Prefabricated assembly type prestressed honeycomb steel reinforced concrete composite shear wall and construction method

Abstract

A prefabricated assembly type prestress honeycomb type steel reinforced concrete composite shear wall comprises a honeycomb type steel framework, a reinforcing mesh, concrete, a bracket steel reinforcement framework, steel strands and a plurality of short-limb type steel. The honeycomb-shaped steel framework is composed of a plurality of honeycomb-shaped steel and crossed spiral stirrup nets which are arranged on the honeycomb-shaped steel in a full-length mode; the reinforcing mesh is composed of vertically-distributed reinforcing steel bars parallel to the honeycomb profile steel, transversely-distributed reinforcing steel bars perpendicular to the honeycomb profile steel and steel tie bars. The bracket reinforcement cage is arranged in the middle of the shear wall body and consists of bent reinforcements and rectangular stirrups; the steel strand is arranged in the shear wall body; the short-limb section steel is arranged on the corbel steel reinforcement framework, corresponds to the honeycomb section steel in a one-to-one mode and is connected with flanges of the corresponding honeycomb section steel through the ends, and concrete is integrally poured along the wall limb. The steel reinforced concrete structure is adopted, the anti-seismic property of a building can be improved, and the construction efficiency is improved in a prefabricated assembly mode.

Description

Technical Field

[0001] The invention belongs to the technical field of construction, and particularly relates to a prefabricated prestressed honeycomb steel-concrete composite shear wall and a construction method thereof. Background Technique

[0002] At present, in subway stations, high-rise and super high-rise buildings, reinforced concrete structures are still mainly adopted for shear walls. Traditional cast-in-place reinforced concrete structures have problems such as long construction periods, poor mechanical properties, large component sizes, poor durability, and also problems of high consumption of building materials and serious waste of resources. Summary of the Invention

[0003] In order to overcome the above-mentioned disadvantages of the prior art, the purpose of the present invention is to provide a prefabricated prestressed honeycomb steel-concrete composite shear wall to solve the problems existing in the above background technique.

[0004] In order to achieve the above purpose, the technical solution adopted by the present invention is:

[0005] A prefabricated prestressed honeycomb steel-concrete composite shear wall includes a shear wall body and several short-leg steel sections; the shear wall body includes a honeycomb steel steel skeleton, a steel bar mesh, concrete, a corbel steel bar skeleton and steel strands;

[0006] The honeycomb steel steel skeleton is composed of several honeycomb steel sections and a cross spiral stirrup mesh arranged longitudinally on each honeycomb steel section; the steel bar mesh is composed of vertical distribution steel bars arranged parallel to the honeycomb steel sections, horizontal distribution steel bars arranged perpendicular to the honeycomb steel sections and tie steel bars; the corbel steel bar skeleton is arranged in the middle of the shear wall body and is composed of bent steel bars and rectangular stirrups; the steel strands are arranged in the shear wall body;

[0007] The several short-leg steel sections are arranged on the corbel steel bar skeleton, corresponding to the several honeycomb steel sections one by one, and are connected to the flanges of the corresponding honeycomb steel sections through their ends, and the concrete is poured integrally along the wall limb.

[0008] In one embodiment, the several honeycomb steel sections are arranged at equal intervals along the direction of the shear wall limb, vertical distribution steel bars are arranged at the four corner positions of each honeycomb steel section, and the cross spiral stirrup mesh is composed of a square spiral stirrup and the vertical distribution steel bars at the four corner positions combined by binding or welding, and the vertical distribution steel bars at the four corner positions are placed inside the square spiral stirrup.

[0009] In one embodiment, the upper and lower ends of the honeycomb steel section and the vertical distribution steel bars extend a certain length out of the concrete, and the ends of the horizontal distribution steel bars are bent and extend a certain length out of the concrete to facilitate connection with walls and columns.

[0010] In one embodiment, the steel bar mesh is formed by connecting vertical distribution steel bars, horizontal distribution steel bars and tie steel bars through binding or welding. The vertical distribution steel bars are arranged in every other row and every other column in the horizontal direction; the horizontal distribution steel bars are arranged in layers in the up and down direction; the tie steel bars are located in the middle part of the vertical distribution steel bars.

[0011] In one embodiment, the cellular steel section is fabricated by laser or plasma cutting the web of the H-shaped steel into a zigzag shape, and then connecting them by means of laser welding or arc welding.

[0012] In one embodiment, the bracket steel bar skeleton is formed by connecting bent steel bars and rectangular stirrups through binding or welding.

[0013] In one embodiment, concrete grooves and concrete protrusions are reserved at the left and right ends of the combined shear wall body to facilitate lap connection with the left and right walls.

[0014] In one embodiment, corrugated pipes are arranged at equal intervals along the wall limb direction inside the shear wall body. The steel strands are arranged inside the corrugated pipes and extend a certain distance beyond the upper and lower ends of the corrugated pipes to facilitate the tensioning of the steel strands. The corrugated pipes can be made of metal corrugated pipes, plastic corrugated pipes or PVC pipes.

[0015] In one embodiment, the concrete is recycled concrete, lightweight aggregate concrete, rubber concrete, sound-absorbing concrete, thermal insulation concrete, high-performance concrete or ultra-high-performance concrete cast in the factory, and the standard value of the cube compressive strength of the concrete is not less than 30 MPa.

[0016] In one embodiment, the steel strands are selected from unbonded steel strands or ordinary wire steel strands. In the wall body, the steel strands are arranged in a straight bar arrangement form. After the wall body is transported to the site and assembled, fixed anchors are installed at both ends of the steel strands, and the steel strands are tensioned by a hole-through jack according to the initial tension prestress design value. After the tensioning is completed and the tension stress is stable, the redundant steel strands extending beyond the anchors are cut off. The anchors are ordinary anchors or low-retraction anchors, and are composed of an anchor backing plate and wedge-shaped jaws.

[0017] The present invention also provides a construction method for the prefabricated prestressed cellular steel section concrete combined shear wall, and the steps are as follows:

[0018] 1) In the factory, fabricate cellular steel sections, short limb steel sections, tie steel bars, bent steel bars, rectangular stirrups, square spiral stirrups, vertical distribution steel bars, and horizontal distribution steel bars according to the design requirements, and combine the square spiral stirrups and vertical distribution steel bars to form a cross spiral stirrup mesh;

[0019] 2) In the factory, the vertical distribution steel bars, the transverse distribution steel bars, and the tie steel bars are tied or welded to form a steel mesh; the bent steel bars and the rectangular stirrups are tied or welded to form a corbel steel skeleton;

[0020] 3) In the factory, firstly, the honeycomb steel frame, steel mesh, and corbel steel frame are fixed according to the design requirements to form a composite shear wall steel frame; multiple short-leg steels are welded one by one to multiple honeycomb steel flanges by welding or bolting;

[0021] 4) In the factory, after the steel frame of the wall is fixed, the formwork is set up, the concrete is poured and vibrated to make it dense. After curing, the prefabricated components are manufactured and transported to the construction site;

[0022] 5) At the construction site, fix the manufactured components according to the design position of the shear wall in the drawings, assemble the wall, perform initial prestressing on the steel strands, anchor them with anchors, cut off the excess steel strands, and complete the construction of the prefabricated prestressed honeycomb steel concrete wall.

[0023] Compared with the prior art, the present invention has the following beneficial effects:

[0024] 1) Excellent structural performance

[0025] The composite shear wall can reduce the self-weight of the components and the load on the building structure by arranging honeycomb steel in the middle of the reinforced concrete shear wall, give full play to the stress-bearing performance of the steel, improve the out-of-plane bending performance of the shear wall, and avoid the phenomenon that the cross-sectional width of the wall limbs of the traditional shear wall is large; at the same time, honeycomb steel cross-spiral stirrup column edge restraint components are arranged at the ends of the shear wall to effectively restrain the concrete and increase the ductility of the building structure; by arranging short-leg steel connectors and corbels, the structural integrity and mechanical properties are improved, and it is convenient to connect the composite wall with beams and slabs; the provision of steel strands can effectively inhibit the development of cracks, alleviate structural fatigue and damage, and enhance the durability of the structure. The reasonable arrangement of steel strands can optimize the deformation performance of the structure, reduce deflection, avoid problems such as uneven settlement, and improve the bending stiffness of the structure, thereby enhancing the stability of the structure; when ultra-high performance concrete is used, the excellent material properties of ultra-high performance concrete can be brought into play, thereby improving the corrosion resistance and durability of the structure.

[0026] 2) Efficient, convenient and good social benefits

[0027] This composite shear wall can reduce the workload at the construction site by prefabricating in the factory and assembling on-site, improve the work efficiency at the construction site, ensure the quality of concrete pouring, reduce the influence of seasons on construction. At the same time, by giving full play to the combined mechanical properties of concrete and steel, this composite shear wall can reduce the amount of concrete used, reduce the structural self-weight, lower the seismic action, and reduce the project cost. When ultra-high performance concrete is used, the amount of concrete can also be reduced, and the use of maintenance components and materials can be reduced to a certain extent. Therefore, this composite shear wall has certain social value and broad application prospects. Description of the Drawings

[0028] Figure 1 It is a schematic diagram of the internal structure of the prefabricated and assembled honeycomb steel-concrete composite shear wall of the present invention.

[0029] Figure 2 It is a schematic diagram of the 1-1 section of the prefabricated and assembled honeycomb steel-concrete composite shear wall of the present invention.

[0030] Figure 3 It is a schematic diagram of the overall view of the prefabricated and assembled honeycomb steel-concrete composite shear wall of the present invention.

[0031] Figure 4 It is a three-dimensional schematic diagram of the corbel steel bar skeleton at the upper end of the lower composite shear wall of the present invention.

[0032] Figure 5 It is a three-dimensional schematic diagram of the bent steel bars of the corbel steel bar skeleton of the present invention.

[0033] Figure 6 It is a three-dimensional schematic diagram of the rectangular stirrups of the corbel steel bar skeleton of the present invention.

[0034] Figure 7 It is a schematic diagram of the installation structure of the horizontal distribution steel bars and the corbel steel bar skeleton of the present invention.

[0035] Figure 8 It is a three-dimensional schematic diagram of the honeycomb steel cross spiral stirrup skeleton in the end column of the present invention.

[0036] Figure 9 It is a three-dimensional schematic diagram of the honeycomb steel of the present invention.

[0037] Figure 10 It is a three-dimensional schematic diagram of the short-leg steel of the present invention.

[0038] Explanation of the Reference Numerals

[0039] Honeycomb-shaped steel steel skeleton 1; honeycomb-shaped steel 1-1; cross spiral stirrup mesh 1-2; square spiral stirrup 1-2-1; steel bar mesh 2; vertical distribution steel bars 2-1; horizontal distribution steel bars 2-2; tie steel bars 2-3; concrete 3; multiple short-leg steel shapes 4; bracket steel bar skeleton 5; bent steel bars 5-1; rectangular stirrups 5-2; end concrete rib 6-1; end concrete concave rib 6-2; steel strand 7; corrugated pipe 8; anchor 9. Detailed implementation manners

[0040] The implementation manners of the present invention will be described in detail below in conjunction with the accompanying drawings and embodiments.

[0041] As Figure 1 、 Figure 2 and Figure 3 shown, the present invention is a precast assembled prestressed honeycomb-shaped steel concrete composite shear wall, which mainly includes a shear wall body and several short-leg steel shapes 4, and the short-leg steel shapes 4 are vertically arranged on the wall surface of the shear wall body.

[0042] Among them, the shear wall body is mainly composed of five parts: a honeycomb-shaped steel steel skeleton 1, a steel bar mesh 2, concrete 3, a bracket steel bar skeleton 5, and a steel strand 7. The honeycomb-shaped steel steel skeleton 1 is mainly composed of honeycomb-shaped steel 1-1 and a cross spiral stirrup mesh 1-2. Among them, there are multiple honeycomb-shaped steels 1-1, preferably arranged at equal intervals along the direction of the shear wall limb. A cross spiral stirrup mesh 1-2 is arranged longitudinally on each honeycomb-shaped steel 1-1, and the cross spiral stirrup mesh 1-2 is composed of clockwise stirrups and counterclockwise stirrups. The steel bar mesh 2 is mainly composed of vertical distribution steel bars 2-1, horizontal distribution steel bars 2-2 and tie steel bars 2-3. Among them, the vertical distribution steel bars 2-1 are parallel to the honeycomb-shaped steel 1-1, and the horizontal distribution steel bars 2-2 and the tie steel bars 2-3 are perpendicular to the honeycomb-shaped steel 1-1. The honeycomb-shaped steel steel skeleton 1 is distributed in the steel bar mesh 2. The bracket steel bar skeleton 5 is arranged in the middle of the shear wall body, and the steel strand 7 is arranged in the shear wall body; each short-leg steel shape 4 is arranged on the bracket steel bar skeleton 5 and corresponds to each honeycomb-shaped steel 1-1 respectively, and can be further connected to the flange of the corresponding honeycomb-shaped steel 1-1 at the end. The concrete 3 is integrally poured along the wall limb to form the final precast assembled prestressed honeycomb-shaped steel concrete composite shear wall.

[0043] According to the above structure, in the present invention, through the prefabricated assembly method, the wall components are fabricated in the factory, and after the walls are assembled at the construction site, unbonded prestress tensioning is carried out, which improves the construction efficiency. At the same time, honeycomb steel and steel strands are arranged in the concrete shear wall, which can improve the out-of-plane bending performance. The arrangement of cross spiral stirrups enhances the confinement of the core concrete, strengthens the bonding between the concrete and the steel, and inhibits the local buckling of the steel, making the wall have good ductility. By setting short-leg steel as the connection point, it is convenient to connect the composite wall with the slab, improving the structural integrity, having excellent mechanical properties and broad engineering application prospects.

[0044] The present invention adopts a steel reinforced concrete structure, combining the high strength of steel and the high compressive strength of concrete, enabling the overall structure to better withstand large loads and complex mechanical actions. At the same time, the steel reinforced concrete structure has strong ductility and toughness, which can improve the seismic performance of buildings.

[0045] In a further embodiment of the present invention, as Figure 4 、 Figure 5 and Figure 6 and Figure 7 shown, the corbel steel bar skeleton 5 is formed by connecting the bent steel bars 5-1 and the rectangular stirrups 5-2 through binding or welding. A form of its final shape can be referred to Figure 4 . Three identical rectangular stirrups 5-2 are arranged from top to bottom to form a preliminary steel bar frame, and each rectangular stirrup 5-2 is in a horizontal state. Three bent steel bars 5-1 are arranged in the preliminary steel bar frame, and some steel bars are bound or welded to the inner edge of the rectangular stirrup 5-2. The bent steel bar 5-1 shown in the figure is bent from a section of steel bar into five parts, with a total of four corners. In sequence, the first part is in a vertical state with a longer length and is bound or welded to the inner edge of the three rectangular stirrups 5-2 at the same time. The second part is preferably horizontally arranged and can extend beyond the top surface of the highest rectangular stirrup 5-2. The third part, the fourth part and the fifth part are respectively bound or welded to the inner edge of the three rectangular stirrups 5-2. Among them, the third part and the fifth part are generally inclined, and the fourth part is generally vertically arranged. The transverse distribution steel bars 1-2 pass through the corbel steel bar skeleton 5 and are connected by binding or welding, which can be referred to Figure 7。The corbel steel bar framework 5 of the present invention protrudes from the wall surface, strengthening the negative moment area of the slab, which is beneficial to the structural force. The rectangular steel bars and steel bar meshes are components of the wall body, the bent steel bars are components of the corbel, and the corbel is part of the wall body. Through the design of this example, there is a multi-directional stress coordination mechanism. The five-section bent steel bars form a continuous force transmission path through four corners, gradually transmitting the shear flow from the vertical section (the first part) to the horizontal section (the second part). The three-layer rectangular stirrups form a three-dimensional restraint framework, jointly constituting a space truss system with the bent steel bars. Improvement of joint seismic performance: a hierarchical energy dissipation structure, and four corners form a serialized plastic hinge area, entering the yield stage in sequence according to the order of the third corner → the first corner → the fourth corner. The standardized three-stirrup framework can be used as a prefabricated unit, and only the bent steel bars need to be inserted on-site to complete the assembly, giving full play to the advantages of prefabricated buildings.

[0046] In a further embodiment of the present invention, as Figure 8 and Figure 9 shown, the installation positions of the honeycomb steel sections 1-1 are preferably in the middle of the shear wall. By setting the honeycomb steel sections 1-1 in the middle of the shear wall, the out-of-plane bending performance and seismic performance of the shear wall can be improved while ensuring the steel ratio. It is further preferably ensured that there are vertical distribution steel bars 2-1 at the four corner positions thereof, that is, surrounded by at least four vertical distribution steel bars 2-1 to further enhance the aforementioned performance. The cross spiral stirrup mesh 1-2 of the present invention is composed of square spiral stirrups 1-2-1 and vertical distribution steel bars 2-1 at the four corner positions through binding or welding. The vertical distribution steel bars 2-1 at the four corner positions are placed inside the square spiral stirrups 1-2-1, and the square spiral stirrups 1-2-1 are composed of counterclockwise spiral stirrups and clockwise spiral stirrups. By setting the cross spiral stirrup mesh in this embodiment, the restraint effect on the concrete is enhanced, the bonding effect between the concrete and the steel section is strengthened, and the local buckling of the steel section is inhibited, making the wall have good ductility.

[0047] In a further embodiment of the present invention, both the upper and lower ends of the honeycomb steel section 1-1 and the vertical distribution steel bars 2-1 extend out of the concrete 3 by a certain length. At the same time, the ends of the horizontal distribution steel bars 2-2 are bent and extend out of the concrete 3 by a certain length to facilitate connection with walls and columns. Through the design of this embodiment, the steel bars and steel sections extend out of the concrete to form an exposed connection section, which can be rigidly anchored to adjacent wall and column members through welding or mechanical sleeves, enhancing the reliability of joint connection. The honeycomb steel web is perforated to form a combined bite surface with the concrete, realizing the coordinated force of the steel and the concrete and optimizing the structural force transmission path. The preset extended length meets the requirements of the "Technical Specification for Assembled Concrete Structures" for the joint connection structure and is suitable for prefabricated construction.

[0048] In a further embodiment of the present invention, the cellular steel section 1-1 is an H-shaped steel section with cellular holes in the web. It can be fabricated by laser or plasma cutting the web of the H-shaped steel section in a zigzag pattern and then connecting it by means of laser welding or arc welding.

[0049] In a further embodiment of the present invention, the vertical distribution steel bars 2-1, the horizontal distribution steel bars 2-2 and the tie steel bars 2-3 are connected by binding or welding to form a steel bar mesh 2. Among them, the vertical distribution steel bars 2-1 are preferably arranged in a staggered pattern horizontally; the horizontal distribution steel bars 2-2 are preferably arranged in layers vertically; the tie steel bars 2-3 are located in the middle of the vertical distribution steel bars 2-1 to tie the vertical distribution steel bars 2-1 in the wall thickness direction. Through the design of this embodiment, a two-way stress transfer mechanism is adopted. The vertical steel bars are arranged in a staggered pattern to form a "hidden column type" longitudinal skeleton, and the horizontal steel bars are arranged in layers to form a horizontal truss, forming an orthogonal grid force transfer system. The staggered arrangement of the vertical steel bars forms a non-uniform stiffness field, changing the crack propagation path from a straight line to a zigzag line. The tie steel bars form a restraint ring in the wall thickness direction to limit the lateral expansion deformation of the concrete.

[0050] In a further embodiment of the present invention, concrete grooves 6-2 and concrete protrusions 6-1 are reserved at the left and right ends of the combined shear wall to facilitate lap connection with the left and right walls.

[0051] In a further embodiment of the present invention, corrugated pipes 8 are arranged at equal intervals along the wall limb direction in the shear wall. The steel strands 7 are arranged inside the corrugated pipes 8 and extend a certain distance beyond the upper and lower ends of the corrugated pipes 8 to facilitate their tensioning. The corrugated pipes 8 can be made of metal corrugated pipes, plastic corrugated pipes or PVC pipes. By arranging the steel strands 7 in this embodiment, the development of cracks can be effectively inhibited, the structural fatigue and damage can be alleviated, the durability of the structure can be enhanced, the structural deformation performance can be optimized by the reasonable arrangement of the steel strands, the deflection can be reduced, problems such as uneven settlement can be avoided, the out-of-plane bending stiffness of the wall can be increased, thereby enhancing the stability of the structure, the development of cracks in the wall can be effectively inhibited, and the impermeability of the wall and the durability of the structure can be improved.

[0052] According to different actual engineering situations, the steel strands 7 can be selected as unbonded steel strands for unbonded prestress or ordinary steel wire strands for bonded prestress, and different tensioning methods such as pre-tensioning or post-tensioning can be selected. Steel strand arrangement forms such as straight line type, curve type, zigzag type, circular type, and one-way, two-way, combined, local concentrated type can be adopted to significantly improve the mechanical properties and durability of the structure. In this embodiment, the steel strands 7 in the wall are arranged in a straight line type. After the wall is transported to the site and assembled, fixed anchors 9 are installed at both ends of the steel strands 7, and the steel strands are tensioned by a through-hole jack according to the initial tension prestress design value. After the tensioning is completed and the tension stress is stabilized, the excess steel strands 7 extending beyond the anchors are cut off. The anchors 9 can be ordinary anchors or low-retraction anchors, mainly composed of anchor plates and wedge grips.

[0053] In a further embodiment of the present invention, the concrete 3 can be precast recycled concrete, lightweight aggregate concrete, rubber concrete, sound-absorbing concrete, thermal insulation concrete, high-performance concrete or ultra-high-performance concrete, and the standard value of its cube compressive strength is not less than 30 MPa. Among them, when the shear wall is used in the underground structure or at the bottom of high-rise or super-high-rise buildings, ultra-high-performance concrete can be used to improve the mechanical properties, corrosion resistance and durability of the structure.

[0054] In a further embodiment of the present invention, as Figure 10 shown, the short-leg steel section 4 is an H-shaped steel with a relatively short length, which is vertically connected to the shear wall body. Specifically, one end can be welded or bolted to the flange of the honeycomb steel section 1-1. Its lower flange can be directly lapped on the lower corbel steel bar skeleton 5. By arranging the short-leg steel section 4 and the corbel steel bar skeleton 5, it is convenient for the composite wall to be connected to beams and slabs. Among them, the honeycomb steel section 1-1 of the end column and the short-leg steel section 4 are designed according to actual needs, and the specifications and expansion ratios of the two steel sections can be the same or different; the short-leg steel section 4 can adopt variable-section or equal-section solid-web H-shaped steel.

[0055] The construction method of the prefabricated prestressed honeycomb steel-concrete composite shear wall of the present invention can greatly reduce the workload at the construction site and improve the work efficiency at the construction site by means of prefabrication in the factory and on-site assembly. The specific steps are as follows:

[0056] 1) Determine the center spacing of the honeycomb steel section 1-1, the spacing, diameter and specifications of the distributed steel bars 2-1, transverse distributed steel bars 2-2 and tie bars 2-3, the type and strength of the cast-in-place concrete, etc. according to the design requirements. In the factory, process the honeycomb steel section 1-1, short-leg steel section 4, tie bars 2-3, bent steel bars 5-1, rectangular stirrups 5-2, square spiral stirrups 1-2-1, vertical distributed steel bars 2-1, and transverse distributed steel bars 2-2. Combine the square spiral stirrups 1-2-1 and the vertical distributed steel bars 2-1 to form a cross spiral stirrup mesh 1-2. Among them,

[0057] 2) In the factory, bind or weld the vertical distributed steel bars 2-1, transverse distributed steel bars 2-2 and tie bars 2-3 to form a steel bar mesh 2; bind or weld the bent steel bars 5-1 and rectangular stirrups 5-2 to form a corbel steel bar skeleton 5;

[0058] 3) In the factory, first fix the honeycomb steel skeleton 1, steel bar mesh 2 and corbel steel bar skeleton 5 according to the design requirements to form a composite shear wall steel skeleton; use welding or bolt connection to weld multiple short-leg steel sections 4 to the flanges of multiple honeycomb steel sections 1-1 one by one;

[0059] 4) At the factory, after fixing the steel wall skeleton, formwork is supported, concrete 3 is poured and vibrated thoroughly. After curing, the precast component is completed and transported to the construction site.

[0060] 5) At the construction site, the fabricated components are fixed according to the design position of the shear wall in the drawings. After assembling the wall, the initial prestress tensioning of the steel strand 7 is carried out and anchored with the anchor 9. The redundant steel strand 7 is cut off, and the construction of the precast prestressed honeycomb steel - concrete wall is completed.

[0061] According to the combined shear wall design method proposed by the present invention, the spacing, size, strength and expansion ratio of the steel sections are adjusted according to the actual engineering design. At the same time, various rigid components such as steel pipes can be used to replace the honeycomb steel sections. The end sizes and the out - stretched lengths of the steel components can be determined according to the actual project for easy connection, so as to achieve the optimized design of this example and make the combined shear wall suitable for different engineering requirements.

[0062] The components of the precast and assembled structure of the present invention can be produced in a standardized and mechanized manner at the factory, ensuring controllable component quality. The components are precast in the factory and assembled during on - site construction, reducing the on - site construction time and improving construction efficiency. The precast and assembled structure usually adopts standardized design, which can optimize the use of materials and reduce costs.

[0063] The prestressed combined shear wall of the present invention can ensure the quality of concrete pouring, improve production efficiency and shorten the construction period through the method of factory precasting. At the same time, it has the characteristics of simple structure and high cost - performance ratio, and is suitable for application in the side walls of subway stations and high - rise, large - span or heavy - load structures.

Claims

1. A prefabricated prestressed honeycomb steel-concrete composite shear wall, characterized in that: It comprises a shear wall body and a plurality of short-leg steel sections (4); the shear wall body comprises a honeycomb steel frame (1), a steel mesh (2), concrete (3), a corbel steel frame (5) and steel strands (7); The honeycomb steel skeleton (1) is composed of a plurality of honeycomb steels (1-1) and a cross spiral stirrup mesh (1-2) arranged on each honeycomb steel (1-1) throughout its length; the steel mesh (2) is composed of vertical distribution steel bars (2-1) arranged parallel to the honeycomb steel (1-1) and transverse distribution steel bars (2-2) and tie steel bars (2-3) arranged perpendicular to the honeycomb steel (1-1); the corbel steel skeleton (5) is arranged in the middle of the shear wall and is composed of bent steel bars (5-1) and rectangular stirrups (5-2); the steel strand (7) is arranged in the shear wall; The plurality of short-limb steel sections (4) are arranged on the corbel steel reinforcement frame (5), respectively corresponding to the plurality of honeycomb steel sections (1-1) one by one, and connected to the flanges of the corresponding honeycomb steel sections (1-1) via their ends, and the concrete (3) is integrally poured along the wall limbs.

2. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The plurality of honeycomb steels (1-1) are arranged at equal intervals along the direction of the shear wall limbs, and vertical distribution steel bars (2-1) are arranged at four corner positions of each honeycomb steel (1-1). The cross spiral stirrup mesh (1-2) is formed by combining square spiral stirrups (1-2-1) and vertical distribution steel bars (2-1) at four corner positions through binding or welding, and the vertical distribution steel bars (2-1) at the four corner positions are placed inside the square spiral stirrups (1-2-1).

3. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 or 2, characterized in that: The upper and lower ends of the honeycomb steel (1-1) and the vertical distribution steel bars (2-1) extend out of the concrete (3) by a certain length, and the ends of the transverse distribution steel bars (2-2) are bent and extend out of the concrete (3) by a certain length to facilitate connection with walls and columns.

4. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The steel mesh (2) is formed by connecting vertical distribution steel bars (2-1), transverse distribution steel bars (2-2) and tie steel bars (2-3) by binding or welding. The vertical distribution steel bars (2-1) are arranged in alternate rows and columns in the horizontal direction; the transverse distribution steel bars (2-2) are arranged in layers in the vertical direction; and the tie steel bars (2-3) are located in the middle of the vertical distribution steel bars (2-1).

5. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The corbel reinforcement skeleton (5) is formed by connecting the bent reinforcement (5-1) and the rectangular stirrup (5-2) by binding or welding, and the transverse distribution reinforcement (1-2) penetrates into the corbel reinforcement skeleton (5) and is connected by binding or welding.

6. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: Concrete grooves (6-2) and concrete convex grooves (6-1) are reserved at the left and right ends of the combined shear wall so as to facilitate overlapping connection with the left and right walls.

7. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The corrugated pipes (8) are arranged at equal intervals in the wall body of the shear wall along the wall limb direction. The steel strands (7) are arranged inside the corrugated pipes (8) and extend a certain distance from the upper and lower ends of the corrugated pipes (8) to facilitate the tensioning of the steel strands (7). The corrugated pipes (8) can be made of metal corrugated pipes, plastic corrugated pipes or PVC pipes.

8. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The concrete (3) is recycled concrete, lightweight aggregate concrete, rubber concrete, sound-absorbing concrete, thermal insulation concrete, high-performance concrete or ultra-high-performance concrete poured in a factory, and the standard value of the cubic compressive strength of the concrete (3) is not less than 30 MPa.

9. The prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1 is characterized in that: The steel strand (7) is selected from unbonded steel strands or ordinary steel wire steel strands. The steel strand (7) is arranged in a straight line in the wall. After the wall is transported to the site for assembly, fixed anchors (9) are installed at both ends of the steel strand (7). The steel strand is tensioned using a through-type jack according to the initial prestressing design value. After the tensioning is completed and the tensioning stress is stabilized, the excess steel strand (7) protruding from the anchor is cut off. The anchor (9) is an ordinary anchor or a low-retraction anchor, which is composed of an anchor pad and a clip.

10. The construction method of the prefabricated prestressed honeycomb steel-concrete composite shear wall according to claim 1, characterized in that: Here are the steps: 1) In a factory, honeycomb steel (1-1), short-leg steel (4), tie steel bars (2-3), bent steel bars (5-1), rectangular stirrups (5-2), square spiral stirrups (1-2-1), vertical distribution steel bars (2-1), and transverse distribution steel bars (2-2) are processed according to design requirements, and the square spiral stirrups (1-2-1) and the vertical distribution steel bars (2-1) are combined to form a cross spiral stirrup mesh (1-2); 2) In a factory, the vertical distribution steel bars (2-1), the transverse distribution steel bars (2-2), and the tie steel bars (2-3) are tied or welded to form a steel mesh (2); the bent steel bars (5-1) and the rectangular stirrups (5-2) are tied or welded to form a corbel steel frame (5); 3) In the factory, firstly, the honeycomb steel frame (1), the steel mesh (2), and the corbel steel frame (5) are fixed according to the design requirements to form a composite shear wall steel frame; a plurality of short-leg steels (4) are welded one by one to the flanges of the plurality of honeycomb steels (1-1) by welding or bolt connection; 4) In the factory, after the wall steel skeleton is fixed, the formwork is set up, concrete is poured (3) and vibrated to make it dense. After curing, the prefabricated components are manufactured and transported to the construction site; 5) At the construction site, the manufactured components are fixed according to the design position of the shear wall in the drawings, and after the wall is assembled, the steel strands (7) are initially prestressed and anchored with anchors (9), and the excess steel strands (7) are cut off, thus completing the construction of the prefabricated prestressed honeycomb steel concrete wall.

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