Keywords

1 Introduction

More than 80% of new buildings in China each year are high-energy buildings, and the energy consumption for unit area is more than twice that of the developed countries. At the same time, nearly 1.5 billion tons of construction waste is generated annually, and construction and construction waste transportation are the main sources of urban pollution. China is the country with the largest construction scale and steel output in the world. However, steel structure construction area in China only accounts for 5–7% of the total construction area, and the development of the steel structure construction lags behind seriously.

The urbanization in China has entered a stage of high-quality development from high-speed development, which requires steel structure and other prefabricated buildings to change the construction mode, promote industrial transformation and upgrading, and realize high precision construction and industrialization of construction [1, 2]. Steel plate shear wall structure has been widely used for its high strength, light weight, satisfying energy dissipation, satisfying ductility, high lateral displacement resistance and high construction efficiency.

The seismic performance of steel plate shear wall has been studied by many scholars. Hitaka et al. [3] proposed the shear-wall with vertical slits and conducted an in-depth study on the seismic performance of the shear wall with slits. The results showed that the seismic performance of the shear wall with slits is satisfying. Cortes and Liu [4] and Chen [5] studied the seismic performance of the steel plate shear wall with multilayer slits and obtained good results. In order to meet the purpose of building function and improve the seismic performance of steel plate shear wall, Robert and Sabouri-ghomi [6], Alavi and Nateghi [7], Matteis et al. [8] and Phillips and Eatherton [9] studied the seismic performance of the steel plate shear wall with holes. Valizadeh et al. [10] proposed a kind of prefabricated steel plate shear wall with butterfly connecting rods, and investigated its seismic performance. The results showed that the prefabricated steel plate shear wall can effectively reduce the out-of-plane buckling, improve the shrinkage of hysteretic curve, and enhance the energy dissipation capacity.

This paper presents a kind of prefabricated steel plate shear wall with high energy dissipation. The prefabricated steel plate shear wall has the characteristics of advantaged energy dissipation and ductility, light weight, convenient transportation and efficient construction, which can adapt to the large-scale, high-rise and diversified development of modern structure and meet the needs of building safety, aesthetics and space use. The finite element analysis of seismic performance of the prefabricated steel plate shear wall under low cyclic load was carried out, and the influence of the width of the steel connecting plate belt and the width of the ring damper on its hysteretic performance was analyzed.

2 Fabricated Steel Plate Shear Wall with High Energy Dissipation

The fabricated steel plate shear wall with high energy dissipation is composed of inner panel and steel–concrete constrained composite plate, as shown in Fig. 1. Under the effective restraint of steel–concrete composite plate, the inner panel with ring metal damper provides lateral force resistance and high energy dissipation under the action of horizontal load.

Fig. 1
An illustration of prefabricated rectangular steel plate with connecting plate, connecting angle steel, bolt, column, beam, ring damper, and concrete.

Prefabricated steel plate shear wall with high dissipation

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The inner panel consists of ring dampers, steel connecting plate belts and boundary connecting plate belts. The ring dampers are arranged alternately with the steel connecting plate belts. And they were placed diagonally across the horizontal direction at 45°, and then connected by the boundary connecting plate belts to form the inner panel. The boundary connecting belts acts as a moment frame and can withstand vertical load.

The steel–concrete constrained composite plate is composed of outer steel plate and inner filled concrete. The outer steel plate is in the shape of a cap, and the concave part of the cap is filled with plain concrete to form an out-of-plane constrained composite plate. In this way, the steel plate shear wall does not need to consider the requirements of reinforcements, reducing the thickness of the out-of-plane constrained composite plate, which is convenient for transportation and installation. The out-of-plane constrained composite plate covers the inner panel using concrete face, which can effectively prevent the plain concrete from being damaged, so that the out-of-plane constrained composite plate can be reused after earthquake. The purpose of repairing and using can be achieved only by rapidly replacing the damaged inner panel after earthquake.

3 Finite Element Analysis

3.1 Finite Element Model

The scale ratio between the finite element model and the actual structure was about 1:3. The finite element model size was 1250 mm × 1050 mm (length × width), and the thickness of the inner panel was 8 mm. The steel connecting plate belt of wl were 30 mm, 50 mm, 70 mm, respectively. The ring damper of wc were 20 mm, 30 mm, 40 mm, respectively. The radius of Rc was 65 mm. The shear wall was connected to the upper and lower I-beams through angle steels and high strength bolts, and the high strength bolt was friction type of class 10.9 M20. The specific size of the model is shown in Fig. 2a.

Fig. 2
Two illustrations. A, Model dimension, M 20 friction type high strength bolt of class 10.9. b, finite element model, divided into high strength bolt, beam and angle steel, inner panel.

Finite element model and dimension

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The finite element model is shown in Fig. 2b. Finite element software ABAQUS was used to simulate the seismic performance of the prefabricated steel plate shear wall with high energy dissipation, and the hysteretic performance was analyzed through varying parameters. The 8-node C3D8R element was used for the inner panel, out-of-plane constrained composite plates and high-strength bolts. The friction contact was used between the high-strength bolts and the connecting angle steels, the high-strength bolts and the inner panel, the connecting angle steels and the inner panel, the inner panel and the outer constraint plates, and the out-of-plane constraint plate and the high-strength bolts.

The steel class of Q355B was used for the inner panel, out-of-plane restrained steel plates, connecting angle steels and I-beams, and the constitutive relationship was presented by a double line model. The C30 concrete was adopted, and the plastic damage of the concrete was considered.

3.2 Model Parameter and Cyclic Loading Procedure

The width-to-thickness ratio of the steel connecting plate belt and width-to-thickness ratio of the ring damper are selected as varying parameters, as shown in Table 1. The horizontal low cyclic loading procedure of the finite element model was controlled by displacement, which was transformed from storey drift. The storey drift was 0.00375, 0.005, 0.0075, 0.01, 0.015, 0.02, 0.03, 0.04, respectively, and each storey drift was cyclic loaded twice. The limit of the elastic–plastic storey drift of the multi-storey and high-rise steel structures is 0.02, and the storey drift of the finite element model is 2 times of that.

Table 1 Parameter variation
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4 Result Analysis

4.1 Failure Mode

The panel failure mode of the finite element model of the prefabricated energy dissipation steel plate shear wall is shown in Fig. 3. Under the action of horizontal low cyclic load, the ring dampers and boundary connecting plate belts yielded and formed plastic hinges.

Fig. 3
A set of Mises stress of M 1, 2, 3, 4, 5 resembles a circular mesh window with its areas labeled on mises values.

Mises stress of panels

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4.2 Hysteretic Curve

The hysteretic curves of the calculation model of prefabricated energy dissipation steel plate shear wall are shown in Fig. 4. The hysteretic curves experienced elasticity, yield and ultimate stages. In addition, the hysteretic curves are full, and this indicates that the prefabricated energy dissipation steel plate shear wall exhibits a satisfying energy dissipation performance.

Fig. 4
Five hysteretic curves from M 1 to M 5 represent the drift ratio in percentage for sheer force. The curves exhibit closed polygons.

Hysteretic curves of models

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4.3 Skeleton Curve

The model skeleton curves of the prefabricated energy dissipation steel plate shear wall are shown in Fig. 5a. The carrying capacity of the model M-1 is the largest, while that of the model M-4 is the smallest.

Fig. 5
3 graphs of M 1 to M 5 drift ratio in percent for shear factor. a, 5 curves form the shape of a skeleton. b, Curves that are disjoint in between rises and falls. c, 5 rising lines.

Skeleton curves, stiffness degeneration and dissipation capacity

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The characteristic value points of the models are shown in Table 2. It can be seen from the table that as the width-to-thickness ratio of the steel connecting plate belt increases from 2.50 to 8.75, the yield capacity of the model increases, while the ultimate bearing capacity and failure capacity decrease first and then increase. The yield capacity, ultimate capacity and failure capacity of the model increase with the increase of the ring damper width-to-thickness ratio from 2.50 to 5.00.

Table 2 Characteristic values of models
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4.4 Stiffness Degradation

Stiffness degradation of the model of the prefabricated energy dissipation steel plate shear wall is shown in Fig. 5b. As can be seen from the figure, the lateral stiffness of the models decrease with the increase of horizontal loading displacement, and the stiffness degrade rapidly within the storey drift of 0.01, but slowly after that.

The initial stiffness of each model is shown in Table 2. It can be seen from the table that the initial stiffness of the model M-5 is the maximum and that of the model M-4 is the minimum. With the increase of the width-thickness ratio from 2.50 to 8.75, the initial stiffness of the model decreases first and then increase. With the increase of the ring damper width-to-thickness ratio from 2.50 to 5.00, the initial stiffness of the model increases.

4.5 Displacement Ductility

The displacement ductility coefficient μ of the model is the ratio of failure displacement to yield displacement, and the displacement ductility coefficients of the models are shown in Table 2. The displacement ductility coefficient of the model decreases first and then increases with the increase of the width-thickness ratio of the steel connecting plate belt from 2.50 to 8.75. As the width-to-thickness ratio of the ring damper increases from 2.50 to 5.00, the displacement ductility coefficient decreases. Among them, the displacement ductility coefficient of the model M-1 is the largest, and that of the model M-5 is the smallest. This is because the model calculation was terminated when the loading displacement of the model M-5 reaches 0.03 drift due to divergence of calculation, so the displacement ductility coefficient is smaller. Above all, the displacement ductility coefficients of the prefabricated steel plate shear wall are above 8.0 except for the model M-5.

4.6 Energy Dissipation Performance

The energy dissipation performance of the model is represented by the hysteretic energy dissipation (E) under the loading cycle of each stage, as shown in Fig. 5c. As can be seen from the figure, the hysteretic energy dissipation E of each model increases gradually with the horizontal displacement increase, and the hysteretic energy dissipation E of the model M-1 is the largest, while that of the model M-4 is the smallest.

The hysteretic energy dissipation of the models decrease first and then increase with the increase of the width-to-thickness ratio from 2.50 to 8.75. The hysteretic energy dissipation of the models increase with the increase of the width-to-thickness ratio of the ring damper from 2.50 to 5.00.

5 Conclusions

Industrialization of new construction and multi-earthquake-happening area in China require prefabricated steel plate shear wall with satisfying seismic performance. Through the finite element study of seismic performance of the prefabricated steel plate shear wall with high energy dissipation, the hysteretic curves and failure modes of the shear wall were obtained, and then the carrying capacity, stiffness degradation, displacement ductility and energy dissipation performance were analyzed. The conclusions are as follows:

  1. (1)

    The seismic performance of prefabricated steel plate shear wall with high energy dissipation is advantageous. The hysteretic curve of the steel plate shear wall is relatively full, and the displacement ductility coefficient is above 8.0.

  2. (2)

    The failure mode of the prefabricated steel plate shear wall is that the ring dampers and the boundary connecting plate belts yield and fail under the action of horizontal load.

  3. (3)

    When the width-to-thickness ratio of the steel connecting plate belt is 2.5 and the width-to-thickness ratio of the ring damper is 3.75, the ductility and energy dissipation performance of the prefabricated steel plate shear wall with high energy dissipation are the best.

  4. (4)

    The test investigation should be conducted on the basis of the finite element study.