High toughness shear wall and method of construction thereof

Abstract

The application discloses a high-toughness shear wall and a construction method thereof, and belongs to the technical field of building structures. The high-toughness shear wall comprises a ground beam, and a shear wall is installed on the ground beam; the left and right sides of the bottom of the shear wall are connected with the ground beam through support structures and a plurality of tension energy dissipation structures; and the middle part of the shear wall is connected with the ground beam through prestressed tendons and shear-resistant steel bars. The application has the advantages of quick repair, low residual displacement and good self-resetting, changes the stress mechanism of traditional ordinary energy dissipation steel bars which are subjected to both tension and compression, so that the energy dissipation steel bars are only subjected to tension, the phenomenon of early damage due to compression buckling is avoided, the requirements of self-resetting and energy dissipation of the shear wall are met, the shortcomings of large displacement and low energy dissipation capacity of traditional self-resetting shear walls are avoided, and the shear wall can be quickly replaced after damage, so that the toughness capacity is greatly improved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the field of building, and particularly relates to a high-toughness shear wall and a construction method thereof. BACKGROUND

[0002] The building seismic fortification standard in China is "no damage in small earthquakes, repairable in moderate earthquakes, and not collapse in major earthquakes", but more and more scholars have found that although the fortification standard in China has met the safety requirements, the economic loss caused by earthquakes is huge, and the buildings after the earthquake generally cannot be repaired and used immediately. On March 31, 2020, China GB / T 38591-2020 "Building Seismic Resilience Evaluation Standard" was officially released, marking that China has entered the stage of building seismic resilience buildings and even resilience cities. Building seismic resilience, as the name implies, refers to the ability of a building structure to maintain and quickly restore its function after being subjected to an earthquake. In recent years, in order to solve the problem of huge economic loss caused by structural damage of buildings due to earthquakes and the repair thereof, through the development of energy dissipation, self-recovery, rocking and other measures, the economic cost caused by post-earthquake repair has been reduced. Among the structures, the shear wall bears a large amount of horizontal load and longitudinal load, and is an important component and a key object for post-disaster repair, so it is of great significance to improve its resilience. At present, the resilience is mainly improved through recoverability, but no one has conducted in-depth research on achieving fast recoverability, and high resilience is even more difficult to achieve. The energy dissipation measures in the recoverable shear wall structure can be roughly divided into the following categories: first, by hollowing out the two right angles at the lower ends of the shear wall, a pre-designed damper is arranged, the wall corner is the first to bear the force and bear the largest force during the earthquake, so the damper absorbs most of the seismic energy in the shear wall, thereby reducing the damage to the shear wall; second, by arranging a steel plate, the steel plate is used to dissipate energy due to its excellent energy dissipation capacity. The self-recovery measures of the shear wall are as follows: first, a disc spring device is arranged at the two wall corners, the disc spring device is composed of a plurality of unsupported disc springs, which can provide restoring force, and the disc springs are hinged to provide a large stroke, the arrangement of the disc spring device can provide restoring force for the shear wall, and reduce the residual deformation under the action of the earthquake; second, unbonded prestressed steel strands are arranged in the shear wall, and the self-weight of the shear wall and the prestress of the steel strands are used to realize the self-centering of the shear wall. In addition, the rocking structure is mainly realized by hinging the bottom of the structure, and the rocking structure redistributes the internal forces of the frame by using the bending stiffness and strength of the structure, so as to make the interlayer deformation of the structure uniform and avoid the damage of the soft layer.

[0003] However, the defects of the above-mentioned technologies are as follows:

[0004] 1. In the energy dissipation measures, the damper often cannot ideal energy dissipation due to the space limitation and the complexity of the shear wall stress, and its energy dissipation capacity is greatly reduced. More importantly, the damper is relatively high in cost and cannot be widely used, which limits its development. Although the steel plate can dissipate energy in the predetermined stress direction and is relatively low in cost, the earthquake has randomness and uncertainty. The uncertainty determines the time of the earthquake. Since the steel plate is not corrosion-resistant, it will be damaged, thereby affecting the energy dissipation function. In addition, the randomness of the earthquake may not necessarily cause the steel plate to be stressed in the predetermined stress direction, which will also lead to a decrease in energy dissipation capacity. 2. In the self-resetting shear wall measures, the self-resetting disc spring device has a complex structure and a multi-assembly procedure, which is not easy for workers to construct. In addition, the disc spring device only provides self-resetting capacity, and its energy dissipation capacity is weak, which cannot achieve the high toughness target. Although the self-resetting unbonded prestressed steel strand shear wall realizes the self-resetting of the shear wall, the traditional unbonded prestressed steel strand is often arranged in the middle of the shear wall, and the middle of the shear wall is often small in stress and displacement, thereby leading to the weak self-resetting capacity of the arranged prestressed steel strand. If the shear wall is damaged under the action of strong earthquake, the self-resetting capacity will be lost, thereby being not suitable for continuous use, and the cost of replacing the shear wall is increased, which is contrary to the high toughness structure building standard. 3. At present, the scheme of separating the tension of the steel bar and the compression of the concrete to reduce the residual strain of the steel bar and enhance the self-resetting capacity has been realized in the column structure, but has not appeared in the shear wall. In addition, the measures of realizing the tension of the steel bar and the compression of the concrete in the structure are usually preset PVC pipes, and the steel strand is buried in the PVC pipe to avoid the contact between the steel strand and the concrete, so as to replace the steel bar to realize the function of the steel strand only being tensioned. However, the PVC pipe is low in strength and easy to be damaged, and is low in reliability under repeated axial compression. SUMMARY

[0005] To solve the above problems, the application discloses a high toughness shear wall and a construction method thereof. The application has the advantages of fast repair, low residual displacement and good self-resetting, changes the stress mechanism of the traditional ordinary energy dissipation steel bar being both tensioned and compressed, makes the steel bar only be tensioned, avoids the phenomenon of early damage due to compression buckling, meets the requirements of the self-resetting and energy dissipation of the shear wall, reduces the shortcomings of the traditional self-resetting shear wall, such as large displacement and low energy dissipation capacity, and is quickly replaced, thereby greatly improving the toughness capacity.

[0006] To achieve the above object, the technical scheme of the application is as follows:

[0007] A high toughness shear wall, comprising a ground beam 13, wherein the shear wall is installed on the ground beam 13; the left and right sides of the bottom of the shear wall are connected with the ground beam 13 through a support structure and a plurality of tension energy dissipation structures; the middle of the shear wall is connected with the ground beam 13 through prestressed steel bars 8 and shear-resistant steel rods 12.

[0008] The high toughness shear wall is supported by the supporting structure after the earthquake, the shear wall is supported by compression, and the shear wall is pulled and energy is consumed by the tension energy consumption structure.

[0009] Further improvement, the supporting structure is a prefabricated steel plate long box 2, the top and bottom of the prefabricated steel plate long box 2 are fixed with steel plates 10 on the front and back sides, and a plurality of through holes are formed on the steel plates 10 for the tension energy consumption structure to pass through.

[0010] Further improvement, the prefabricated steel plate long box 2 is installed with a prefabricated UHPC 11, a prestressed tendon 8, a shear steel bar 12 is installed at another reserved shear steel bar hole 18, then a transition zone cast-in-situ UHPC 9 is poured in the transition zone, and then the cast-in-situ concrete 7 is poured after the pouring of the transition zone is completed, the cast-in-situ concrete 7 is ordinary concrete, then the prestressed tendon 8 is provided with prestress by using the post-tensioning method, and finally the ECC concrete 16 is poured outside the prefabricated steel plate long box 2.

[0011] Advantages of the application:

[0012] The structure has the advantages of quick repair, low residual displacement and self-resetting. UHPC has the characteristics of high strength and high ductility, and the combination with the steel plate improves the energy consumption capacity and greatly improves the compression resistance, changing the phenomenon that the traditional shear wall corner is damaged due to excessive axial compression; the traditional energy consumption steel bar is set inside the concrete, and when the shear wall is damaged, the damaged concrete usually needs to be dug out and then the damaged steel bar is replaced, which wastes time in repair, while in the present technology, the energy consumption steel bar is stressed separately from the concrete and is set outside the concrete, so that the damaged energy consumption steel bar can be directly replaced, greatly improving the repair efficiency, and therefore having the characteristics of quick repair. The ECC concrete has the characteristics of high ductility and strong energy consumption, the combination of ECC and the replacement steel bar protects the steel bar from rusting and utilizes the easy chiseling characteristics of ECC to reduce the construction of manual chiseling when a major earthquake occurs, and the ECC is broken to directly replace the energy consumption steel bar after simple processing. The energy consumption steel bar connected by the sleeve connection is connected with the protruding steel bar of the shear wall, changing the stress mechanism of the traditional ordinary energy consumption steel bar that is both in tension and in compression, so that the steel bar is only in tension, avoiding the phenomenon of premature damage due to compression buckling, and therefore having the characteristics of low residual displacement. In addition, the energy consumption steel bar connected by the sleeve connection is different from the embedded PVC pipe, so that the steel bar is only in tension and not in compression, and the sleeve connection construction is more convenient and the cost is cheaper. The structure takes into account the requirements of shear wall self-resetting and energy consumption, reduces the shortcomings of large displacement and low energy consumption of the traditional self-resetting shear wall, and is quickly replaced, greatly improving the toughness. BRIEF DESCRIPTION OF DRAWINGS

[0013] Figure 1 Schematic view of high toughness shear wall floor beam

[0014] Figure 2 3D schematic diagram of a prefabricated steel plate long box

[0015] Figure 3 Schematic diagram for replacing energy-consuming steel bars

[0016] Figure 4 To combine the three-dimensional schematic diagram of the sleeve

[0017] Figure 5 Configuration diagram for tensioning steel bars only

[0018] Figure 6 Cross-sectional view of tensioned steel bar

[0019] Figure 7 Configuration diagram for the combination of protruding reinforcing bars and tensioned steel bars

[0020] Figure 8 Schematic diagram of the corner of a high-toughness shear wall

[0021] Figure 9 Vertical section view of the middle part of a high-toughness shear wall

[0022] Figure 10 Cross-sectional view of the transition zone of a high-toughness shear wall

[0023] Figure 11 This is a cross-sectional view of the replaceable zone of a high-toughness shear wall. Detailed Implementation

[0024] The present invention will be further described below with reference to the embodiments.

[0025] Example 1

[0026] like Figures 1-11 The construction method of a high-toughness shear wall shown includes the following steps:

[0027] Step 1: When making the ground beam, first set the protruding steel bar 1 to protrude 10-20mm out of the ground beam, then set the steel strand hole 17 and the shear steel bar hole 18, then put the precast steel plate long box 2 and the precast UHPC11 together, and connect the ground beam 13 with the tension energy dissipation structure through the pre-set protruding steel bar 1.

[0028] Step 2, Casting Construction: The longitudinal reinforcement 15 is passed through the pre-reserved through hole in the steel plate 10 and connected to the tension energy dissipation structure; the longitudinal reinforcement 15 is tied with the stirrup 14, and the prestressed tendon 8 is embedded in the pre-reserved steel strand hole 17 in the ground beam. The shear steel bar 12 is installed in another pre-reserved shear steel bar hole 18. Then, the cast-in-place UHPC9 in the transition zone is poured. After the transition zone is poured, the cast-in-place concrete 7 is poured. The cast-in-place concrete 7 is ordinary concrete. Then, the prestressed tendon 8 is provided with prestress using the post-tensioning method. Finally, ECC concrete 16 is poured outside the precast steel plate long box 2.

[0029] While embodiments of the application have been disclosed in connection with the above specification and drawings this description is not intended to limit the scope of the application and many modifications, enhancements, alternatives, and variations will become apparent to those skilled in the art from this disclosure. Accordingly, it is expressly intended that the description should not limit the application as claimed but rather the only limitation placed on the scope of the application be the scope of the claims as set out below and equivalents thereof.

Claims

1. A high-toughness shear wall, characterized in that, Includes a ground beam (13), on which a shear wall is installed; the bottom left and right sides of the shear wall are connected to the ground beam (13) through a support structure and several tension energy dissipation structures; the middle part of the shear wall is connected to the ground beam (13) through prestressed tendons (8) and shear bars (12); After the high-toughness shear wall is subjected to earthquake, it is compressed and supported by the support structure, and the shear wall is tightened and dissipated by the tension energy dissipation structure. The support structure is a precast steel plate long box (2). The top and bottom front and rear sides of the precast steel plate long box (2) are fixed with steel plates (10). Several through holes are formed on the steel plates (10) for the tension energy dissipation structure to pass through. A precast UHPC (11) is installed inside the precast steel plate long box (2), and ECC concrete (16) is poured outside the precast steel plate long box (2). The top of the ground beam (13) is pre-embedded with protruding steel bars (1), and longitudinal bars (15) are pre-embedded inside the shear wall. The tension energy dissipation structure includes a first long sleeve (6) threadedly connected to the protruding steel bars (1). The first long sleeve (6) is threadedly connected to a first replacement energy dissipation steel bar (3). A first connecting sleeve (4) is provided on the outer sleeve of a replacement energy-consuming steel bar (3). A first limiting protrusion ring (31) protrudes outward from the top of the first replacement energy-consuming steel bar (3). A large sleeve (5) is threadedly connected to the first connecting sleeve (4). A second connecting sleeve (41) is threadedly connected to the large sleeve (5). The second connecting sleeve (41) is fitted outside the second replacement energy-consuming steel bar (32). A second limiting protrusion ring (33) protrudes outward from the bottom of the second replacement energy-consuming steel bar (32). A second long sleeve (61) is threadedly connected to the second replacement energy-consuming steel bar (32). A longitudinal reinforcement (15) is threadedly connected to the second long sleeve (61). A transition zone cast-in-place UHPC (9) is poured outside the support structure and several tension energy-consuming structures. The shear wall body formed by cast-in-place concrete (7) is above the transition zone cast-in-place UHPC (9).

2. The high-toughness shear wall according to claim 1, characterized in that, The shear wall is provided with longitudinal reinforcement (15) on both sides and with stirrups (14) on the outer perimeter; the middle part is provided with steel strand holes (17) for prestressing tendons (8) to pass through and shear bar holes (18) for shear bars (12) to be inserted.

3. A method for constructing a high-toughness shear wall according to claim 2, characterized in that, Includes the following steps: Step 1: When making the ground beam, first set the protruding steel bar (1) to protrude 10-20mm from the ground beam, then set the steel strand hole (17) and the shear steel bar hole (18), then put the precast steel plate long box (2) and the precast UHPC (11) together, and connect the ground beam (13) with the tension energy dissipation structure through the pre-set protruding steel bar (1); Step 2, Casting Construction: The longitudinal reinforcement (15) is passed through the reserved through hole in the steel plate (10) and connected to the tension energy dissipation structure; the longitudinal reinforcement (15) is tied with the stirrup (14), the prestressed tendon (8) is embedded in the reserved steel strand hole (17) in the ground beam, and the shear steel bar (12) is installed in another reserved shear steel bar hole (18). Then, the UHPC (9) in the transition zone is poured in the transition zone. After the transition zone is poured, the cast-in-place concrete (7) is poured. The cast-in-place concrete (7) is ordinary concrete. Then, the prestressed tendon (8) is provided with prestress by post-tensioning method. Finally, ECC concrete (16) is poured outside the precast steel plate long box (2).

Images