatic pressure due to fresh concrete is the major concern.

In this paper, experimental studies on one- and three-stories CSPSW specimens are performed and some test results are discussed. The one-story specimens were subjected to pure shear,while the three-story specimens were under combination of shear and bending, due to shear in the uppermost-story. In addition, for some of the one-story tests, only the buckling load or the yielding load was computed. Initial stiffness, yield, ultimate displacement,ultimate displacement equivalent forces, total energy dissipation and design of CSPSW fundamental components were objectives of this study. Bolts, gap and the RC panel effects were considered as well.

2. Test programme

The test programme conducted consisted of two phases: eight and seven specimens were tested in the first (I) and second (II) phases, respectively. The specimens in phase-I included fiveCSPSW specimens with pinned beam-column connections, one specimen with rigid moment frame, one specimen with SPSW and the last one with CSPSW with fixed beam–column connections.All of the specimens in phase-I were built with 1:4 scale, Fig. 1a.The specimens in phase-II included four 1:3 scale single-bay three-story and 1:4 scale single-bay one-story frames. All of the specimens in phase-II were CSPSW, Fig. 1. Before testing, all models were analysed by push-over analysis to evaluate yielddisplacement and the gap size around the RC panel. The gap size was computed so that no interaction happens between the RC panel and the boundary frame.

Table 1

Properties and dimensions of the specimens in phase-I.

Specimens HC1 HC2 HC3 HC4 HC5 CS S F

Columns (mm) IPE160 IPE160 IPE160 IPE160 IPE160 2IPE100 2Pl100times;5 2IPE100 2Pl100times;5 2IPE

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