Combined shear wall

Abstract

The invention provides a combined shear wall, and relates to the technical field of building structure engineering.The combined shear wall comprises a steel framework and a concrete structure, the steel framework comprises columns, steel plates and stiffening rib assemblies, and the two columns are distributed in the first direction at intervals; the steel plate is connected between the two column bodies; the stiffening rib assembly comprises a plurality of first stiffening ribs and a plurality of second stiffening ribs, the first stiffening ribs extend in the vertical direction, and the first stiffening ribs are distributed in the first direction at intervals and fixedly connected with one surface of the steel plate; the second stiffening ribs extend in the first direction, are distributed at intervals in the vertical direction and are fixedly connected with the other surface of the steel plate; concrete structures are arranged on the two opposite surfaces of the steel plate and cover the steel plate, the first stiffening ribs and the second stiffening ribs. The steel plates of the composite shear wall can be prevented from losing local stability, the concrete structure can be prevented from peeling off, and the safety of the composite shear wall is ensured.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building structure engineering, and in particular, relates to a combined shear wall. BACKGROUND

[0002] As a kind of efficient lateral force resisting member, single steel plate-concrete composite shear wall is widely used in high-rise and super high-rise building structures. Through the cooperative work of single steel plate and concrete, it has the advantages of good ductility of steel structure, large stiffness of concrete structure and relatively low cost.

[0003] The traditional single steel plate-concrete composite shear wall mainly includes a single layer of steel plate, a steel mesh and concrete. The steel mesh is arranged on both sides of the single layer of steel plate, and the concrete is poured between the two sides of the single layer of steel plate and the corresponding steel mesh to form a single steel plate-concrete composite shear wall.

[0004] However, the steel plate in the middle of the wall is prone to local buckling (wavy bulging or wrinkling deformation) under the action of reciprocating load due to its thin thickness and large width, which loses local stability, not only loses most of the carrying capacity, but also generates a huge splitting force on the surrounding concrete, leading to large-scale spalling of the concrete cover, and further affecting the safety of the composite shear wall. SUMMARY

[0005] The problem solved by the present application is how to avoid the loss of local stability of the steel plate of the composite shear wall and the spalling of the concrete structure, and ensure the safety of the composite shear wall.

[0006] To solve the above problems, the present application provides a composite shear wall, comprising: a steel skeleton, the steel skeleton comprising a column body, a steel plate and a stiffening rib assembly, two column bodies are spaced apart along a first direction, wherein the first direction is parallel to the transverse direction of the composite shear wall; the steel plate is connected between the two column bodies; the stiffening rib assembly comprises a plurality of first stiffening ribs and a plurality of second stiffening ribs, the first stiffening ribs extend vertically, a plurality of first stiffening ribs are spaced apart along the first direction and fixedly connected with one surface of the steel plate; the second stiffening ribs extend along the first direction, a plurality of second stiffening ribs are spaced apart vertically and fixedly connected with another surface of the steel plate; a concrete structure, the concrete structure is arranged on the opposite surfaces of the steel plate, and the concrete structure covers the steel plate, the first stiffening ribs and the second stiffening ribs.

[0007] Optionally, the steel plate is provided with a plurality of perforations arranged in an array.

[0008] Optionally, the steel skeleton further comprises a pair of steel bars and distribution steel bars, the pair of steel bars are inserted into the perforations at least partially, and the distribution steel bars are embedded in the concrete structures on opposite sides of the steel plate respectively, and the two ends of the pair of steel bars are connected with the corresponding distribution steel bars respectively.

[0009] Optionally, the distribution steel bars comprise a plurality of first steel bars, the first steel bars extend along the vertical direction, and the first steel bars are distributed along the first direction at intervals.

[0010] Optionally, the distribution steel bars further comprise a plurality of second steel bars, the second steel bars extend along the first direction, and the second steel bars are distributed along the vertical direction at intervals, the second steel bars are connected with the first steel bars perpendicularly, the perforations correspond to the intersection positions of the first steel bars and the second steel bars, and the ends of the pair of steel bars are connected with the intersection positions of the first steel bars and the second steel bars.

[0011] Optionally, the pair of steel bars comprises a steel bar part and two hook parts, the two ends of the steel bar part are fixedly connected with the two hook parts respectively, the steel bar part is arranged in the perforation, and the hook parts are connected with the intersection positions of the first steel bars and the second steel bars.

[0012] Optionally, the concrete structure comprises first concrete, the opposite sides of the steel plate are provided with the first concrete respectively, and the first concrete is bonded with the steel plate, the column and the stiffening rib assembly; along a second direction, the thicknesses of the two sides of the first concrete are matched with the widths of the first stiffening rib and the second stiffening rib on the corresponding sides respectively; the second direction is parallel to the longitudinal direction of the composite shear wall, and the second direction is perpendicular to the first direction.

[0013] Optionally, the concrete structure further comprises second concrete, the opposite sides of the steel plate are provided with the second concrete respectively, and the second concrete is bonded with the outer surfaces of the first concrete; the compressive strength of the first concrete is greater than that of the second concrete. The end surface of the second concrete along the second direction is flush with the end surface of the column along the second direction. The distribution steel bars are in the second concrete.

[0014] Optionally, the perforations extend along the vertical direction, or the perforations extend along the first direction, or the perforations are circular holes.

[0015] Optionally, the column is a steel pipe structure; or, the column comprises a steel pipe and a concrete body, the concrete body being in the steel pipe; or, the column comprises a shaped steel and a concrete body, the concrete body being wrapped around a part of the outer wall of the shaped steel.

[0016] The beneficial effects of the composite shear wall of the present application are: The first stiffening ribs extend in the vertical direction, and the plurality of first stiffening ribs are spaced apart along the first direction (i.e. the transverse direction of the composite shear wall) and fixed to one surface of the steel plate to provide lateral support to the steel plate in the transverse direction through the plurality of first stiffening ribs, effectively resisting the bending (bulging) of the steel plate in the transverse direction; the second stiffening ribs extend in the first direction (i.e. the second stiffening ribs are arranged horizontally), and the plurality of second stiffening ribs are spaced apart along the vertical direction and fixed to the other surface of the steel plate to provide lateral support to the steel plate in the vertical direction through the plurality of second stiffening ribs, effectively resisting the bending of the steel plate in the vertical direction; the first stiffening ribs and the second stiffening ribs arranged perpendicularly on the opposite surfaces of the steel plate form a spatial grid constraint system; under the action of reciprocating load, the stiffening rib assembly can bear part of the in-plane shear force and bending moment, effectively improving the local stability of the steel plate itself and improving the stiffness of the steel skeleton in the construction stage and the use stage.

[0017] The concrete structure covers the steel plate, the first stiffening ribs and the second stiffening ribs, so that the entire stiffening rib assembly is in the concrete structure, to form strong out-of-plane constraints on the steel plate through the first stiffening ribs and the second stiffening ribs on the opposite sides of the steel plate, and because the plurality of first stiffening ribs and the plurality of second stiffening ribs are spaced apart on both surfaces of the steel plate, the constraints of the spatial grid constraint system are almost continuous and uniform on the entire surface of the steel plate. Moreover, the concrete structure through the firmly anchored stiffening rib assembly can not only actively limit any small out-of-plane deformation trend of the steel plate and kill the buckling in the embryonic state, but also because of the strong external constraints of the steel plate itself, the stiffening rib assembly and the concrete structure, the steel plate will not be buckled significantly, so it will not produce destructive extrusion and splitting force on the surface layer of concrete, effectively preventing large-scale peeling of the protective layer of the concrete structure, and further ensuring the safety of the composite shear wall. BRIEF DESCRIPTION OF DRAWINGS

[0018] Figure 1 Figure 1 is a partial structural schematic diagram of the composite shear wall of the present application; Figure 2 Figure 2 is another partial structural schematic diagram of the composite shear wall of the present application; Figure 3 Figure 3 is a structural schematic diagram of the composite shear wall of the present application; Figure 4 Figure 4 is a structural schematic diagram of the composite shear wall of the present application, in which the perforations are vertical slits. Figure 5 Structure diagram of a perforated composite shear wall according to an embodiment of the present application, in which the perforations are horizontal slits; Figure 6 Structure diagram of a perforated composite shear wall according to an embodiment of the present application, in which the perforations are circular holes; Figure 7 Structure diagram of a horizontal cross-section of a perforated composite shear wall according to an embodiment of the present application; Figure 8 Structure diagram of a horizontal cross-section of a perforated composite shear wall according to an embodiment of the present application; Figure 7 Structure diagram of a horizontal cross-section of a perforated composite shear wall according to an embodiment of the present application; Figure 9 Structure diagram of a horizontal cross-section of a perforated composite shear wall according to an embodiment of the present application;

[0019] Explanation of reference numerals: 1 - column; 11 - steel pipe; 12 - concrete body; 2 - steel plate; 21 - perforation; 3 - first stiffening rib; 31 - first hole; 4 - second stiffening rib; 41 - second hole; 5 - pair of steel bars; 51 - steel bar portion; 52 - hook portion; 6 - distribution steel bar; 61 - first steel bar; 62 - second steel bar; 7 - first end plate; 8 - second end plate; 9 - concrete structure; 91 - first concrete; 92 - second concrete. DETAILED DESCRIPTION

[0020] In order to make the above objectives, features and advantages of the present application more obvious and easy to understand, specific embodiments of the present application will be described in detail below with reference to the accompanying drawings. Although some embodiments of the present application are shown in the drawings, it should be understood that the present application can be implemented in various forms, and should not be interpreted as being limited to the embodiments described herein, but rather, these embodiments are provided to more thoroughly and completely understand the present application. It should be understood that the drawings and embodiments of the present application are for exemplary purposes only, and are not intended to limit the scope of protection of the present application.

[0021] The X-axis in the drawings represents the left-right position, and the positive direction of the X-axis represents the right side, and the negative direction of the X-axis represents the left side. The Y-axis in the drawings represents the front-rear position, and the positive direction of the Y-axis represents the front side, and the negative direction of the Y-axis represents the rear side. The Z-axis in the drawings represents the up-down position, and the positive direction of the Z-axis represents the upper side, and the negative direction of the Z-axis represents the lower side. It should be noted that the meanings of the aforementioned X-axis, Y-axis and Z-axis are only for the convenience of describing the present application and simplifying the description, and are not intended to indicate or imply that the devices or elements referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore should not be understood as limiting the present application.

[0022] The term "comprising" and its variations as used herein are open-ended, meaning "including but not limited to"; the term "based on" means "at least partially based on"; the term "one embodiment" means "at least one embodiment"; the term "another embodiment" means "at least one additional embodiment"; the term "some embodiments" means "at least some embodiments"; and the term "optionally" means "optional embodiments". Definitions of other terms will be given in the following description. It should be noted that the concepts of "first," "second," etc., mentioned in this invention are used only to distinguish different devices, modules, or units, and are not intended to limit the order of functions performed by these devices, modules, or units or their interdependencies.

[0023] It should be noted that the terms "one" and "more" used in this invention are illustrative rather than restrictive. Those skilled in the art should understand that, unless otherwise expressly indicated in the context, they should be understood as "one or more".

[0024] like Figures 1 to 3 As shown, an embodiment of the present invention provides a composite shear wall, comprising: A steel frame includes columns 1, steel plates 2, and stiffening rib assemblies. Two columns 1 are spaced apart along a first direction, which is parallel to the transverse direction of the combined shear wall. The steel plates 2 are connected between the two columns 1. The stiffening rib assembly includes a plurality of first stiffening ribs 3 and a plurality of second stiffening ribs 4. The first stiffening ribs 3 extend vertically, and the plurality of first stiffening ribs 3 are spaced apart along the first direction and fixedly connected to one surface of the steel plate 2. The second stiffening ribs 4 extend along the first direction, and the plurality of second stiffening ribs 4 are spaced apart vertically and fixedly connected to the other surface of the steel plate 2. The concrete structure 9 is provided on both opposite surfaces of the steel plate 2, and the concrete structure 9 covers the steel plate 2, the first stiffening rib 3 and the second stiffening rib 4.

[0025] Specifically, the first direction can be related to Figure 2 In a coordinate system, the X-axis is parallel to the horizontal direction and can also refer to the transverse (or width) direction of the composite shear wall. The vertical direction can be parallel to... Figure 2 The Z-axis is parallel in the coordinate system.

[0026] The steel plate 2 is fixedly connected to the corresponding column 1 at both ends along the first direction by welding or other means, so as to connect the steel plate 2 and the column 1 into an integral structure.

[0027] The first stiffening rib 3 can be a vertically arranged plate-shaped or strip-shaped structure, and each first stiffening rib 3 is welded along the vertical (height direction) length of the steel plate 2; multiple first stiffening ribs 3 can be arranged at equal intervals along the first direction (width direction).

[0028] The second stiffening rib 4 can be a transverse plate or strip structure arranged horizontally and extending in the first direction, each second stiffening rib 4 being welded along the transverse direction (width direction) of the steel plate 2; a plurality of second stiffening ribs 4 can be arranged equidistantly in the vertical direction.

[0029] The first stiffening rib 3 and the second stiffening rib 4 can be arranged on both sides of the steel plate 2 respectively and perpendicular to the steel plate 2.

[0030] The same concrete structure 9 can be arranged on both opposite surfaces of the steel plate 2.

[0031] A plurality of first holes 31 (see FIG. 2) can be arranged equidistantly in the vertical direction on the first stiffening rib 3. Figure 2 A plurality of second holes 41 (see FIG. 2) can be arranged equidistantly in the first direction on the second stiffening rib 4. Figures 4 to 6

[0032] The first stiffening rib 3 provided with the first holes 31 and the second stiffening rib 4 provided with the second holes 41 can not only reduce the out-of-plane buckling of the steel plate 2, but also increase the engagement area of the concrete structure 9 with the first stiffening rib 3 and the second stiffening rib 4, thereby enhancing the assembly effect with the concrete structure 9, because part of the concrete structure 9 can flow into the first holes 31 and the second holes 41.

[0033] The wall of a high-rise building can be formed by assembling a plurality of modular units of the combined shear wall.

[0034] In the embodiment, the first stiffening rib 3 extends in the vertical direction, and a plurality of first stiffening ribs 3 are arranged equidistantly in the first direction (i.e., the transverse direction of the combined shear wall) and fixed to one surface of the steel plate 2, so as to provide lateral support in the transverse direction for the steel plate 2 by the plurality of first stiffening ribs 3, effectively resisting the bending (bulging) of the steel plate 2 in the transverse direction; the second stiffening rib 4 extends in the first direction (i.e., the second stiffening rib 4 is arranged horizontally), and a plurality of second stiffening ribs 4 are arranged equidistantly in the vertical direction and fixed to the other surface of the steel plate 2, so as to provide lateral support in the vertical direction for the steel plate 2 by the plurality of second stiffening ribs 4, effectively resisting the bending of the steel plate 2 in the vertical direction; the first stiffening rib 3 and the second stiffening rib 4 arranged on the opposite surfaces of the steel plate 2 and arranged perpendicularly constitute a spatial grid constraint system; under the action of reciprocating load, the stiffening rib assembly can bear part of the in-plane shear force and bending moment, effectively improving the local stability of the steel plate 2 and improving the rigidity of the steel skeleton in the construction stage and the use stage.

[0035] ​The concrete structure 9 covers the steel plate 2, the first stiffening rib 3 and the second stiffening rib 4, so that the whole stiffening rib assembly is in the concrete structure 9, to form a powerful out-of-plane constraint of the steel plate 2 by the first stiffening rib 3 and the second stiffening rib 4 on the opposite sides of the steel plate 2, and because the first stiffening ribs 3 and the second stiffening ribs 4 are arranged at intervals on the two sides of the steel plate 2, the constraint of the space grid constraint system is almost continuous and uniform on the whole surface of the steel plate 2. Moreover, the concrete structure 9 can actively limit any small out-of-plane deformation trend of the steel plate 2 through the firmly anchored stiffening rib assembly, and kill the buckling in the embryonic state, and because the steel plate 2 has its own stability and the external constraint of the stiffening rib assembly and the concrete structure 9 is strong, the steel plate 2 will not be greatly buckled, so there will be no destructive extrusion and splitting force on the surface concrete, effectively preventing large-scale peeling of the protective layer of the concrete structure 9, and further ensuring the safety of the composite shear wall.

[0036] The present application systematically improves the performance of the steel plate 2-concrete composite shear wall in buckling control, cooperative work, ductility energy dissipation and durability, and has significant application advantages in high-rise buildings.

[0037] Optionally, in combination with Figures 4 to 6 As shown in the figure, the steel plate 2 is provided with a plurality of perforations 21 arranged in an array.

[0038] Specifically, a plurality of perforations 21 can be arranged on the steel plate 2 at equal intervals along the vertical direction and the first direction (width).

[0039] In this optional embodiment, the perforations 21 arranged in an array form periodic and repeated geometric discontinuous points on the steel plate 2. Under the action of horizontal shear or bending-compression load, the narrow strip of the steel plate 2 between the perforations 21 (i.e. the interstitial ligament) becomes a significant stress concentration area, and the stress level is much higher than that in the area without perforations; the interstitial ligament group formed by the plurality of perforations 21 arranged in a regular manner dissipates seismic energy through controllable plastic deformation, while the main panel area of the steel plate 2 and the overall steel framework wrapped by the concrete structure 9 remain relatively elastic and serve as the main source of load bearing and restoring force, not only achieving active guidance and concentration of deformation and energy dissipation, but also significantly and stably improving the ductility and energy dissipation capacity.

[0040] Furthermore, because the large-area panel area of the steel plate 2 is "softened" and divided by the perforations 21, the driving force and possibility of large-area out-of-plane buckling (drumming) of the steel plate 2 are greatly reduced. At the same time, the deformation of the steel plate 2 is concentrated in the in-plane plastic flow between the perforations, rather than the out-of-plane drumming that causes the concrete structure 9 to be compressed, so it almost does not produce splitting force on the peripheral concrete structure 9, effectively preventing large-scale peeling of the protective layer of the concrete structure 9.

[0041] Optionally, in combination withFigures 4 to 6 、 Figure 8 and Figure 9 As shown in FIG. 1, the steel skeleton further comprises a pair of tie bars 5 and distribution bars 6, the tie bars 5 are inserted into at least part of the perforations 21, and the distribution bars 6 are embedded in the concrete structures 9 on the opposite sides of the steel plate 2 respectively, and the two ends of the tie bars 5 are connected with the corresponding distribution bars 6 respectively.

[0042] Specifically, the tie bars 5 are inserted into at least part of the perforations 21, which means that the tie bars 5 can be inserted into each of the perforations 21, or a part of the perforations 21 are inserted with the tie bars 5, and the other part of the perforations 21 are not inserted with the tie bars 5, that is, the number of the perforations 21 is greater than the number of the tie bars 5.

[0043] In the two concrete structures 9 on the opposite sides of the steel plate 2, the distribution bars 6 are arranged in each of the concrete structures 9.

[0044] The two ends of the tie bars 5 in the extension direction are connected with the corresponding distribution bars 6 respectively. The extension direction of the tie bars 5 can be parallel to Figure 8 and Figure 9 the Y-axis direction of the coordinate system.

[0045] The end of the tie bar 5 and the corresponding distribution bar 6 can be connected by welding, binding, hooking, etc.

[0046] In this optional embodiment, after the tie bars 5 are connected with the distribution bars 6 on both sides, a three-dimensional steel bar skeleton is formed, which is wrapped inside the concrete structure 9 and penetrates the thickness of the steel plate 2. This three-dimensional steel bar skeleton strongly constrains the concrete structure 9 wrapped inside, and at the same time, due to the tie action, it also generates additional out-of-plane constraints on the perforated steel plate 2 sandwiched in the middle. As the "anchoring plate" and "distribution beam" of the tie bars 5, the distribution bars 6 effectively diffuse the concentrated force (tension or shear) of the tie bars 5 to a larger range of concrete structures 9, avoiding local stress concentration leading to crushing or cracking of the concrete structure 9.

[0047] Even if the steel plate 2 with perforations 21 has serious plastic deformation or local fracture in some areas under extreme load, this three-dimensional steel bar skeleton can still bear part of the tension, compression and shear force, preventing the composite shear wall from suddenly losing bearing capacity or collapsing, and significantly improving the robustness and anti-collapse ability of the structure. The distribution bars 6 can effectively limit the width and development of surface cracks of the concrete structure 9, and after being combined with the tie bars 5, they can "lock" the possible internal damage inside, ensuring that the concrete structure 9 protection layer can maintain integrity even under severe deformation, without large-scale spalling.

[0048] Optionally, in combination withFigures 4 to 9 As shown, the distribution steel bars 6 include a plurality of first steel bars 61 extending in the vertical direction, and the plurality of first steel bars 61 are distributed along the first direction at equal intervals, and the ends of the pair of tie bars 5 are connected to the first steel bars 61.

[0049] Specifically, the first steel bars 61 can be vertical steel bars arranged vertically and longitudinally.

[0050] The ends of the pair of tie bars 5 can be fixedly connected to the first steel bars 61 by binding, welding, hooking, or the like.

[0051] In combination Figure 3 As shown, the steel skeleton further includes a first end plate 7 and a second end plate 8, and the top end and the bottom end of the steel plate 2 are vertically and fixedly connected to the first end plate 7 and the second end plate 8, respectively, and the first end plate 7 and the second end plate 8 are both horizontally and parallelly arranged. The top end and the bottom end of the concrete structure 9 are in close contact with or connected to the first end plate 7 and the second end plate 8, respectively.

[0052] The top end and the bottom end of the first steel bars 61 can be fixedly connected to the corresponding first end plate 7 and the second end plate 8 by welding or the like.

[0053] In this optional embodiment, in the composite shear wall, the first steel bars 61 are the main force steel bars that bear the axial force and the bending moment to cause tension and compression, and the diameter thereof is usually large, and the strength and the stiffness thereof are high. The ends of the pair of tie bars 5 directly transmit the end force to the powerful first steel bars 61, which is equivalent to finding a “support” with extremely high bearing capacity and stiffness for the pair of tie bars 5, which ensures that when the concrete structure 9 has a cracking trend, the constraint force generated by the pair of tie bars 5 can be quickly and effectively introduced into the main vertical force bearing skeleton (the first steel bars 61) of the whole composite shear wall, forming the shortest and most direct force transmission path of “constraint force (the pair of tie bars 5) → main structural skeleton (the first steel bars 61)”, thereby greatly improving the reliability and effectiveness of the composite shear wall.

[0054] The steel plate 2 is a core component that bears the internal shear force and the tension and compression of the composite shear wall, and the connection reliability of the ends thereof is crucial. The second end plate 8 and the first end plate 7 provide a “support” and an “anchoring end” with extremely high stiffness for the steel plate 2, completely limiting the displacement and rotation of the side ends of the steel plate 2 in all directions, not only preventing the steel plate 2 from locally buckling, warping, or debonding and slipping with the concrete structure 9 at the ends, but also ensuring the stability and full cross-section effectiveness of the end region of the steel plate 2, so that the strength of the steel plate 2 can be fully utilized in the full length range thereof (up to the ends), and the internal force of the steel plate 2 is smoothly transmitted to the end plate.

[0055] Connecting the two ends of the first reinforcement 61 with the first end plate 7 and the second end plate 8 respectively means that the space reinforcement framework (tension reinforcement 5 + first reinforcement 61) inside the concrete structure 9 of the composite shear wall is "welded" or anchored to the first end plate 7 and the second end plate 8 at the upper and lower ends. This enables the tension / compression of the first reinforcement 61 to be directly transmitted through the first end plate 7 and the second end plate 8, with the shortest and most direct force transmission path; the first end plate 7 and the second end plate 8 act as shared anchors, enabling the steel plate 2 and the first reinforcement 61 to be fully integrated in terms of mechanics at the end, ensuring that the first reinforcement 61 in the tension zone of the steel plate 2 and the compression zone of the concrete structure 9 can deform and work together when bending, ensuring that the strength of the first reinforcement 61 is fully utilized, and forming a complementary stress system with the first end plate 7 and the second end plate 8, thereby improving the bending capacity and ductility of the composite shear wall.

[0056] In the plastic hinge zone at the bottom of the wall, strong end plate anchoring can prevent the vertical reinforcement from experiencing bond slip or pull-out failure under repeated tension and compression.

[0057] Optionally, in combination with the embodiments shown in Figures 4 to 6 、 Figure 8 , the distribution reinforcement 6 further comprises a plurality of second reinforcements 62, the second reinforcements 62 extending along the first direction, the plurality of second reinforcements 62 being vertically spaced, the second reinforcements 62 being perpendicularly connected with the first reinforcements 61, the intersection positions of the perforations 21 and the first reinforcements 61 and the second reinforcements 62 corresponding, and the ends of the tension reinforcement 5 being connected with the intersection positions of the first reinforcements 61 and the second reinforcements 62.

[0058] Specifically, the second reinforcements 62 can be transverse reinforcements arranged horizontally and longitudinally.

[0059] The second reinforcements 62 can be perpendicularly arranged with the first reinforcements 61, and fixedly connected at the intersection positions by binding or welding.

[0060] The ends of the tension reinforcement 5 can also be fixedly connected with the connection positions of the first reinforcements 61 and the second reinforcements 62 by binding, welding or hooking.

[0061] In this optional embodiment, the vertical reinforcement (first reinforcement 61) mainly resists the axial force caused by the bending moment; the horizontal reinforcement (second reinforcement 62) mainly resists the horizontal shear force and restricts the development of the perforations 21 of the steel plate 2, both of which work together to enable the concrete structure 9 to act as a skin and effectively participate in and bear the in-plane stress of the wall of the composite shear wall, significantly improving the crack resistance, stiffness and in-plane bearing contribution of the concrete structure 9, and ensuring the bonding effect of the concrete structure 9 through the distribution reinforcement 6.

[0062] The end connection points of the tie bars 5 are precisely positioned at the intersections (usually tying or welding points) of the distribution bars 6. The first bar 61 and the second bar 62 of the distribution bars 6 provide two vertical diffusion paths for the end force of the tie bars 5, allowing the force to be transmitted simultaneously in both vertical and horizontal directions. This not only avoids excessive stress concentration in a single direction but also ensures that the tensile force of the tie bars 5 can be absorbed and redistributed by the two-way mesh with the shortest path and minimal deformation, greatly enhancing the stiffness and efficiency of the anchorage. At the same time, the intersection of the first bar 61 and the second bar 62 is further reinforced by the connection, eliminating the risk of local loosening or slippage at the ends of the tie bars 5 and ensuring the immediate and complete transmission of the constraint force at the interface between the steel plate 2 and the concrete structure 9.

[0063] The end of the second reinforcing bar 62 is fixedly connected to the column 1. The second reinforcing bar 62 extends into and is anchored to the column 1, establishing a dense, height-distributed horizontal shear connection between the concrete structure 9 and the column 1. This ensures that the horizontal shear force generated in the concrete structure 9 can be directly and smoothly transmitted to the column 1. It also facilitates the transmission of bending moment between the concrete structure 9 and the column 1, greatly enhancing the integrity of the concrete structure 9 and the steel frame. This allows the concrete structure 9 and the column 1 to truly work together as a single cross section (I-shaped or channel-shaped cross section), significantly improving the bending and lateral stiffness of the entire shear wall.

[0064] Optionally, combined Figures 4 to 6 , Figure 9 As shown, the tie bar 5 includes a bar portion 51 and two hook portions 52. The two ends of the bar portion 51 are fixedly connected to the two corresponding hook portions 52. The bar portion 51 passes through the through hole 21, and the hook portions 52 hook the intersection of the first bar 61 and the second bar 62.

[0065] Specifically, each tie bar 5 may adopt the following structure, for example, the tie bar 5 includes a bar portion 51 and a hook portion 52, the bar portion 51 may extend along the second direction and penetrate through the through hole 21 of the steel plate 2, and the two hook portions 52 may be located at the axial ends of the bar portion 51.

[0066] In this optional embodiment, hook portions 52 are provided at both ends of the axial length of the reinforcing bar portion 51 in the tie bar 5, which pass through the through hole 21 of the steel plate 2 and hook to the intersection of the first reinforcing bar 61 and the second reinforcing bar 62 of the distribution reinforcing bars 6 on both sides, so as to facilitate the connection with the distribution reinforcing bars 6.

[0067] The cross-section of column 1 is square and can be arranged along the entire height of steel plate 2.

[0068] Optionally, combined Figure 7 and Figure 8As shown, the concrete structure 9 comprises first concrete 91, the first concrete 91 is arranged on the opposite sides of the steel plate 2 respectively, and the first concrete 91 is bonded with the steel plate 2, the column 1 and the stiffening rib assembly; along the second direction, the thickness of the first concrete 91 on both sides respectively matches the width of the first stiffening rib 3 and the second stiffening rib 4 on the corresponding side; the second direction is parallel to the longitudinal direction of the composite shear wall, and the second direction is perpendicular to the first direction.

[0069] Specifically, the first concrete 91 can adopt ultra-high performance concrete (UHPC), such as fiber concrete.

[0070] The opposite sides of the steel plate 2 refer to the sides of the steel plate 2 along Figure 8 the Y-axis direction of the coordinate system. The second direction is parallel to the longitudinal direction of the composite shear wall. Figure 8 and Figure 9 The Y-axis direction of the coordinate system, which can also refer to the longitudinal direction of the composite shear wall.

[0071] The size of the first concrete 91 along the second direction is the thickness of the first concrete 91, and the size of the second stiffening rib 4 along the second direction is the width of the second stiffening rib 4.

[0072] Bonding refers to that the opposite surfaces of the steel plate 2 and the concrete structure 9 can be treated, such as grinding, rust removal, cleaning and drying, to remove oil stains, dust and loose layers, to provide a clean and rough bonding interface, so that the first concrete 91 can be better bonded with the steel plate 2, the column 1 and the stiffening rib assembly, to improve the combination tightness of the first concrete 91 with the steel plate 2, the column 1 and the stiffening rib assembly.

[0073] In this optional embodiment, along the second direction, the thickness of the first concrete 91 on both sides respectively matches the width of the first stiffening rib 3 and the second stiffening rib 4 on the corresponding side, which specifies the thickness of the first concrete 91, which needs to be adapted to the protruding width of the first stiffening rib 3 and the second stiffening rib 4 protruding from the surface of the steel plate 2, to ensure that the first concrete 91 can completely wrap the first stiffening rib 3 and the second stiffening rib 4, and form a certain thickness of protective layer, so that the three are combined as a whole, and the first concrete 91 can exert extremely effective out-of-plane constraint on the steel plate 2 through the first stiffening rib 3 and the second stiffening rib 4, maximizing the mechanical engagement and co-working effect of the first stiffening rib 3, the second stiffening rib 4 and the first concrete 91; using the high compression and tensile properties of the first concrete 91, a composite layer is formed with the steel plate 2, which not only significantly enhances the bending and torsional stiffness at the level of the steel plate 2 and the first concrete 91, so that the thickness of the steel plate 2 can be reduced when bearing the same overall load, thereby reducing the amount of steel, but also by constructing the first concrete 91 and the steel plate 2 into a laminated slab form in advance, the warping of the composite shear wall can be effectively avoided.

[0074] The first stiffening rib 3 and the second stiffening rib 4 are close to the end of the steel plate 2, which is a position where stress is easily concentrated. The first concrete 91 is sufficient and uniform, which provides sufficient space and material for the force of the end of the first stiffening rib 3 and the second stiffening rib 4 to spread to the first concrete 91, smoothes the force flow, effectively avoids the local crushing or splitting of the first concrete 91 at the end of the first stiffening rib 3 and the second stiffening rib 4, and improves the durability and performance stability of the joint under repeated load.

[0075] In addition, the first concrete 91 has high bonding force with the steel plate 2, and the mechanical interlocking effect of the first stiffening rib 3 with the first hole 31 and the second stiffening rib 4 with the second hole 41 and the first concrete 91 is combined, which significantly improves the shear capacity and anti-peeling capacity between the steel plate 2 and the first concrete 91.

[0076] Optionally, in combination with Figure 7 and Figure 8 As shown, the concrete structure 9 further includes a second concrete 92, the opposite sides of the steel plate 2 are respectively provided with the second concrete 92, and the second concrete 92 is bonded with the outer surface of the first concrete 91; the compressive strength of the first concrete 91 is greater than that of the second concrete 92. The end surface of the second concrete 92 along the second direction is flush with the end surface of the column 1 along the second direction. The distribution steel bars 6 are in the second concrete 92.

[0077] Specifically, the second concrete 92 can cover the side of the first concrete 91 away from the steel plate 2, or the second concrete 92 can cover the outer surface of the first concrete 91. The first concrete 91 and the second concrete 92 can be poured in layers on the end surface of the steel plate 2 along the second direction.

[0078] The second concrete 92 can be cast-in-place concrete, such as ordinary concrete or high-strength concrete, so the compressive strength of the second concrete 92 can be less than that of the first concrete 91.

[0079] The first steel bars 61 and the second steel bars 62 of the distribution steel bars 6 can be in the entire second concrete 92.

[0080] In this optional embodiment, the first concrete 91 (using a concrete with a higher compressive strength) is arranged in the most critical inner layer, directly wrapping the steel plate 2, the first stiffening rib 3 and the second stiffening rib 4, so as to maximize the advantages of high strength, high toughness and high adhesion, and to solve the core problem (constraining the steel plate 2 and resisting splitting). The outer layer uses the second concrete 92 (using a common concrete with a lower compressive strength), which mainly serves to supplement the cross section and protect the distribution steel bars 6. The elastic modulus and compressive strength of the first concrete 91 are usually higher than those of the second concrete 92, and are closer to those of steel. The elastic modulus gradient transition from the steel plate 2 to the first concrete 91 to the second concrete 92 makes the stress distribution transmitted by the steel plate 2 to the concrete structure 9 more gentle, reduces the stress mutation at the interface between the steel plate 2 and the concrete structure 9 and between the concrete layers with different compressive strengths, reduces the risk of interlayer peeling, and improves the integrity and durability of the composite structure.

[0081] The end face of the second concrete 92 along the second direction is flush with the end face of the column 1 along the second direction, which not only delays the falling of the second concrete 92, but also enhances the combination effect of the composite shear wall. The distribution steel bars 6 are located in the second concrete 92, which not only effectively plays the role of resisting and limiting cracks, and constrains the crack development of the second concrete 92, but also helps the deformation of the first concrete 91 and ensures the adhesion effect of the second concrete 92.

[0082] Optionally, in combination with Figures 4 to 6 As shown in the drawings, the perforations 21 extend vertically; or, the perforations 21 extend along the first direction; or, the perforations 21 are circular holes.

[0083] Specifically, the perforations 21 extend vertically, which can be understood as the perforations 21 being vertical perforations 21 or vertical slits, as shown in Figure 4 The perforations 21 extend along the first direction, which can be understood as the perforations 21 being horizontal perforations 21 or horizontal slits, as shown in Figure 5 The perforations 21 are circular holes, as shown in Figure 6 .

[0084] Optionally, the column 1 is a steel pipe structure; or, the column 1 comprises a steel pipe 11 and a concrete main body 12, the concrete main body 12 being located in the steel pipe 11; or, the column 1 comprises a profile steel and a concrete main body 12, the concrete main body 12 being wrapped around part of the outer peripheral wall of the profile steel.

[0085] Specifically, the column 1 can be used in the following three ways: In combination with Figure 9 As shown in the drawings, the column 1 is a steel pipe structure, which can adopt a square pipe structure.

[0086] Alternatively, in combination with Figure 8As shown, the column 1 can adopt a structure as follows: for example, the column 1 comprises a steel pipe 11 and a concrete body 12, and the concrete body 12 is cast in the steel pipe 11.

[0087] Alternatively, the column 1 comprises a steel and a concrete body 12, and the steel can adopt a H-shaped rolled steel, a H-shaped welded steel, a cross-shaped welded steel or a box-shaped welded steel. The concrete body 12 is wrapped around a part of the outer peripheral wall of the steel so as to be connected with the surrounding structure in actual engineering.

[0088] Although the present application has been disclosed as above, the protection scope of the present application is not limited to this. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present application, and these changes and modifications shall fall within the protection scope of the present application.

Claims

1. A composite shear wall, characterized by, The application relates to a steel skeleton for a composite shear wall, which comprises a column (1), a steel plate (2) and a stiffening rib assembly, two column (1) are distributed along a first direction, wherein the first direction is parallel to the transverse direction of the composite shear wall; the steel plate (2) is connected between the two columns (1); the stiffening rib assembly comprises a plurality of first stiffening ribs (3) and a plurality of second stiffening ribs (4), the first stiffening ribs (3) extend along the vertical direction, the first stiffening ribs (3) are distributed along the first direction and are fixedly connected to one surface of the steel plate (2); the second stiffening ribs (4) extend along the first direction, the second stiffening ribs (4) are distributed along the vertical direction and are fixedly connected to the other surface of the steel plate (2). A concrete structure (9) is arranged on the opposite surfaces of the steel plate (2), and the concrete structure (9) covers the steel plate (2), the first stiffening ribs (3) and the second stiffening ribs (4). The steel plate (2) is provided with a plurality of perforations (21) arranged in an array.

2. The composite shear wall of claim 1, wherein, The steel skeleton further comprises a pair of tensioned steel bars (5) and distribution steel bars (6), the pair of tensioned steel bars (5) are arranged in at least part of the perforations (21), the distribution steel bars (6) are embedded in the concrete structures (9) on the opposite sides of the steel plate (2), respectively, and the two ends of the pair of tensioned steel bars (5) are connected to the corresponding distribution steel bars (6).

3. The composite shear wall of claim 2, wherein, The distribution steel bars (6) comprise a plurality of first steel bars (61), the first steel bars (61) extend along the vertical direction, the first steel bars (61) are distributed along the first direction, and the ends of the pair of tensioned steel bars (5) are connected to the first steel bars (61).

4. The composite shear wall of claim 3, wherein, The distribution steel bars (6) further comprise a plurality of second steel bars (62), the second steel bars (62) extend along the first direction, the second steel bars (62) are distributed along the vertical direction, the second steel bars (62) are perpendicularly connected to the first steel bars (61), the intersection positions of the perforations (21), the first steel bars (61) and the second steel bars (62) are corresponding, and the ends of the pair of tensioned steel bars (5) are connected to the intersection positions of the first steel bars (61) and the second steel bars (62).

5. The composite shear wall of claim 4, wherein, The pair of tensioned steel bars (5) comprises a steel bar part (51) and two hook parts (52), the two ends of the steel bar part (51) are fixedly connected to the two hook parts (52), respectively, the steel bar part (51) is arranged in the perforation (21), and the hook parts (52) hook the intersection positions of the first steel bars (61) and the second steel bars (62).

6. The composite shear wall of claim 5, wherein, ​ 7. The composite shear wall of claim 3, wherein, The concrete structure (9) comprises first concretes (91), the first concretes (91) are arranged on opposite sides of the steel plate (2) respectively, and the first concretes (91) are bonded with the steel plate (2), the column (1) and the stiffening rib assembly; in a second direction, thicknesses of the first concretes (91) on two sides are matched with widths of the first stiffening ribs (3) and the second stiffening ribs (4) on corresponding sides respectively; the second direction is parallel to a longitudinal direction of the composite shear wall, and the second direction is perpendicular to the first direction.

8. The composite shear wall of claim 7, wherein, The concrete structure (9) further comprises second concretes (92), the second concretes (92) are arranged on opposite sides of the steel plate (2) respectively, and the second concretes (92) are bonded with outer surfaces of the first concretes (91); a compressive strength of the first concretes (91) is greater than a compressive strength of the second concretes (92); End faces of the second concretes (92) in the second direction are flush with end faces of the column (1) in the second direction; The distributed steel bars (6) are in the second concretes (92).

9. The composite shear wall of claim 2, wherein, The perforations (21) extend in a vertical direction; or, the perforations (21) extend in the first direction; or, the perforations (21) are circular holes.

10. The composite shear wall of any one of claims 1 to 9, wherein, The column (1) is a steel pipe structure; or, the column (1) comprises a steel pipe (11) and a concrete main body (12), the concrete main body (12) is in the steel pipe (11); or, the column (1) comprises a shaped steel and a concrete main body (12), the concrete main body (12) is wrapped on part of an outer peripheral wall of the shaped steel.

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