A prefabricated energy-dissipating shear wall system and its construction method

Abstract

This invention relates to a prefabricated energy-dissipating shear wall system and its construction method. The prefabricated energy-dissipating shear wall system includes a first reinforcing mesh plate, a second reinforcing mesh plate, first reinforcing bars, and second reinforcing bars. The first and second reinforcing mesh plates are arranged opposite each other. The first and second reinforcing bars are respectively positioned between the first and second reinforcing mesh plates, spaced apart. First concrete is poured inside the first reinforcing bars, and on the first and second reinforcing mesh plates located on both sides of the second reinforcing bars. Second concrete is poured inside the second reinforcing bars. The strength of the second concrete is greater than that of the first concrete. Under minor earthquakes or wind loads, the wall has sufficient load-bearing capacity and lateral stiffness, exhibiting the characteristics of a monolithic wall. Under major earthquakes, the narrow walls automatically separate, becoming independently load-bearing walls, reducing structural stiffness, decreasing seismic forces, and increasing the ductility of the wall.

Description

Technical Field

[0001] This invention relates to the field of prefabricated building technology, and in particular to a prefabricated energy-dissipating shear wall system and its construction method. Background Technology

[0002] Prefabricated construction refers to transferring a large amount of on-site work from traditional construction methods to factories. Building components and accessories (such as floor slabs, wall panels, stairs, balconies, etc.) are prefabricated in factories, transported to the construction site, and assembled on-site using reliable connection methods. It has advantages such as fast construction speed, less susceptibility to weather conditions, and less construction waste, and therefore has been widely adopted. However, existing prefabricated shear walls have the following drawbacks:

[0003] (1) Most prefabricated shear walls adopt the sleeve grouting connection method. However, the shear wall structure itself is a structural system with poor ductility. In addition, the extensive use of sleeves improves the stiffness and strength of the connection parts, but the plastic part of the shear wall moves upward, which makes its energy dissipation capacity worse.

[0004] (2) It is suitable for integral shear walls in high-rise and super high-rise environments. It adopts a long length and no opening structure. As a lateral force resisting member with high stiffness and high strength, it can meet the requirements under normal use conditions. However, it often suffers from shear brittle failure and has a small ductility coefficient, which affects its seismic performance.

[0005] (3) Seamless shear walls, as an improved structure of monolithic shear walls, divide a long monolithic shear wall into multiple narrow walls by opening vertical through joints. This transforms the wall's failure from shear failure to bending failure, greatly improving the wall's ductility. In this way, each narrow wall can play an energy dissipation role, improving the wall's seismic performance. However, this method of dividing a long monolithic shear wall into multiple narrow walls weakens the wall structure's stiffness and bearing capacity, causing the building to deform excessively under minor earthquakes or wind loads, failing to meet the needs of normal use. In addition, existing seamless shear walls are also used in conjunction with dampers, i.e., dampers are installed in the vertical through joints. Although this can improve the structure's energy dissipation capacity, it increases costs and complicates on-site installation. Summary of the Invention

[0006] In view of this, the present invention provides a prefabricated energy-dissipating shear wall system, including a first steel mesh plate, a second steel mesh plate, a first steel bar and a second steel bar. The first steel mesh plate and the second steel mesh plate are arranged opposite to each other. The first steel bar and the second steel bar are respectively arranged between the first steel mesh plate and the second steel mesh plate and spaced apart. First concrete is poured inside the first steel bar and on the first steel mesh plate and the second steel mesh plate located on both sides of the second steel bar. Second concrete is poured inside the second steel bar. The strength of the second concrete is greater than the strength of the first concrete.

[0007] Alternatively, the width of the first reinforcing bar is smaller than the width of the second reinforcing bar.

[0008] Alternatively, the width of the first reinforcing bar is less than one-third of the width of the second reinforcing bar.

[0009] Alternatively, the second reinforcing bar may include a second reinforcing bar skeleton and a wire mesh, the wire mesh being wrapped around the surface of the second reinforcing bar skeleton.

[0010] Alternatively, the second steel reinforcement cage includes a second set of vertical bars and a second stirrup. The number of the second set of vertical bars is at least four, and the axial direction of each second set of vertical bars is consistent with the height direction of the shear wall. The number of the second stirrups is multiple, and they are arranged along the axial direction of the second set of vertical bars. Each second stirrup is connected to the multiple second set of vertical bars.

[0011] Alternatively, the cross-section of the second reinforcing steel cage may be square.

[0012] Optionally, half of the second support bars are located on one side of the thickness direction of the second steel reinforcement cage, and the other half of the second support bars are located on the other side of the thickness direction of the second steel reinforcement cage, and the second support bars located on both sides of the thickness direction of the second steel reinforcement cage correspond one-to-one.

[0013] Alternatively, the second reinforcing bars are arranged at equal intervals on the same side of the thickness direction of the second reinforcing cage.

[0014] Optionally, the first reinforcing bar includes a first upright bar and a first stirrup. The number of the first upright bars is four, and the axial direction of each first upright bar is consistent with the height direction of the shear wall. The number of the first stirrups is multiple, and they are arranged along the axial direction of the first upright bars. Each first stirrup connects to four first upright bars.

[0015] Optionally, it may also include an insulation board disposed between the first steel mesh plate and the second steel mesh plate.

[0016] This invention also provides a construction method for prefabricated energy-dissipating shear walls, comprising the following steps:

[0017] A first steel mesh plate is placed on a pouring platform, and multiple first steel bars are placed at intervals on the first steel mesh plate; first concrete is poured onto the pouring platform to cover the first steel mesh plate; a second steel bar is placed between every two adjacent first steel bars, and a second steel mesh plate is placed on the second steel bars; the first concrete is poured onto the pouring platform until the second steel mesh is covered to form a precast shear wall.

[0018] The precast shear wall was hoisted and positioned.

[0019] Inject the second type of concrete into the second reinforcing steel member;

[0020] The strength of the second concrete is greater than that of the first concrete.

[0021] The technical solutions provided by the embodiments of the present invention may include the following beneficial effects:

[0022] This invention provides a prefabricated energy-dissipating shear wall system, effectively eliminating the need for extensive rebar tying and formwork erection on construction sites, thus improving work efficiency and reducing costs. The thinner side panels reduce the weight of the prefabricated structure, lowering transportation and hoisting costs. The wall only requires temporary diagonal supports and can withstand the lateral pressure during concrete pouring. The visible rebar facilitates acceptance of the reinforcement work. Under minor earthquakes or wind loads, the wall exhibits sufficient load-bearing capacity and lateral stiffness, functioning as a monolithic wall. Under major earthquakes, the narrow walls automatically separate, becoming independently load-bearing walls, reducing structural stiffness and seismic forces. Furthermore, the separation process absorbs some seismic forces, mitigating damage to the main structure and increasing the wall's ductility.

[0023] It should be understood that the above general description and the following detailed description are exemplary and explanatory only, and are not intended to limit the invention. Attached Figure Description

[0024] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with the invention and, together with the description, serve to explain the principles of the invention.

[0025] Figure 1 This is a structural schematic diagram of a prefabricated energy-dissipating shear wall system provided in an embodiment of the present invention;

[0026] Figure 2 for Figure 1The diagram shows the structural arrangement of the first steel mesh plate, the second steel mesh plate, and the first steel reinforcement member in a prefabricated energy-dissipating shear wall system.

[0027] Figure 3 for Figure 1 A schematic diagram of the second steel reinforcement frame of a prefabricated energy-dissipating shear wall system is shown.

[0028] Figure 4 for Figure 1 A schematic diagram of the first steel reinforcement frame of a prefabricated energy-dissipating shear wall system is shown.

[0029] Figure 5 A flowchart of a prefabricated energy-dissipating shear wall construction method provided in an embodiment of the present invention. Detailed Implementation

[0030] Exemplary embodiments will now be described in detail, examples of which are illustrated in the accompanying drawings. When the following description relates to the drawings, unless otherwise indicated, the same numerals in different drawings denote the same or similar elements. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with the present invention. Rather, they are merely examples of apparatuses and methods consistent with some aspects of the invention as detailed in the appended claims.

[0031] The terminology used in this invention is for the purpose of describing particular embodiments only and is not intended to limit the invention. Unless otherwise defined, the technical or scientific terms used in this invention should be understood in their ordinary sense by one of ordinary skill in the art to which this invention pertains. The use of terms such as “a” or “one” in this specification and claims does not indicate a limitation of quantity, but rather indicates the presence of at least one. The use of terms such as “comprising” or “including” means that the element or object preceding “comprising” or “including” encompasses the element or object listed following “comprising” or “including” and its equivalents, and does not exclude other elements or objects. The use of terms such as “connected” or “linked” is not limited to physical or mechanical connections and can include electrical connections, whether direct or indirect. The singular forms “a,” “the,” and “the” used in this specification and appended claims are also intended to include the plural forms, unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used herein refers to and includes any or all possible combinations of one or more associated listed items.

[0032] like Figures 1 to 4As shown, the prefabricated energy-dissipating shear wall system includes a first steel mesh plate 100, a second steel mesh plate 200, a first steel bar 300, and a second steel bar 400. The first steel mesh plate 100 and the second steel mesh plate 200 are arranged opposite to each other. The first steel bar 300 and the second steel bar 400 are respectively arranged between the first steel mesh plate 100 and the second steel mesh plate 200, and are spaced apart. First concrete is poured inside the first steel bar 300 and on the first steel mesh plate 100 and the second steel mesh plate 200 located on both sides of the second steel bar 400. Second concrete is poured inside the second steel bar 400. The strength of the second concrete is greater than the strength of the first concrete.

[0033] It should be noted that the first concrete was poured in the factory during the prefabrication of the shear wall, while the second concrete was poured on-site during the installation of the shear wall. The strength of the second concrete is greater than that of the first concrete, that is, the axial tensile strength of the second concrete located inside the second reinforcing bar 400 is higher. As can be seen, the shear wall in this embodiment can be considered as a combination of multiple narrow walls arranged sequentially at intervals. The narrow walls are the second reinforcing steel member 400 and the second concrete structure. Under minor earthquakes or wind loads, the narrow walls are connected as a whole and have sufficient bearing capacity and lateral stiffness. Under major earthquakes, since the strength of the second concrete is greater than that of the first concrete, the narrow walls will automatically separate, including the first reinforcing steel member 300, the first reinforcing mesh 100, the second reinforcing mesh 200 and the first concrete falling off, forming a wall that bears the load independently, thereby reducing the structural stiffness and reducing the seismic force. At the same time, during the separation process of the narrow walls, some of the seismic force will be absorbed, weakening the damage of the seismic force to the main structure. Under the action of earthquake, the narrow walls undergo bending deformation and enter the plastic energy dissipation stage, improving the ductility of the structure and playing a role in protecting the safety of the main structure.

[0034] In addition, the first reinforcing mesh 100, the second reinforcing mesh 200, the first reinforcing bar 300, and the second reinforcing bar 400 are assembled in the factory, and the first concrete pouring is completed simultaneously. (Refer to...) Figure 1 It adopts a formwork-free technology, which effectively improves assembly efficiency and the degree of mechanized construction on site. It conforms to the development trend of prefabricated and standardized construction industry. On-site construction only requires the placement of the erection steel bars and the pouring of the second concrete. The erection steel bars are the steel bars that connect the two shear walls. Specifically, the first steel bar connecting the shear walls is 300, etc., which greatly simplifies the construction process. It fully integrates the advantages of on-site prefabricated construction technology and on-site concrete pouring structure. It has the characteristics of safety and reliability, simplified construction, material saving, and reduction of dust and construction waste.

[0035] Many factors influence concrete strength, including cement strength, water-cement ratio, curing age, temperature and humidity during hardening, and construction conditions. Among these, the higher the porosity of concrete, the lower its compressive strength. Therefore, vibratory compaction during construction is crucial for improving concrete strength. It is evident that concrete strength can be reflected by its density; that is, the density of the second layer of concrete is greater than that of the first layer.

[0036] like Figures 1 to 3 As shown, the width of the first reinforcing bar 300 is smaller than the width of the second reinforcing bar 400. The second reinforcing bar 400 becomes a self-supporting cavity due to the impact of a major earthquake; therefore, the width of the second reinforcing bar 400 needs to be relatively wide. The first reinforcing bar 300, however, is positioned between two adjacent second reinforcing bar 400s to maintain the continuity of the wall; therefore, the width of the first reinforcing bar 300 can be smaller. Preferably, the width of the first reinforcing bar 300 is less than one-third of the width of the second reinforcing bar 400.

[0037] like Figure 3 As shown, the second reinforcing bar 400 includes a second reinforcing bar skeleton 410 and a wire mesh, with the wire mesh wrapped around the surface of the second reinforcing bar skeleton 410. The wire mesh is used to prevent concrete from entering the interior of the second reinforcing bar 400 during the first concrete pouring.

[0038] Specifically, the second steel reinforcement cage 410 includes a second set of vertical bars 411 and a second stirrup 412. The number of second set of vertical bars 411 is at least four. When the second steel reinforcement cage 410 is placed between the first steel reinforcement mesh 100 and the second steel reinforcement mesh 200, the axial direction of each second set of vertical bars 411 is consistent with the height direction of the shear wall. The number of second stirrups 412 is multiple and they are arranged along the axial direction of the second set of vertical bars 411. The spacing of the second stirrups is determined by calculation. Each second stirrup 412 is connected to multiple second set of vertical bars.

[0039] The number of the second set of uprights is determined by calculation.

[0040] In one embodiment, the cross-section of the second steel reinforcement cage 410 is square, that is, the second stirrup 412 is square, and the number of the second upright bars 411 is four, corresponding to the four apex corners of the square second stirrup 412.

[0041] In another embodiment, the cross-section of the second reinforcing cage 410 is rectangular, that is, the second stirrup 412 is rectangular, and the number of the second stirrups 412 is eight, of which four second stirrups 412 are located on one side of the thickness direction of the second reinforcing cage 410, and the other four second stirrups 412 are located on the other side of the thickness direction of the second reinforcing cage 410, and the second stirrups 412 located on both sides of the thickness direction of the second reinforcing cage 410 correspond one-to-one.

[0042] Alternatively, four second reinforcing bars 412 may be equidistantly spaced on the same side of the second reinforcing cage 410 in the thickness direction.

[0043] like Figure 3 As shown, the spacing between the second stirrups 412 is shorter on both sides of the second reinforcing steel cage 410 along its axial direction, while the spacing between the second stirrups 412 is wider in the middle of the second reinforcing steel cage 410. In other embodiments, multiple second stirrups 412 are equidistantly spaced along the axial direction of the second reinforcing steel cage 410.

[0044] like Figure 4 As shown, the first reinforcing bar 300 includes a first upright bar 310 and a first stirrup 320. There are four first upright bars 310. When the first reinforcing bar 300 is placed between the first reinforcing mesh 100 and the second reinforcing mesh 200, the axial direction of each first upright bar 300 is consistent with the height direction of the shear wall. There are multiple first stirrups 320, which are arranged along the axial direction of the first upright bars 310. The spacing of the first stirrups is determined by calculation. Each first stirrup 320 connects to four first upright bars 310.

[0045] In one embodiment, a plurality of first stirrups 320 are spaced apart along the axial direction of the first support bar 310.

[0046] In one embodiment, the cross-section of the first reinforcing bar 300 is square, that is, the first stirrup 320 is square.

[0047] The prefabricated energy-dissipating shear wall system also includes an insulation board. The insulation board can be positioned between the first reinforcing mesh 100 and the second reinforcing mesh 200, or between the first reinforcing mesh 100 and the first reinforcing bar 300, or between the second reinforcing mesh 200 and the first reinforcing mesh 100, or with the insulation board and the first reinforcing bar 300 located on opposite sides of the first reinforcing mesh 100, or even with the insulation board and the first reinforcing bar 300 located on opposite sides of the second reinforcing mesh 200. The insulation board can be an EPS insulation board.

[0048] This embodiment utilizes a precast shear wall structure formed by overlapping and casting in a factory. The precast structure comprises a first reinforcing mesh 100, a second reinforcing mesh 200, a first reinforcing bar 300, and a second reinforcing bar 400, along with the pouring of the first concrete. After the first concrete is poured, the positions of the first and second reinforcing meshes 100 and 200 form the two side panels of the shear wall. At this point, the second reinforcing bar 400 is hollow, meaning the precast structure appears as a multi-ribbed hollow structure. Pipelines and junction boxes can be pre-embedded inside the second reinforcing bar 400 according to design requirements. This effectively eliminates the need for extensive on-site rebar tying and formwork erection, significantly improving work efficiency and reducing costs. The thinner side panels reduce the weight of the precast structure, decreasing transportation and hoisting costs. The wall only requires temporary diagonal supports and can withstand the lateral pressure during concrete pouring. The visible reinforcing bars facilitate acceptance of the reinforcement work. Under minor earthquakes or wind loads, the wall exhibits sufficient load-bearing capacity and lateral stiffness, functioning as a monolithic wall. Under a major earthquake, the narrow walls automatically separate, becoming independent walls that bear their own loads. This reduces structural stiffness and seismic forces. At the same time, the separation of the narrow walls also absorbs some of the seismic forces, reducing the damage to the main structure and increasing the ductility of the walls.

[0049] like Figure 5 As shown, the present invention also provides a construction method for prefabricated energy-dissipating shear walls, comprising the following steps:

[0050] S100, Precast Shear Wall:

[0051] A first steel mesh is placed on the pouring platform, and multiple first steel bars are placed at intervals on the first steel mesh. First concrete is poured onto the pouring platform to cover the first steel mesh. Second steel bars are placed between every two adjacent first steel bars, and a second steel mesh is placed on the second steel bars. First concrete is poured onto the pouring platform until the second steel mesh is covered to form a precast shear wall.

[0052] Specifically, the second reinforcing bar is composed of a second reinforcing bar skeleton and wire mesh, etc. Therefore, when the first concrete is poured, the first concrete cannot pass through the interior of the second reinforcing bar inside the wire mesh machine. Thus, the above-mentioned precast shear wall structure appears to be a multi-ribbed cavity structure.

[0053] The pouring platform can be composed of side molds, which can be slab structures. Multiple slabs are connected end to end to form a recess for pouring concrete. The first steel mesh plate, the second steel mesh plate, the first steel bar and the second steel bar are placed into the recess in the aforementioned order, and the first concrete is poured to complete the prefabrication of the shear wall.

[0054] S200, hoisting and installation:

[0055] Hoist and position the precast shear wall.

[0056] Specifically, prefabricated shear walls are installed in predetermined positions, and multiple shear walls can be assembled using an overlapping method. More specifically, during vertical assembly of the walls, the reinforcing bars of the lower shear wall can be extended upwards and overlapped with the reinforcing bars of the upper shear wall. Alternatively, additional reinforcing bars can be used to overlap the reinforcing bars of two shear walls. In this case, the second reinforcing bar members in the upper shear wall correspond one-to-one with the second reinforcing bar members in the lower shear wall, facilitating the subsequent pouring of the second concrete on the two connected second reinforcing bar members. It should be noted that the overlapping of the reinforcing bars can be the overlapping of the second reinforcing bar members and / or the first reinforcing bar members on the shear wall, making the assembly of shear walls more convenient.

[0057] S300, Cast-in-place connection:

[0058] Inject the second type of concrete into the second steel reinforcement member.

[0059] Specifically, the strength of the second concrete is greater than that of the first concrete.

[0060] This embodiment involves fewer construction steps, higher construction efficiency, and effectively improves the overall structural integrity and building waterproofing.

[0061] Other embodiments of this disclosure will readily occur to those skilled in the art upon consideration of the specification and practice of the technical solutions disclosed herein. This invention is intended to cover any variations, uses, or adaptations of this disclosure that follow the general principles of this disclosure and include common knowledge or customary techniques in the art not disclosed herein. The specification and embodiments are to be considered exemplary only, and the true scope and spirit of this disclosure are indicated by the following claims.

[0062] It should be understood that this disclosure is not limited to the precise structures described above and shown in the accompanying drawings, and various modifications and changes can be made without departing from its scope. The scope of this disclosure is limited only by the appended claims.

Claims

1. A prefabricated energy-dissipating shear wall system, characterized in that, It includes a first steel mesh plate, a second steel mesh plate, a first steel bar and a second steel bar. The first steel mesh plate and the second steel mesh plate are arranged opposite to each other. The first steel bar and the second steel bar are respectively arranged between the first steel mesh plate and the second steel mesh plate and are spaced apart. First concrete is poured inside the first steel bar and on the first steel mesh plate and the second steel mesh plate located on both sides of the second steel bar. The second reinforcing bar includes a second reinforcing bar skeleton and a wire mesh, wherein the wire mesh is wrapped around the surface of the second reinforcing bar skeleton; The second reinforcing bar is filled with a second type of concrete, which is poured on-site. The first concrete is poured earlier than the second concrete. The wire mesh prevents the first concrete from entering the second reinforcing bar. The strength of the second concrete is greater than that of the first concrete. The width of the first reinforcing bar is smaller than the width of the second reinforcing bar.

2. The prefabricated energy-dissipating shear wall system according to claim 1, characterized in that, The second steel reinforcement cage includes a second set of vertical bars and a second stirrup. The number of the second set of vertical bars is at least four, and the axial direction of each second set of vertical bars is consistent with the height direction of the shear wall. The number of the second stirrups is multiple, and they are arranged along the axial direction of the second set of vertical bars. Each second stirrup is connected to the multiple second set of vertical bars.

3. The prefabricated energy-dissipating shear wall system according to claim 2, characterized in that, The second steel reinforcement cage has a square cross-section.

4. The prefabricated energy-dissipating shear wall system according to claim 2, characterized in that, Half of the second support bars are located on one side of the thickness direction of the second steel reinforcement cage, and the other half are located on the other side of the thickness direction of the second steel reinforcement cage. The second support bars located on both sides of the thickness direction of the second steel reinforcement cage correspond one-to-one.

5. The prefabricated energy-dissipating shear wall system according to claim 4, characterized in that, Located on the same side of the thickness direction of the second steel reinforcement cage, the second upright reinforcement bars are arranged at equal intervals.

6. The prefabricated energy-dissipating shear wall system according to claim 1, characterized in that, The first steel reinforcement includes a first upright bar and a first stirrup. There are four first upright bars, and the axial direction of each first upright bar is consistent with the height direction of the shear wall. There are multiple first stirrups, which are arranged along the axial direction of the first upright bars. Each first stirrup connects to four first upright bars.

7. The prefabricated energy-dissipating shear wall system according to claim 1, characterized in that, It also includes an insulation board, which is disposed between the first steel mesh plate and the second steel mesh plate.

8. A construction method for a prefabricated energy-dissipating shear wall system as described in any one of claims 1 to 7, characterized in that, Includes the following steps: A first steel mesh plate is placed on a casting platform, and multiple first steel bars are placed at intervals on the first steel mesh plate; first concrete is poured onto the casting platform to cover the first steel mesh plate; a second steel bar is placed between every two adjacent first steel bars, and a second steel mesh plate is placed on the second steel bars; the first concrete is poured onto the casting platform until the second steel mesh plate is covered to form a precast shear wall. The precast shear wall was hoisted and positioned. Inject the second type of concrete into the second steel reinforcement member; The strength of the second concrete is greater than that of the first concrete.

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