Energy consumption frame structure with overlapped double-steel-plate shear wall and construction method of energy consumption frame structure

Abstract

The invention provides an energy consumption frame structure with a superimposed double-steel-plate shear wall and a construction method of the energy consumption frame structure, and relates to the technical field of building structures.The energy consumption frame structure with the superimposed double-steel-plate shear wall comprises a framework, the superimposed shear wall and a damper device; the supporting columns are fixedly connected with the cross beam. The multiple first embedded parts are distributed at intervals in the vertical direction, and a part of each first embedded part is fixed into the corresponding supporting column; the laminated shear wall comprises a shear wall main body and a second embedded part, the shear wall main body is fixedly connected with the cross beam, and a part of the second embedded part is fixed in the shear wall main body; the damper device is arranged between the superimposed shear wall and the supporting column; the damper device comprises a damper body and two connecting parts, and the first embedded part and the second embedded part penetrate through the two corresponding ends, in the first direction, of the damper body correspondingly and are connected with the corresponding connecting parts. The structural integrity and safety of the frame structure are ensured.

Description

Technical Field

[0001] This invention relates to the field of building structure technology, and more specifically, to an energy-dissipating frame structure with overlapping double steel plate shear walls and its construction method. Background Technology

[0002] As modern building structure seismic design concepts evolve from traditional "rigid resistance" to "recoverable functionality" and "performance-based" approaches, prefabricated partially clad steel-concrete composite frame structures (hereinafter referred to as PEC frames) are gradually becoming one of the most promising structural systems for multi-story and high-rise buildings due to their excellent seismic performance, ease of construction, and economy. By cladding key parts of the steel profiles with concrete, PEC frames significantly improve the local stability, fire resistance, and overall stiffness of the components, while retaining the advantages of steel structures in terms of ease of prefabrication, aligning with the development trend of building industrialization.

[0003] In related technologies, PEC frames mainly include PEC beams, PEC columns, and shear walls. PEC beams are vertical and connected to the top of PEC columns. The sides of the shear walls are connected by welding or bolts to form a PEC column lateral force resisting system, which relies on the strength, stiffness, and ductility of the components themselves to "hard resist" earthquake action.

[0004] However, as a pure frame system, although the lateral stiffness of the PEC frame is improved, under strong earthquakes, the structural components of the frame, such as the shear walls and PEC columns, are prone to large relative displacements. This causes the force generated by the relative displacement to be too concentrated at the weld points between the shear walls and PEC columns, resulting in tearing at the joint between the shear walls and PEC columns, thus affecting the structural integrity and safety of the frame. Summary of the Invention

[0005] The problem addressed by this invention is how to ensure the structural integrity and safety of a frame structure.

[0006] To address the aforementioned problems, this invention provides an energy-dissipating frame structure with overlapping double steel plate shear walls and its construction method.

[0007] In a first aspect, the present invention provides an energy-dissipating frame structure with overlapping double steel plate shear walls, comprising: The skeleton includes a crossbeam, support columns, and first embedded parts. Two support columns are spaced apart along a first direction. The crossbeam is disposed on the upper part of the support column, and each support column is fixedly connected to the crossbeam. A plurality of first embedded parts are distributed at intervals along a vertical direction. A portion of the first embedded part is fixed inside the support column, and another portion of the first embedded part protrudes outside the support column. The first direction is parallel to the transverse direction of the skeleton. The composite shear wall comprises two composite shear walls spaced apart along the first direction; the composite shear wall includes a shear wall body and a second embedded part, the shear wall body is fixedly connected to the crossbeam, a part of the second embedded part is fixed inside the shear wall body, and another part of the second embedded part protrudes outside the shear wall body; A damper device is disposed between the composite shear wall and the support column adjacent to each other along the first direction; the damper device includes a damper body and two connecting parts, the two connecting parts are spaced apart along the first direction, and the first embedded part and the second embedded part are respectively connected to the two ends of the damper body along the first direction through the corresponding connecting parts.

[0008] Optionally, the damper body includes a damping structure and two connecting plates. The two ends of the damping structure along the first direction are fixedly connected to the corresponding two connecting plates. The connecting plates are provided with bolt holes. The first embedded part and the second embedded part pass through the bolt holes on the connecting plates and are threadedly connected to the corresponding connecting parts.

[0009] Optionally, the damping structure is a plate-like structure that extends vertically and has a plurality of first holes spaced vertically apart, the first holes extending along the first direction.

[0010] Optionally, the damper body includes multiple damping structures, which are arranged vertically and are tubular structures.

[0011] Optionally, the shear wall body includes a composite slab, a polygonal tube, a first core-filling concrete, and a second core-filling concrete. The two polygonal tubes are spaced apart along the first direction, and the two composite slabs are spaced apart along the second direction. The two polygonal tubes and the two composite slabs enclose a cavity, and the first core-filling concrete and the second core-filling concrete are respectively disposed inside the cavity and the polygonal tube. Another part of the second embedded part protrudes outside the polygonal tube.

[0012] Optionally, the composite plate includes a steel plate, transverse connecting strips, and vertical reinforcing bars. A plurality of transverse connecting strips are distributed vertically at intervals and fixed to the inner sidewall of the steel plate. The transverse connecting strips extend along the first direction. The transverse connecting strips are provided with a plurality of first through holes distributed at intervals along the first direction. A plurality of vertical reinforcing bars are distributed at intervals along the first direction, and each vertical reinforcing bar passes through a corresponding first through hole. The first core-filling concrete covers the inner sidewalls of the transverse connecting strip and the steel plate.

[0013] Optionally, the composite plate further includes vertical connecting strips and transverse reinforcing bars, wherein a plurality of the vertical connecting strips are spaced apart along the first direction and fixed to the outer side wall of the steel plate, and the vertical connecting strips extend vertically; The vertical connecting strip is provided with a plurality of second through holes distributed at intervals along the vertical direction, and a plurality of the horizontal reinforcing bars are distributed at intervals along the vertical direction, with each horizontal reinforcing bar passing through the corresponding second through hole.

[0014] Optionally, the composite slab further includes an outer concrete casing, which is disposed on the outer side wall of the steel plate and covers the outer side wall of the steel plate and the vertical connecting strip.

[0015] Optionally, the support column includes a steel section, a concrete covering, and a reinforcing cage, wherein the concrete covering covers at least a portion of the steel section, and the reinforcing cage is located inside the concrete covering.

[0016] Secondly, the present invention provides a construction method for an energy-dissipating frame structure with overlapping double steel plate shear walls, based on the aforementioned energy-dissipating frame structure with overlapping double steel plate shear walls, comprising the following steps: The second embedded part is embedded inside the main body of the shear wall to form a composite shear wall; Complete the processing of the support column and embed the first embedded part inside the support column; Complete the fabrication of the crossbeam; A damper body is provided between each of the composite shear walls and the corresponding support column; one end of the damper body along the first direction is connected to the first embedded part through a connecting part, and the other end of the damper body along the first direction is connected to the second embedded part through another connecting part; The crossbeam is placed on top of a plurality of support columns spaced apart along the first direction, and the top of the composite shear wall and the top of the two support columns are fixedly connected to the crossbeam.

[0017] The beneficial effects of the energy-dissipating frame structure with overlapping double steel plate shear walls and its construction method of the present invention are as follows: The energy-dissipating frame structure with overlapping double steel plate shear walls can be assembled in the following manner: For example, a first embedded part is pre-fixed inside a support column, and a second embedded part is pre-fixed inside the shear wall body to form an overlapping shear wall. Two support columns and two overlapping shear walls are spaced apart along a first direction, with the two overlapping shear walls positioned between the two support columns. A damper device is installed between each overlapping shear wall and its corresponding support column. The first embedded part fixed to the support column and the second embedded part fixed to the shear wall body are respectively inserted into the corresponding two ends of the damper body along the first direction. The damper body is connected to the corresponding first and second embedded parts through two connecting parts, thereby enabling the damper body to be detachably installed between the corresponding overlapping shear wall and the support column. A crossbeam is placed on top of the support column and the two are fixedly connected to complete the assembly of the entire energy-dissipating frame structure with overlapping double steel plate shear walls.

[0018] In short, the damper body, as an intermediate component, can be connected between the rigid frame and the composite shear wall and the supporting column. This allows the frame and composite shear wall to guide seismic energy to the damper body for concentrated dissipation. This not only reduces the seismic response of the frame and composite shear wall and concentrates the plastic deformation of the composite shear wall on the replaceable damper body, preventing tearing at the joint between the composite shear wall and the supporting column and protecting the frame and composite shear wall from damage, but also effectively limits the relative displacement between the supporting column and the composite shear wall, avoiding stress concentration in the connection area between the supporting column and the composite shear wall, and ensuring the structural integrity and safety of the energy-dissipating frame structure with composite double steel plate shear walls. Attached Figure Description

[0019] Figure 1 This is one of the structural schematic diagrams of an energy-dissipating frame structure with overlapping double steel plate shear walls in one embodiment of the present invention; Figure 2 This is a second structural schematic diagram of an energy-dissipating frame structure with overlapping double steel plate shear walls in one embodiment of the present invention; Figure 3 This is a schematic diagram of the damper body in one embodiment of the present invention; Figure 4 This is a schematic diagram of an energy-dissipating frame structure with overlapping double steel plate shear walls in another embodiment of the present invention; Figure 5 This is a schematic diagram of the damper body in another embodiment of the present invention; Figure 6 This is a schematic diagram of the shear wall structure in an embodiment of the present invention; Figure 7 This is a schematic diagram of the cross-section of the shear wall body in an embodiment of the present invention; Figure 8This is one of the structural schematic diagrams of the composite plate in an embodiment of the present invention; Figure 9 This is a second schematic diagram of the structure of the composite plate in an embodiment of the present invention; Figure 10 This is a structural schematic diagram of the cross-section of the support column in an embodiment of the present invention.

[0020] Explanation of reference numerals in the attached figures: 1-Beam; 2-Support column; 21-Steel section; 22-Concrete covering; 23-Reinforcing cage; 3-First embedded part; 4-Composite shear wall; 41-Shear wall main body; 411-Composite slab; 4111-Steel plate; 4112-Horizontal connecting strip; 4113-Vertical reinforcement; 4114-Vertical connecting strip; 4115-Horizontal reinforcement; 4116-Outer concrete covering; 412-Multi-faceted tube; 4120-Second hole; 413-First core filling concrete; 414-Second core filling concrete; 42-Second embedded part; 5-Damper main body; 51-Damper structure; 511-First hole; 52-Connecting plate; 521-Bolt hole; 6-Connecting part. Detailed Implementation

[0021] To make the above-mentioned objects, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Although some embodiments of the present invention are shown in the drawings, it should be understood that the present invention can be implemented in various forms and should not be construed as limited to the embodiments set forth herein. Rather, these embodiments are provided to provide a more thorough and complete understanding of the present invention. It should be understood that the accompanying drawings and embodiments of the present invention are for illustrative purposes only and are not intended to limit the scope of protection of the present invention.

[0022] In the attached diagram, the X-axis represents left and right position, with the positive direction of the X-axis representing the right side and the negative direction representing the left side; the Y-axis represents front and back position, with the positive direction of the Y-axis representing the front and the negative direction representing the back; the Z-axis represents up and down position, with the positive direction of the Z-axis representing up and the negative direction representing down. It should be noted that the aforementioned representations of the X, Y, and Z axes are merely for the convenience of describing the invention and for simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as limiting the invention.

[0023] 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.

[0024] 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".

[0025] like Figure 1 and Figure 2 As shown in the figure, an energy-dissipating frame structure with overlapping double steel plate shear walls provided by an embodiment of the present invention includes: The skeleton includes a crossbeam 1, support columns 2, and first embedded parts 3. Two support columns 2 are arranged at intervals along a first direction. The crossbeam 1 is disposed on the upper part of the support column 2, and each support column 2 is fixedly connected to the crossbeam 1. A plurality of first embedded parts 3 are distributed at intervals along a vertical direction, and a part of the first embedded part 3 is fixed inside the support column 2, while another part of the first embedded part 3 protrudes outside the support column 2. The first direction is parallel to the transverse direction of the skeleton. The composite shear wall 4 consists of two composite shear walls 4 spaced apart along the first direction. Each composite shear wall 4 includes a shear wall body 41 and a second embedded part 42. The shear wall body 41 is fixedly connected to the beam 1. A portion of the second embedded part 42 is fixed inside the shear wall body 41, and another portion of the second embedded part 42 extends out of the outside of the shear wall body 41. A damper device is disposed between the composite shear wall 4 and the support column 2 adjacent to each other along the first direction; the damper device includes a damper body 5 and two connecting parts 6, the two connecting parts 6 are spaced apart along the first direction, and the first embedded part 3 and the second embedded part 42 are respectively connected to the two ends of the damper body 5 along the first direction through the corresponding connecting parts 6.

[0026] Specifically, the beam 1 is arranged horizontally and extends along a first direction. The support column 2 is arranged vertically and extends vertically. The first embedded part 3 and the second embedded part 42 both extend along the first direction. The first direction can be... Figure 1 In the coordinate system, the X-axis is parallel, and the vertical direction can be parallel to... Figure 1 The Z-axis is parallel in the coordinate system.

[0027] The top of the support column 2 can be fixedly connected to the crossbeam 1 by welding, snap-fitting or other methods.

[0028] The first embedded part 3 can be fixed to the support column 2 by pre-embedding, and a part of the first embedded part 3 is inside the support column 2, while the other part of the first embedded part 3 extends horizontally and is outside the support column 2.

[0029] The top of the shear wall body 41 and the bottom of the beam 1 can be fixedly connected by welding or other methods. The second embedded part 42 can be fixed to the shear wall body 41 by pre-embedding, with one part of the second embedded part 42 inside the shear wall body 41 and the other part of the second embedded part 42 protruding horizontally and located outside the shear wall body 41.

[0030] The first embedded part 3 and the second embedded part 42 can adopt a high-strength bolt structure, and the connecting part 6 can adopt a high-strength nut structure. Therefore, the connecting part 6 can be threaded onto the outside of the first embedded part 3 and the second embedded part 42.

[0031] The first embedded part 3 penetrates one end of the damper body 5 along the first direction and is connected to a connecting part 6 to realize the detachable connection between the support column 2 and the damper body 5; the second embedded part 42 penetrates the other end of the damper body 5 along the first direction and is connected to another connecting part 6 to realize the detachable connection between the shear wall body 41 and the damper body 5.

[0032] The damper body 5 is used to dissipate the seismic energy transmitted from the support column 2 and the composite shear wall 4, and to share the seismic action of the main structure (framework and composite shear wall 4) through stretching or contraction deformation, thereby reducing its damage.

[0033] In this embodiment, the energy-dissipating frame structure with overlapping double steel plate shear walls can be assembled in the following manner, for example: the first embedded part 3 is pre-fixed in the support column 2, and the second embedded part 42 is pre-fixed in the shear wall body 41 to form an overlapping shear wall 4; the two support columns 2 and the two overlapping shear walls 4 are spaced apart along the first direction, and the two support columns 2 are located at both ends of the two overlapping shear walls 4 along the first direction. A damper device is provided between each overlapping shear wall 4 and the corresponding support column 2, and the first embedded part 3 fixed to the support column 2 and the second embedded part 42 fixed to the shear wall body 41 are respectively inserted into the two ends of the corresponding damper body 5 along the first direction, and the damper body 5 is connected to the corresponding first embedded part 3 and the second embedded part 42 through two connecting parts 6, thereby realizing the detachable installation of the damper body 5 between the corresponding overlapping shear wall 4 and the support column 2. The crossbeam 1 is placed on top of the support column 2 and the two are fixedly connected to achieve the assembly of the entire energy-dissipating frame structure with overlapping double steel plate shear walls.

[0034] In short, the damper body 5, as an intermediate component, can be connected between the rigid frame and the composite shear wall 4. This allows the frame and composite shear wall 4 to guide seismic energy to the damper body 5 for concentrated dissipation. This not only reduces the seismic response of the frame and composite shear wall 4 and concentrates the plastic deformation of the composite shear wall 4 on the replaceable damper body 5, preventing tearing at the joint between the composite shear wall 4 and the support column 2 and protecting the frame and composite shear wall 4 from damage, but also effectively limits the relative displacement between the support column 2 and the composite shear wall 4, preventing stress concentration in the connection area between the support column 2 and the composite shear wall 4. This ensures the structural integrity and safety of the energy-dissipating frame structure with composite double steel plate shear walls.

[0035] Optionally, combined Figure 1 and Figure 3 As shown, the damper body 5 includes a damping structure 51 and two connecting plates 52. The two ends of the damping structure 51 along the first direction are fixedly connected to the two corresponding connecting plates 52. The connecting plate 52 is provided with bolt holes 521. The first embedded part 3 and the second embedded part 42 pass through the bolt holes 521 on the connecting plate 52 and are threadedly connected to the corresponding connecting part 6.

[0036] Specifically, the two ends of the damping structure 51 along the first direction can be fixedly connected to the two corresponding connecting plates 52 by welding, integral molding or other methods.

[0037] The connecting plate 52 is provided with bolt holes 521 so that the first embedded part 3 or the second embedded part 42 can pass through.

[0038] The connecting plate 52 is a flat steel plate made of hard steel.

[0039] The damping structure 51 has an initial state and a deformed state. When the damping structure 51 is in the deformed state (producing a stretching or contraction change), the distance between the support column 2 and the composite shear wall 4 is greater than or less than the distance between the support column 2 and the composite shear wall 4 when the damping structure 51 is in the initial state (without a stretching or contraction change).

[0040] The initial state of the damping structure 51 refers to its free state when not subjected to external forces, such as seismic forces. The deformation state of the damping structure 51 refers to its tensile or contractile deformation when subjected to external forces, such as seismic forces, to dissipate seismic energy and prevent tearing between the frame and the composite shear wall 4. In this optional embodiment, the damper body 5 is clearly decomposed into a central energy-dissipating element (damping structure 51) and force-transmitting interfaces at both ends (connecting plates 52), and integrated into one unit through a fixed connection (such as welding). The damping structure 51 can focus on undergoing plastic deformation to dissipate energy, while the connecting plates 52 are responsible for establishing a reliable connection with the external first embedded part 3 and second embedded part 42 and uniformly transmitting internal forces, thereby optimizing the performance of each part and realizing the separation design of "energy dissipation" and "force transmission" functions.

[0041] When an earthquake causes the damping structure 51 to undergo plastic deformation (damage), the damaged damper body 5 (damping structure 51 and connecting plate 52) can be removed from the first embedded part 3 and the second embedded part 42 by loosening the connecting part 6, such as the nut structure, and a new damper body 5 can be replaced. This perfectly fits the earthquake resistance concept of "recoverable function", enabling the damper body 5 to quickly recover its function after the earthquake, and greatly reducing repair costs and time.

[0042] Compared to welding, the bolted connection between the damper body 5 and the support column 2 and the shear wall body 41 allows for more relaxed requirements on the installation position accuracy of these components, and the installation gap can be adjusted within a certain range, improving the convenience and fault tolerance of on-site construction. When the first embedded part 3 and the second embedded part 42 are under tension or compression, the force is transmitted to the connecting plate 52 through the bolt hole 521 wall of the connecting plate 52, and then to the damping structure 51. The force transmission path is clear and direct.

[0043] The damping structure 51 yields and undergoes significant plastic deformation under axial pressure, thereby stably and efficiently dissipating a large amount of seismic input energy. Through the compressive shortening of the damping structure 51, it actively absorbs and "digests" a portion of the relative displacement between the supporting column 2 and the shear wall body 41. This directly and effectively limits the net relative displacement between the two, preventing the occurrence of "large relative displacement" in related technologies, and fundamentally avoiding the risk of tearing of the connection node due to excessive deformation.

[0044] Alternatively, the damping structure 51 can be implemented in two different ways, for example, the first being combined with Figure 1 and Figure 3 As shown, the damping structure 51 is a plate-shaped structure that extends vertically. The damping structure 51 is provided with a plurality of first holes 511 that are distributed vertically at intervals, and the first holes 511 extend along the first direction.

[0045] Specifically, multiple first holes 511 can be distributed at intervals along the vertical direction. The first holes 511 extend along the first direction, so the first holes 511 can be strip-shaped holes, such as waist-shaped holes or rectangular holes.

[0046] The damping structure 51 can be a web structure made of mild steel.

[0047] In this optional embodiment, when the supporting column 2 and the composite shear wall 4 undergo opposing horizontal displacement (in the first direction), the vertically arranged plate-like structure mainly bears shear force or bends within its own plane. Plastic deformation preferentially and uniformly occurs and develops at the edges of the multiple first holes 511. This is equivalent to distributing the overall plastic energy dissipation to multiple controllable parts, avoiding excessive concentration of deformation and damage in a certain local area. Energy is dissipated stably and efficiently through the large-area yielding of the damping structure 51 within its plane. In short, the damping structure 51 has multiple first holes 511 distributed vertically at intervals (and the first holes 511 extend along the first direction), transforming the overall, potentially uneven plastic deformation into a dispersed, ordered, and controllable edge yielding mechanism of multiple first holes 511, significantly improving its energy dissipation capacity, deformation capacity, and durability.

[0048] Alternatively, the second method, combining Figure 4 and Figure 5 As shown, the damper body 5 includes multiple damping structures 51, which are arranged vertically and are tubular structures.

[0049] Specifically, multiple tubular damping structures 51 can be arranged vertically in sequence and positioned between two connecting plates 52.

[0050] In this optional embodiment, a tubular damping structure 51 is employed, particularly as an ideal form for buckling-restrained energy dissipation components. This completely eliminates the risk of premature instability of the damping structure 51 under compression, ensuring that its energy dissipation capacity can be fully utilized and its performance prediction is extremely reliable. The design of multiple damping structures 51 arranged vertically decomposes the overall energy dissipation task into multiple independent, reliable "tubular energy dissipation units." This is not only physical modularization but also functional redundancy design, greatly enhancing the safety and recoverability of the damper body 5 and even the entire structural seismic resistance system.

[0051] Optionally, combined Figure 6 and Figure 7 As shown, the shear wall body 41 includes a composite slab 411, a polygonal tube 412, a first core-filling concrete 413, and a second core-filling concrete 414. The two polygonal tubes 412 are spaced apart along the first direction, and the two composite slabs 411 are spaced apart along the second direction. The two polygonal tubes 412 and the two composite slabs 411 together form a cavity. The first core-filling concrete 413 and the second core-filling concrete 414 are respectively disposed inside the cavity and the polygonal tubes 412. Another part of the second embedded part 42 extends out of the outside of the polygonal tubes 412.

[0052] Specifically, the multi-faceted tube 412 can be a square tube, a pentagonal tube, or a hexagonal tube, etc.

[0053] The end of the composite plate 411 along the first direction can be fixedly connected to the corresponding polygonal tube 412 by welding or other means.

[0054] The first core-filling concrete 413 and the second core-filling concrete 414 can be ordinary concrete, high-strength concrete or self-compacting concrete.

[0055] A portion of the second embedded part 42 can be fixed inside the second core-filling concrete 414 by pre-embedding. The multi-faceted tube 412 has multiple second holes 4120 arranged vertically on its end face along the first direction. Another portion of the second embedded part 42 passes through the second holes 4120 of the multi-faceted tube 412 to the outside of the multi-faceted tube 412.

[0056] In this optional embodiment, polygonal tubes 412 are used as vertical edge members (equivalent to reinforcing columns), and composite plates 411 are used as wall panels, together forming a closed box-shaped shear wall. The two polygonal tubes 412, spaced apart, form a robust vertical frame on both sides of the shear wall, which can efficiently withstand the huge axial force and shear force generated by bending. The composite plates 411, as the web connecting the two side frames, mainly bear the shear force. This ensures that the shear wall body 41 will not experience out-of-plane instability when subjected to in-plane forces, and also makes the "cavity" formed by the two composite plates 411 a highly integrated load-bearing unit, with a collaborative working performance far exceeding that of a single-layer steel plate wall.

[0057] The first core-filling concrete 413 and the second core-filling concrete 414, which are respectively filled in the cavity and the polygonal tube 412, will expand laterally when subjected to axial pressure. However, due to the tight constraint of the external polygonal tube 412 and the composite plate 411, they are in a triaxial compressive stress state, which significantly improves their compressive strength and ultimate compressive strain (ductility). This effectively suppresses the local buckling of the shear wall body 41 under compression or shear, allowing the strength of the shear wall body 41 to be fully utilized.

[0058] The replaceable damper body 5 and the frame between the shear wall main body 41 and the support column 2 together form a complete seismic resistance system with distinct layers and coordinated operation: the first line of defense (damper body 5) yields first, stabilizes and dissipates energy, and controls displacement; the second line of defense (shear wall main body 41) provides strong backup lateral force, maintaining the overall stability of the structure while the damper body 5 dissipates energy; and the reliable connection hubs (first embedded part 3 and second embedded part 42) ensure smooth and reliable transmission of forces between the various lines of defense.

[0059] Optionally, combined Figures 7 to 9 As shown, the composite plate 411 includes a steel plate 4111, transverse connecting strips 4112, and vertical reinforcing bars 4113. A plurality of transverse connecting strips 4112 are distributed vertically at intervals and fixed to the inner sidewall of the steel plate 4111. The transverse connecting strips 4112 extend along the first direction. Each transverse connecting strip 4112 has a plurality of first through holes distributed at intervals along the first direction. A plurality of vertical reinforcing bars 4113 are distributed at intervals along the first direction, and each vertical reinforcing bar 4113 passes through a corresponding first through hole. The first core-filling concrete 413 covers the inner sidewalls of the transverse connecting strip 4112 and the steel plate 4111.

[0060] Specifically, the transverse connecting strip 4112 can be fixedly installed on the inner wall of the steel plate 4111 by welding. The inner wall of the steel plate 4111 refers to the side wall of the steel plate 4111 facing the first core-filling concrete 413.

[0061] The vertical reinforcing bars 4113 extend vertically, and the number of first through holes opened on the transverse connecting strips 4112 is greater than or equal to the number of vertical reinforcing bars 4113, so as to ensure that the vertical reinforcing bars 4113 can pass smoothly through the corresponding first through holes.

[0062] The extension direction of the vertical reinforcing bar 4113 is perpendicular to the extension direction of the transverse connecting bar 4112.

[0063] The thickness of steel plate 4111 can range from 4mm to 8mm.

[0064] In this optional embodiment, the transverse connecting strip 4112 acts as a rigid stiffener, dividing the large-area steel plate 4111 panel into a series of smaller sections. This greatly increases the critical elastic buckling stress of the steel plate 4111 when subjected to pressure or shear force, ensuring that the steel plate 4111 can fully utilize its material strength and enter the yield energy dissipation state, rather than failing prematurely due to local buckling. The transverse connecting strip 4112 and the vertical reinforcing bar 4113 penetrate into the first core-filling concrete 413, becoming a "shear key" connecting the steel plate 4111 and the first core-filling concrete 413, reliably transferring the shear force borne by the steel plate 4111 to the internal first core-filling concrete 413, providing strong out-of-plane restraint for the steel plate 4111 and preventing local buckling.

[0065] The first perforation serves to position the vertical reinforcing bar 4113 so that it can pass vertically through the horizontal connecting bar 4112. It ensures the uniformity of the spacing and the accuracy of the position of the vertical reinforcing bars 4113. The contact between the edge of the first perforation and the vertical reinforcing bar 4113 allows the horizontal connecting bar 4112 and the vertical reinforcing bar 4113 to hook together, forming a stable spatial steel skeleton, thus achieving precise positioning and integration of the reinforcing bar skeleton.

[0066] The vertical reinforcing bars 4113 and the transverse connecting bars 4112 interweave perpendicularly to form a three-dimensional grid. This not only stabilizes the steel plate 4111 and anchors the vertical reinforcing bars 4113, but also constrains the second core-filling concrete 414. The constrained second core-filling concrete 414 provides strong compressive stiffness, inhibits buckling of the steel plate 4111, and significantly improves the damping, durability, and fire resistance of the structure.

[0067] Optionally, combined Figure 9 As shown, the composite plate 411 further includes vertical connecting strips 4114 and transverse reinforcing bars 4115. A plurality of vertical connecting strips 4114 are distributed at intervals along the first direction and fixed to the outer side wall of the steel plate 4111. The vertical connecting strips 4114 extend vertically. The vertical connecting strip 4114 is provided with a plurality of second through holes distributed at intervals along the vertical direction, and a plurality of horizontal reinforcing bars 4115 are distributed at intervals along the vertical direction, with each horizontal reinforcing bar 4115 passing through the corresponding second through hole.

[0068] Specifically, the vertical connecting strip 4114 can be fixedly installed on the outer wall of the steel plate 4111 by welding. The outer wall of the steel plate 4111 refers to the side wall of the steel plate 4111 that is away from the first core-filling concrete 413.

[0069] The transverse reinforcing bars 4115 extend along the first direction, and the number of second through holes opened on the vertical connecting bars 4114 is greater than or equal to the number of transverse reinforcing bars 4115, so as to ensure that the transverse reinforcing bars 4115 can pass smoothly through the corresponding second through holes.

[0070] The extension direction of the transverse reinforcing bar 4115 is perpendicular to the extension direction of the vertical connecting bar 4114.

[0071] The horizontal reinforcing bars 4115 and the vertical reinforcing bars 4113 can be made of ribbed steel bars, high-strength steel wires or prestressed steel strands.

[0072] The thickness of the horizontal connecting strip 4112 and the vertical connecting strip 4114 can be slightly less than the thickness of the steel plate 4111. The vertical dimension of the horizontal connecting strip 4112 is equal to the thickness of the horizontal connecting strip 4112, and the vertical dimension of the vertical connecting strip 4114 in the first direction is equal to the thickness of the vertical connecting strip 4114.

[0073] In this optional embodiment, the outer vertical connecting strip 4114 acts like a "vertical rib" attached to the steel plate 4111, greatly enhancing the overall out-of-plane bending stiffness of the composite plate 411. This enables the composite plate 411 to not only resist in-plane shear force and bending moment, but also to have a stronger ability to resist accidental out-of-plane actions, thereby improving the overall spatial stability and robustness of the structural system.

[0074] The vertical reinforcing bars 4113 on the inner side of the steel plate 4111 and the horizontal reinforcing bars 4115 on the outer side are firmly positioned and connected together through the first through hole of the horizontal connecting strip 4112 and the second through hole of the vertical connecting strip 4114, respectively. Together with the steel plate 4111, they form a giant steel mesh that interlocks and cannot be separated in three-dimensional space, which further improves the uniformity of the structural strength of the composite plate 411 and correspondingly improves its earthquake resistance.

[0075] Optionally, combined Figure 7 As shown, the composite plate 411 also includes an outer concrete 4116, which is disposed on the outer side wall of the steel plate 4111 and covers the outer side wall of the steel plate 4111 and the vertical connecting strip 4114.

[0076] Specifically, the outer concrete 4116 can be high-strength concrete or ultra-high performance concrete (UHPC).

[0077] In this optional embodiment, the outer concrete 4116 completely isolates the steel structure, such as the outer wall of the steel plate 4111, the vertical connecting strips 4114, and the horizontal reinforcing bars 4115, from the external environment (humidity, corrosive media), thus completely solving the fatal weakness of steel structures being susceptible to corrosion and greatly improving the durability and maintenance economy of the composite slab 411 throughout the building's entire life cycle. Simultaneously, the outer concrete 4116, as an excellent fire-resistant material, provides reliable fire protection for the internal steel structure, enabling it to meet the fire resistance rating requirements of building codes.

[0078] The outer concrete cladding 4116 is firmly connected to the internal steel plate 4111 via vertical connecting strips 4114, enabling them to share the load. It primarily provides additional axial and bending stiffness, further increasing the stiffness of the shear wall body 41 in the elastic stage, which helps control structural deformation under common earthquakes or wind loads. The outer concrete cladding 4116 is poured and solidified around the vertical connecting strips 4114, completely "anchoring" the steel plate 4111 within it.

[0079] The outer concrete 4116 and the outer wall of the steel plate 4111 form a strong mechanical interlock through the vertical connecting strip 4114. This ensures that when under stress, the outer concrete 4116 and the inner steel plate 4111 and the reinforcing steel skeleton will not peel off or slip. The two can deform and bear load together as a whole component, which significantly improves the integrity and reliability of the component.

[0080] Optionally, combined Figure 10 As shown, the support column 2 includes a steel section 21, a concrete covering 22, and a reinforcing cage 23. The concrete covering 22 covers at least a portion of the steel section 21, and the reinforcing cage 23 is located inside the concrete covering 22.

[0081] Specifically, section steel 21 can be H-beams or welded I-beams.

[0082] The structure of the crossbeam 1 can be the same as that of the support column 2, but the crossbeam 1 is set along the first direction (transverse), while the support column 2 is set vertically.

[0083] In this optional embodiment, the concrete cladding 22 located on the outer side of the flange of the steel section 21 acts as a solid and reliable lateral support for the thin-walled steel flange, effectively suppressing the local buckling and overall flexural-torsional instability that easily occur in the steel section 21 under compression. This allows the strength of the steel section 21 to be fully utilized until it yields, thereby achieving higher load-bearing capacity and initial stiffness. The concrete cladding 22 provides good thermal insulation protection for the internal steel section 21, significantly improving the fire resistance limit of the column and meeting the requirements of building fire protection codes. At the same time, the concrete cladding 22 also protects the steel section 21 from environmental corrosion, improving its durability.

[0084] The reinforcing cage 23 confines the internal concrete cladding 22 within a closed hoop. When an earthquake causes the support column 2 to bear enormous pressure, the confined concrete cladding 22 is under triaxial compression, significantly improving its compressive strength and ultimate compressive strain (i.e., deformation capacity). This greatly improves the ductility of the support column 2, enabling it to undergo significant plastic deformation under strong earthquakes without brittle crushing, thereby absorbing and dissipating seismic energy.

[0085] The reinforcing cage 23 and the steel section 21 are bonded together by the encasing concrete 22, forming a more compact whole. The reinforcing cage 23 not only restrains the encasing concrete 22, but its combined effect with the steel section 21 can also more effectively limit the local deformation of the web of the steel section 21, further improving the overall performance of the composite section.

[0086] The present invention provides a construction method for an energy-dissipating frame structure with overlapping double steel plate shear walls, based on the energy-dissipating frame structure with overlapping double steel plate shear walls described in the above embodiment, including the following steps: S1. The second embedded part 42 is embedded inside the shear wall body 41 to form a composite shear wall 4; The steel plate 4111, multi-faceted tube 412, transverse connecting strip 4112 and longitudinal connecting plate 52 can be processed in the factory. The transverse connecting strip 4112 and the vertical connecting strip 4114 are welded to the two surfaces of the steel plate 4111 respectively, and the corresponding vertical reinforcing bars 4113 and transverse reinforcing bars 4115 are tied through them. The outer concrete 4116 is poured to complete the processing of the composite plate 411.

[0087] The polygonal tube 412 has a second hole 4120 and a second embedded part 42 (high-strength bolt) is pre-embedded. The polygonal tube 412 is welded to the end of the composite plate 411 along the first direction. Concrete is poured into the cavity between the two composite plates 411 and inside the polygonal tube 412 to form the first core-filling concrete 413 and the second core-filling concrete 414 respectively, thus completing the processing of the composite shear wall 4.

[0088] S2. Complete the processing of the support column 2 and embed the first embedded part 3 into the interior of the support column 2; Among them, steel cages 23 are arranged on both sides of the steel section 21 and formwork is provided. Pre-reserved holes are opened on the flange of the steel section 21 and the first pre-embedded part 3 (high strength bolt) is pre-embedded. Concrete 22 is poured to form the support column 2.

[0089] S3. Complete the machining of crossbeam 1; The processing of the crossbeam 1 is the same as that of the support column 2 described above, and will not be repeated here.

[0090] S4. A damper body 5 is provided between each of the composite shear walls 4 and the corresponding support column 2; one end of the damper body 5 along the first direction is connected to the first embedded part 3 through a connecting part 6, and the other end of the damper body 5 along the first direction is connected to the second embedded part 42 through another connecting part 6. In the factory, two connecting plates 52 are welded to both ends of the damping structure 51, and bolt holes 521 are made on the connecting plates 52 to facilitate subsequent connection with the composite shear wall 4 and the support column 2.

[0091] On site, the second embedded part 42, which is fixed to the shear wall body 41, passes through the bolt hole 521 of a connecting plate 52 of the damper body 5 and is connected to a connecting part 6. The first embedded part 3, which is fixed to the support column 2, passes through the bolt hole 521 of another connecting plate 52 of the damper body 5 and is connected to another connecting part 6, so as to realize that the damper body 5 can be detachably installed between the composite shear wall 4 and the support column 2.

[0092] S5. Place the crossbeam 1 on top of a plurality of support columns 2 spaced apart along the first direction, and fix the top of the composite shear wall 4 and the top of the two support columns 2 to the crossbeam 1.

[0093] Among them, the top of the steel plate 4111 of the composite shear wall 4 is welded to the crossbeam 1 to complete the on-site connection.

[0094] The construction method of the energy-dissipating frame structure with overlapping double steel plate shear walls in this embodiment has the same beneficial effects as the energy-dissipating frame structure with overlapping double steel plate shear walls described above compared to the prior art, and will not be repeated here.

[0095] While the present invention has been disclosed above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and all such changes and modifications will fall within the scope of protection of the present invention.

Claims

1. An energy-dissipating frame structure with overlapping double steel plate shear walls, characterized in that, include: The skeleton includes a crossbeam (1), a support column (2), and a first embedded part (3). Two support columns (2) are arranged at intervals along a first direction. The crossbeam (1) is located on the upper part of the support column (2), and each support column (2) is fixedly connected to the crossbeam (1). A plurality of first embedded parts (3) are distributed at intervals along a vertical direction, and a part of the first embedded part (3) is fixed inside the support column (2), and another part of the first embedded part (3) extends out of the outside of the support column (2). The first direction is parallel to the transverse direction of the skeleton. The composite shear wall (4) consists of two composite shear walls (4) spaced apart along the first direction. The composite shear wall (4) includes a shear wall body (41) and a second embedded part (42). The shear wall body (41) is fixedly connected to the beam (1). A portion of the second embedded part (42) is fixed inside the shear wall body (41), and another portion of the second embedded part (42) extends out of the outside of the shear wall body (41). A damper device is disposed between the composite shear wall (4) and the support column (2) adjacent to each other along the first direction; the damper device includes a damper body (5) and two connecting parts (6), the two connecting parts (6) are spaced apart along the first direction, and the first embedded part (3) and the second embedded part (42) are respectively connected to the two ends of the damper body (5) along the first direction through the corresponding connecting parts (6).

2. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 1, characterized in that, The damper body (5) includes a damping structure (51) and two connecting plates (52). The damping structure (51) is fixedly connected to the two corresponding connecting plates (52) at both ends along the first direction. The connecting plates (52) are provided with bolt holes (521). The first embedded part (3) and the second embedded part (42) pass through the bolt holes (521) on the corresponding connecting plates (52) and are threadedly connected to the corresponding connecting parts (6).

3. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 2, characterized in that, The damping structure (51) is a plate-shaped structure. The damping structure (51) extends vertically and has a plurality of first holes (511) distributed vertically at intervals. The first holes (511) extend along the first direction.

4. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 2, characterized in that, The damper body (5) includes multiple damping structures (51), which are arranged vertically and are tube structures.

5. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 1, characterized in that, The shear wall body (41) includes a composite slab (411), a multi-faceted tube (412), a first core-filling concrete (413), and a second core-filling concrete (414). The two multi-faceted tubes (412) are spaced apart along the first direction, and the two composite slabs (411) are spaced apart along the second direction. The two multi-faceted tubes (412) and the two composite slabs (411) enclose a cavity. The first core-filling concrete (413) and the second core-filling concrete (414) are respectively provided inside the cavity and the multi-faceted tube (412). Another part of the second embedded part (42) extends out of the outside of the multi-faceted tube (412).

6. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 5, characterized in that, The composite plate (411) includes a steel plate (4111), transverse connecting strips (4112), and vertical reinforcing bars (4113). A plurality of transverse connecting strips (4112) are distributed vertically at intervals and fixed to the inner sidewall of the steel plate (4111). The transverse connecting strips (4112) extend along the first direction. The transverse connecting strips (4112) are provided with a plurality of first through holes distributed at intervals along the first direction. A plurality of vertical reinforcing bars (4113) are distributed at intervals along the first direction, and each vertical reinforcing bar (4113) passes through the corresponding first through hole. The first core-filling concrete (413) covers the inner sidewalls of the transverse connecting strip (4112) and the steel plate (4111).

7. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 6, characterized in that, The composite plate (411) further includes vertical connecting strips (4114) and transverse reinforcing bars (4115). A plurality of the vertical connecting strips (4114) are spaced apart along the first direction and fixed to the outer side wall of the steel plate (4111). The vertical connecting strips (4114) extend vertically. The vertical connecting strip (4114) is provided with a plurality of second through holes distributed at intervals along the vertical direction, and a plurality of the horizontal reinforcing bars (4115) are distributed at intervals along the vertical direction, with each horizontal reinforcing bar (4115) passing through the corresponding second through hole.

8. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 7, characterized in that, The composite plate (411) also includes an outer concrete (4116), which is disposed on the outer side wall of the steel plate (4111) and covers the outer side wall of the steel plate (4111) and the vertical connecting strip (4114).

9. The energy-dissipating frame structure with overlapping double steel plate shear walls according to claim 1, characterized in that, The support column (2) includes a steel section (21), a concrete covering (22), and a reinforcing cage (23), wherein the concrete covering (22) covers at least a portion of the steel section (21), and the reinforcing cage (23) is located inside the concrete covering (22).

10. A construction method for an energy-dissipating frame structure with overlapping double steel plate shear walls, based on the energy-dissipating frame structure with overlapping double steel plate shear walls as described in any one of claims 1 to 9, characterized in that, Includes the following steps: The second embedded part (42) is embedded in the interior of the shear wall body (41) to form a composite shear wall (4). Complete the processing of the support column (2) and embed the first embedded part (3) inside the support column (2); Complete the machining of the crossbeam (1); A damper body (5) is provided between each of the composite shear walls (4) and the corresponding support column (2); one end of the damper body (5) along the first direction is connected to the first embedded part (3) through a connecting part (6), and the other end of the damper body (5) along the first direction is connected to the second embedded part (42) through another connecting part (6); The crossbeam (1) is placed on top of a plurality of support columns (2) spaced apart along the first direction, and the top of the composite shear wall (4) and the top of the two support columns (2) are fixedly connected to the crossbeam (1).

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