Cold-formed steel shear wall with embedded elliptical opening energy dissipation steel plate

Abstract

This invention relates to the field of building structural engineering technology, and particularly to a cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate. The wall includes a rectangular steel frame, an energy-dissipating support device, and an OSB plate. The rectangular steel frame has a square frame structure, with the OSB plate connected to its front and rear walls. The energy-dissipating support device is disposed within the rectangular steel frame and includes an energy-dissipating section, end plates, and rigid diagonal braces. The end plates are connected to the top and bottom of the energy-dissipating section, and the top and bottom sides of the end plates are respectively connected to the inner ends of the rigid diagonal braces. The outer ends of the rigid diagonal braces are connected to the inner corners of the rectangular steel frame. The energy-dissipating section includes an energy-dissipating steel plate, stiffening ribs, and friction plates, with the friction plates disposed between the stiffening ribs and the end plates. This invention can form a graded energy-dissipating mechanism of "friction first, yielding later," which not only improves the wall's adaptability under multi-level earthquakes but also helps control damage to the main structure.

Description

Technical Field

[0001] This invention relates to the field of building structure engineering technology, and in particular to a cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate. Background Technology

[0002] Cold-formed steel structures have advantages such as light weight, high degree of industrialization, convenient construction, and high material utilization, and have been widely used in low-rise and multi-story prefabricated buildings in recent years. As an important lateral force resisting component in the cold-formed steel structure system, the seismic performance of cold-formed steel shear walls is directly related to the safety, stability, and post-earthquake recoverability of the overall structure under wind loads and earthquakes.

[0003] Existing cold-formed steel shear walls mostly use solid steel plates as the main lateral force resisting and energy dissipation components. Under seismic loading, these shear walls typically dissipate energy through the shear yielding and plastic deformation of the steel plates. Although solid steel plate shear walls have high initial stiffness and load-bearing capacity, they still have the following shortcomings: Firstly, the large initial stiffness of solid steel plates makes them prone to transmitting large seismic responses to the main structure under small to medium earthquakes, which is detrimental to structural vibration reduction; secondly, under large inter-story displacements, solid steel plates are prone to local buckling, leading to a rapid degradation of load-bearing capacity and energy dissipation capacity, affecting overall seismic performance.

[0004] To address these issues, existing technologies typically employ methods such as slotting or perforating energy-dissipating steel plates to reduce local stiffness, guide plastic development, and improve ductility. Common perforation types include round, square, and rectangular holes, but these still have limitations. While round holes are beneficial for mitigating stress concentration at sharp corners, the stress distribution in the inter-hole area remains relatively concentrated, and they significantly weaken the effective cross-section of the steel plate, easily leading to low initial lateral stiffness. Square and rectangular holes, on the other hand, tend to create significant stress concentration at the corners, making them prone to fatigue damage and even crack propagation under cyclic loading, thus affecting structural performance and safety margin.

[0005] Furthermore, most existing perforated steel plate shear walls rely primarily on the yielding mechanism of the steel plate for energy dissipation, making it difficult to meet the graded energy dissipation requirements under different seismic intensities. After an earthquake, damage is usually concentrated directly on the steel plate and its surrounding connections. If the structural design is unreasonable, the main frame may also undergo excessive plastic deformation, thereby increasing the difficulty and cost of post-earthquake maintenance and reducing the structure's recoverability.

[0006] Therefore, it is necessary to provide a cold-formed steel shear wall structure that can effectively alleviate stress concentration at the opening edge, improve the ductility of the energy-dissipating steel plate, realize a two-stage energy dissipation mechanism that combines frictional slip and steel plate yielding, and take into account both prefabricated construction and post-earthquake replacement and repair needs. Summary of the Invention

[0007] The purpose of this invention is to overcome the shortcomings of existing technologies and provide a cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate. This is achieved by setting waist-shaped holes extending along the horizontal shear direction on the end plates and forming a controllable sliding friction connection between the end plates, friction plates, and stiffening ribs using connecting bolts. Under small or moderate seismic loads, relative sliding preferentially occurs between the end plates and the friction plates, dissipating seismic energy through friction. As the seismic load increases further, the energy-dissipating steel plate enters the shear yielding stage and continues to dissipate energy through reciprocating plastic deformation. Therefore, a graded energy dissipation mechanism of "friction first, yielding later" can be formed, which not only improves the wall's adaptability under multi-level seismic loads but also helps control damage to the main structure.

[0008] To achieve the above objectives, the technical solution adopted by the present invention is as follows: The present invention discloses a cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate, comprising a rectangular steel frame, an energy-dissipating support device, and an OSB plate. The rectangular steel frame has a square frame structure, and the OSB plate is connected to its front and rear walls. The energy-dissipating support device is disposed within the rectangular steel frame and includes an energy-dissipating section, an end plate, and a rigid diagonal brace. The end plate is connected to the top and bottom of the energy-dissipating section. The top two sides and bottom two sides of the end plate are respectively connected to the inner ends of the rigid diagonal brace, and the outer ends of the rigid diagonal brace are connected to the inner corners of the rectangular steel frame. The energy-dissipating section includes an energy-dissipating steel plate, stiffening ribs, and friction plates. The stiffening ribs have a square frame structure, and the energy-dissipating steel plate is a rectangular structure fixed to the middle of the inner wall of the stiffening ribs. The friction plates are disposed between the stiffening ribs and the end plates.

[0009] The energy-dissipating steel plate has a number of elliptical holes evenly distributed. The elliptical holes are arranged in an orthogonal array with rows and columns aligned. The major axis directions of adjacent rows and columns of elliptical holes alternate between horizontal and vertical directions. The column spacing and row spacing of the elliptical hole array are equal. The regular array formed by all the elliptical holes is centrally located on the surface area of ​​the energy-dissipating steel plate.

[0010] The ratio of the major axis to the minor axis of the elliptical hole is 2 to 4; the column spacing and row spacing are both 1.5 to 2.5 times the major axis of the elliptical hole; the ratio of the horizontal net distance between adjacent elliptical holes in the same row and the vertical net distance between adjacent elliptical holes in the same column to the thickness of the middle area of ​​the energy dissipation steel plate is ≥4.

[0011] The friction plate and stiffening ribs are provided with several bolt holes on their upper and lower surfaces for connecting bolts to pass through. The end plate has a slotted hole along the horizontal shear direction. The end plate, friction plate, and stiffening ribs are connected by connecting bolts and nuts for locking. The length of the slotted hole satisfies the following requirements: ; Where L is the total length of the waist-shaped hole, d is the outer diameter of the connecting bolt, and S is the design sliding stroke in one direction.

[0012] The critical state is defined as the relative slippage between the end plate and the friction plate when the shear wall reaches the elastic inter-story drift angle limit for frequent earthquakes. The slippage connection between the end plate and the friction plate satisfies the following: ; And the critical starting slip force threshold satisfies: ; In the formula: is the elastic inter-story drift angle limit for the shear wall in frequent earthquakes; h is the calculated height of the shear wall; K is the initial lateral stiffness of the shear wall; F slip,c is the critical starting sliding force threshold; n is the number of connecting bolts of the connecting end plate, friction plate or stiffening rib; μ is the design friction coefficient of the friction plate; P is the design preload of a single connecting bolt.

[0013] To ensure that the energy-dissipating steel plate remains elastic during the frictional slip phase, the critical initiation slip force threshold must satisfy: ; Among them, F slip,c The critical starting slip force threshold; F y,s F represents the net cross-sectional shear yield capacity of the energy-dissipating steel plate. u,s This represents the ultimate shear capacity of the net cross-section of the energy-dissipating steel plate.

[0014] The rectangular steel frame includes vertically arranged frame columns and horizontally arranged frame beams. The frame columns and frame beams have a U-shaped structure. The left and right side walls of the frame beams are connected to the upper or lower inner walls of the frame columns on both sides by high-strength bolts through angle steel connection nodes.

[0015] The rectangular steel frame includes front and rear rectangular steel frames. Square node plates are provided between the four corners of the front and rear rectangular steel frames. The webs of the front and rear frame columns are connected above and below the node plates using high-strength bolts. The left and rear ends of the webs of the front and rear frame beams are connected using node plates using high-strength bolts. The rigid diagonal braces have a U-shaped structure, and the outer ends of the webs of the front and rear rigid diagonal braces are connected by node plates. The frame beams are connected by high-strength bolts; the webs of the front and rear frame columns, the webs of the front and rear frame beams, and the webs of the rigid diagonal braces are all connected by self-tapping screws; the angle steel connection nodes include transverse plates and longitudinal plates, and the left and right sidewalls of the frame beams are respectively connected to the upper or lower inner walls of the frame columns on both sides by high-strength bolts through the longitudinal plates of the angle steel connection nodes; the transverse plates of the angle steel connection nodes are fixed to both ends of the webs of the frame beams by high-strength bolts.

[0016] The open ends of the frame columns and frame beams are respectively provided with vertical connecting plates and horizontal connecting plates. The vertical connecting plates and horizontal connecting plates are provided with a number of connecting holes at intervals. The OSB plate is connected to the vertical connecting plates and horizontal connecting plates by self-tapping screws and connecting holes.

[0017] Both the upper and lower sides of the outer wall of the frame column are provided with wedge-shaped pull-out members. The cross-sectional width of the pull-out members gradually decreases from both ends of the frame column to the middle. One end of the pull-out members is fixed to the outer wall of the frame column by high-strength bolts, and the other end of the pull-out members is anchored to the external building structure to resist pull-out forces under cyclic loads.

[0018] The beneficial effects of this invention are as follows: 1. This invention features an orthogonal array of elliptical holes aligned in rows and columns on an energy-dissipating steel plate. The major axes of adjacent rows and columns of elliptical holes alternate between horizontal and vertical directions, thus forming a regular concave cell structure in the center of the energy-dissipating steel plate. When seismic forces cause in-plane shear deformation, the cells can rotate collaboratively, causing the energy-dissipating steel plate to exhibit near-zero Poisson's ratio deformation characteristics. This effectively alleviates stress concentration at the hole edges, delays tearing failure between holes, and improves the ductility and stable energy dissipation capacity of the energy-dissipating steel plate. Compared to traditional round, square, or rectangular hole arrangements, the elliptical hole arrangement of this invention, while balancing stiffness reduction and load-bearing capacity, allows for more uniform stress distribution on the steel plate, promoting the full development of the plastic zone in the central region and preventing premature local failure.

[0019] 2. This invention establishes a controllable sliding friction connection by setting waist-shaped holes extending along the horizontal shear direction on the end plate and connecting bolts between the end plate, friction plate, and stiffening ribs. Under small or moderate seismic loads, relative sliding preferentially occurs between the end plate and the friction plate, dissipating seismic energy through friction. As the seismic load increases further, the energy-dissipating steel plate enters the shear yielding stage and continues to dissipate energy through reciprocating plastic deformation. Therefore, a graded energy dissipation mechanism of "friction first, yielding later" can be formed, which not only improves the adaptability of the wall under multi-level seismic loads but also helps control damage to the main structure.

[0020] 3. This invention concentrates the main energy consumption and damage in the energy-dissipating section. The rectangular steel frame and rigid diagonal braces mainly serve as force transmission and constraint components, and can maintain an elastic working state as much as possible under reasonable design. After the earthquake, if the energy-dissipating section is significantly damaged, it can be replaced by disassembling the connecting bolts, without having to completely demolish the shear wall. This significantly reduces post-earthquake repair costs, shortens repair time, and improves the recoverability of the structure.

[0021] 4. In this invention, the rectangular steel frame forms a double-layer frame system consisting of frame columns and frame beams, which are interconnected by node plates, high-strength bolts, and self-tapping screws. The stress path is clear, and assembly is convenient. After the OSB plate is connected to the vertical and horizontal connecting plates by self-tapping screws, it can provide out-of-plane constraints on the frame columns and frame beams, limiting local deformation and weak axis rotation of the components, thereby improving the overall stability and compressive bearing capacity of the wall, which is suitable for the industrialized construction needs of prefabricated buildings. Attached Figure Description

[0022] Figure 1 This is a schematic diagram of the cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to the present invention. Figure 2 This is a top view of the cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to the present invention. Figure 3 This is a schematic diagram of the energy-consuming section in this invention; Figure 4 This is a schematic diagram of the connection of the energy-consuming support device in this invention; Figure 5 This is a partial exploded view of the rectangular steel frame structure in this invention; Figure 6 This is a stress cloud diagram of the circular perforated energy-dissipating steel plate under shear force according to the present invention; Figure 7 This is a stress cloud diagram of the elliptical perforated energy-dissipating steel plate under shear force according to the present invention; Figure 8 This is a comparison diagram of stress change curves along the red path in the stress cloud diagram of this invention.

[0023] In the attached diagram, 1 is the frame column, 2 is the frame beam, 3 is the gusset plate, 4 is the rigid diagonal brace, 5 is the angle steel connection node, 6 is the energy dissipation section, 7 is the end plate, 8 is the OSB plate, 9 is the connecting bolt, 10 is the self-tapping screw, 11 is the pull-out member, 12 is the high-strength bolt, 13 is the vertical connection plate, 14 is the horizontal connection plate, 71 is the waist-shaped hole, 601 is the energy dissipation steel plate, 602 is the stiffening rib, 603 is the elliptical hole, and 604 is the friction plate. Detailed Implementation

[0024] The present invention will be further described below: Please see Figure 1-8 , like Figures 1 to 5 As shown, this embodiment provides a cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate, including a rectangular steel frame, an energy-dissipating support device disposed inside the rectangular steel frame, and OSB plates 8 disposed on the front and rear walls of the rectangular steel frame.

[0025] Furthermore, the rectangular steel frame has an overall square frame structure, including vertically arranged frame columns 1 and horizontally arranged frame beams 2. The frame columns 1 and frame beams 2 have a U-shaped structure. The left and right side walls of the frame beams 2 are respectively connected to the upper or lower inner walls of the frame columns 1 on both sides by high-strength bolts 12 through angle steel connection nodes 5, thereby forming a basic frame unit. The angle steel connection nodes 5 include transverse plates and longitudinal plates. The left and right side walls of the frame beams 2 are respectively connected to the upper or lower inner walls of the frame columns 1 on both sides by high-strength bolts 12 through the longitudinal plates of the angle steel connection nodes 5. The transverse plates of the angle steel connection nodes 5 are fixed to both ends of the web of the frame beams 2 by high-strength bolts 12.

[0026] Furthermore, the rectangular steel frame preferably includes a front rectangular steel frame and a rear rectangular steel frame, which are arranged correspondingly along the wall thickness direction to form a double-layer frame structure. Square node plates 3 are provided between the four corners of the front and rear rectangular steel frames to achieve overall connection between corresponding components. The upper and lower parts of the webs of the front frame column 1 and the rear frame column 1 are connected by node plates 3 and high-strength bolts 12; the two ends of the webs of the front frame beam 2 and the rear frame beam 2 are connected by node plates 3 and high-strength bolts 12. The middle parts of the webs of the front and rear frame columns 1 and the middle parts of the webs of the front and rear frame beams 2 are connected by self-tapping screws 10 to improve the integrity of the double-layer frame system.

[0027] Vertical connecting plates 13 and horizontal connecting plates 14 are respectively provided at the open ends of frame column 1 and frame beam 2. Several connecting holes are opened at intervals on the vertical connecting plates 13 and horizontal connecting plates 14. OSB plates 8 are connected to the vertical connecting plates 13 and horizontal connecting plates 14 by self-tapping screws 10 in conjunction with the above-mentioned connecting holes. OSB plates 8 are arranged on the front and rear walls of the rectangular steel frame, which can serve as a wall surface layer or enclosure layer, and also provide out-of-plane constraint for frame column 1 and frame beam 2.

[0028] Furthermore, wedge-shaped pull-out members 11 are provided above and below the outer wall of the frame column 1. The cross-sectional width of the pull-out member 11 gradually decreases from both ends of the frame column 1 towards the middle. One end of the pull-out member 11 is fixed to the outer wall of the frame column 1 by a high-strength bolt, and the other end of the pull-out member 11 is anchored to the external building structure to resist pull-out forces under cyclic loads.

[0029] Furthermore, the energy-dissipating support device is installed inside the rectangular steel frame, including the energy-dissipating section 6, the end plate 7, and the rigid diagonal brace 4.

[0030] The energy-consuming section 6 is located in the middle of the rectangular steel frame, with end plates 7 connected to its top and bottom. Each end plate 7 has its top and bottom sides connected to the inner ends of two rigid diagonal braces 4. The four rigid diagonal braces 4 are arranged symmetrically, with the upper two and lower two arranged in a herringbone pattern, their outer ends connected to the inner corners of the rectangular steel frame. Specifically, the rigid diagonal braces 4 are preferably U-shaped, with the outer ends of the web plates of the front and rear rigid diagonal braces 4 connected by node plates 3 and high-strength bolts 12, and the middle sections of the web plates of the rigid diagonal braces 4 connected by self-tapping screws 10 to ensure their overall collaborative working capability.

[0031] When the rectangular steel frame is subjected to a horizontal load, the horizontal force is transmitted to the rigid diagonal brace 4 through the frame column 1 and frame beam 2. The rigid diagonal brace 4 then concentrates the internal force and transmits it to the energy dissipation section 6 in the middle, so that the energy dissipation section 6 bears the main energy dissipation function.

[0032] Furthermore, the energy-dissipating section 6 includes an energy-dissipating steel plate 601, stiffening ribs 602, and a friction plate 604. The stiffening ribs 602 have a square frame structure and serve as boundary reinforcement members for the energy-dissipating section 6. The energy-dissipating steel plate 601 has a rectangular structure and is fixed to the middle of the inner wall of the stiffening ribs 602. Preferably, the energy-dissipating steel plate 601 is made of low-yield-point steel, and its thickness is less than that of the stiffening ribs 602, so that the energy-dissipating steel plate 601 can preferentially enter a stable yield state at a lower stress level, while the stiffening ribs 602 maintain high boundary stiffness and force transmission capacity.

[0033] Furthermore, a number of elliptical holes 603 are evenly opened on the energy dissipation steel plate 601. The elliptical holes 603 are arranged in an orthogonal array with rows and columns aligned. The major axis directions of adjacent rows and columns of elliptical holes 603 alternate between horizontal and vertical directions. The column spacing and row spacing of the elliptical hole array are equal. The regular array formed by all the elliptical holes 603 is centrally arranged on the plate surface area of ​​the energy dissipation steel plate 601.

[0034] Furthermore, the ratio of the major axis to the minor axis of the elliptical hole 603 is 2 to 4; the column spacing and row spacing are both 1.5 to 2.5 times the major axis of the elliptical hole; the ratio of the horizontal clear distance between adjacent elliptical holes in the same row and the vertical clear distance between adjacent elliptical holes in the same column to the thickness of the middle area of ​​the energy-dissipating steel plate is not less than 4. These parameter settings help to reduce stress concentration at the hole edges and prevent premature tearing of the metal strips between holes while ensuring the open area ratio and deformation capacity.

[0035] Furthermore, the friction plate 604 is disposed between the stiffening rib 602 and the end plate 7, specifically between the upper and lower surfaces of the stiffening rib 602 and the end plate 7. The stiffening rib 602 and the energy dissipation steel plate 601 are preferably connected by welding to ensure the integrity of the energy dissipation section 6; the end plate 7, the friction plate 604, and the stiffening rib 602 are connected by connecting bolts 9 and nuts to form a detachable friction connection structure.

[0036] To achieve the function of friction energy dissipation, the upper and lower surfaces of the friction plate 604 and the stiffening rib 602 are provided with a plurality of bolt holes for the connecting bolts 9 to pass through; the end plate 7 is provided with a waist-shaped hole 71 along the horizontal shearing direction. After the end plate 7, the friction plate 604 and the stiffening rib 602 are locked together by the connecting bolts 9 and nuts, the connecting bolts 9 can slide relative to each other along their length direction in the waist-shaped hole 71, thereby causing relative sliding between the end plate 7 and the friction plate 604 in the horizontal direction.

[0037] Furthermore, the length of the waist-shaped hole 71 satisfies: ; Where L is the total length of the waist-shaped hole, d is the outer diameter of the connecting bolt 9, and S is the unidirectional design sliding stroke.

[0038] The above structure ensures that under the reciprocating action of an earthquake, the connecting bolt 9 has sufficient bidirectional sliding space in the waist-shaped hole 71, so that a stable and controllable frictional sliding energy dissipation process can be formed between the end plate 7 and the friction plate 604.

[0039] Slide start design principle The critical state is defined as the relative slippage between the end plate 7 and the friction plate 604 when the shear wall reaches the elastic inter-story drift angle limit for frequent earthquakes. The slippage connection between the end plate 7 and the friction plate 604 satisfies the following: ; And the critical starting slip force threshold satisfies: ; In the formula: is the elastic inter-story drift angle limit for the shear wall in frequent earthquakes; h is the calculated height of the shear wall; K is the initial lateral stiffness of the shear wall; F slip,c is the critical starting sliding force threshold; n is the number of connecting bolts 9 of the connecting end plate 7, friction plate 604 or stiffening rib 602; μ is the design friction coefficient of the friction plate; P is the design preload of a single connecting bolt 9.

[0040] Based on the above relationships, the number of connecting bolts 9, the friction coefficient of the friction plate, and the bolt preload can be reasonably determined according to the target seismic performance, so as to achieve a controllable design of the sliding start timing.

[0041] To ensure that the energy-dissipating steel plate 601 remains elastic during the frictional slip phase, the critical initiation slip force threshold satisfies: ; Among them, F slip,c The critical starting slip force threshold; F y,s F represents the net section shear yield capacity of energy-dissipating steel plate 601. u,s The net cross-sectional ultimate shear capacity of energy-dissipating steel plate 601.

[0042] F y,s The calculation formula is as follows: ; Among them, A net : This represents the minimum net cross-sectional area of ​​the energy-dissipating steel plate 601 along the principal shear direction. During calculation, the cross-sectional weakening caused by the elliptical hole 603 in the shear force direction is deducted, and the minimum cross-sectional area among all shear failure paths is taken; f y The standard value of yield strength of low yield point steel used in energy-dissipating steel plate 601; f y / √3: This represents the shear yield strength of the steel, obtained from the tensile-shear strength conversion relationship in mechanics of materials.

[0043] F u,s The calculation formula is as follows: ; Among them, A net : Minimum net cross-sectional area of ​​energy-dissipating steel plate 601; f u The standard value of the tensile ultimate strength of 601 steel for energy dissipation plates (the maximum strength of the steel before failure); f u / √3: Convert the ultimate tensile strength of steel to ultimate shear strength.

[0044] This design ensures that the energy-dissipating steel plate 601 remains elastic during the frictional slip energy dissipation stage, preventing premature yielding or damage and thus improving the seismic toughness and durability of the entire shear wall. It also allows the shear wall to preferentially absorb energy through the frictional slip dissipation between the end plate 7 and the friction plate 604 during frequent or minor earthquakes, preventing premature yielding of the energy-dissipating steel plate 601. When the seismic action further increases, the energy-dissipating steel plate 601 then enters the shear yielding state, thereby achieving graded energy dissipation.

[0045] Through the above design, the shear wall can preferentially input energy through the frictional slip dissipation part between the end plate 7 and the friction plate 604 under frequent or minor earthquakes, so as not to cause the energy dissipation steel plate 601 to yield prematurely; when the earthquake action increases further, the energy dissipation steel plate 601 will enter the shear yielding state, thereby realizing graded energy dissipation.

[0046] Work process When an earthquake or horizontal load acts on the shear wall of this invention, the horizontal load is first borne by the rectangular steel frame and then transferred to the rigid bracing 4 through the frame columns 1 and frame beams 2. The rigid bracing 4 then concentrates the horizontal load to the end plate 7 of the energy dissipation section 6.

[0047] Under relatively low horizontal load, the end plate 7 and the friction plate 604 form a frictional connection through the preload of the connecting bolts 9, exhibiting high initial stiffness overall. When the horizontal load reaches the critical initiation slip force threshold F... slip,c At this time, the connecting bolt 9 begins to slide in the waist-shaped hole 71, and the end plate 7 and the friction plate 604 undergo relative displacement, dissipating energy through friction.

[0048] As the load continues to increase, once the energy dissipation from the sliding between the end plate 7 and the friction plate 604 reaches a certain level, the energy-dissipating steel plate 601 gradually enters the shear yielding stage. Because the elliptical holes 603 are arranged according to an orthogonal array rule, the concave cellular structure formed in the hole region can generate synergistic rotational deformation under in-plane shear action, reducing stress concentration at the hole edges and allowing the central region of the energy-dissipating steel plate 601 to participate more fully in plastic energy dissipation, thereby improving overall ductility and energy dissipation stability.

[0049] Under reciprocating seismic action, this invention dissipates input energy through two stages: "end plate-friction plate sliding friction energy dissipation" and "energy dissipation steel plate shear yielding energy dissipation," thereby reducing the risk of damage to the main frame and improving the overall seismic performance of the shear wall.

[0050] Post-earthquake repair and replacement After an earthquake, if the energy-dissipating steel plate 601 in energy-dissipating section 6 undergoes significant yielding deformation, or if the connection between end plate 7 and friction plate 604 experiences wear due to reciprocating slippage requiring replacement, the energy-dissipating section 6 can be completely removed and replaced with a new one by disassembling the connecting bolts 9. The rectangular steel frame, rigid brace 4, and OSB plate 8 can continue to be used. Because this invention concentrates the main energy dissipation and damage in the replaceable energy-dissipating section 6, it can significantly improve the efficiency of post-earthquake structural repair and reduce maintenance costs.

[0051] With the structure described in this invention, the energy-dissipating steel plate 601, through the near-zero Poisson's ratio deformation mechanism formed by orthogonally arranged elliptical holes 603, can more effectively alleviate stress concentration, improve the uniformity of stress in the central region, and enhance plastic development capacity compared to traditional circular perforated steel plates. Simultaneously, the sliding friction connection formed by the waist-shaped holes 71 of the end plate 7 and the friction plate 604 enables a two-stage energy dissipation effect—first friction, then yielding—under different earthquake intensities, thus simultaneously addressing initial stiffness control, ductility improvement, enhanced energy dissipation capacity, and post-earthquake recoverability requirements.

[0052] like Figures 6-8As shown, to verify the technical effect of the present invention, a numerical model was established using ABAQUS finite element software, with S4R shell elements as the element type. Under the same inter-story displacement of the shear wall, compared with the circularly perforated energy dissipation steel plate, the peak stress of the elliptical perforated plate used in this embodiment of the invention was reduced by approximately 14.8%. On the red path of the stress cloud diagram, the peak stress of the elliptical plate was reduced by approximately 16.1%, and the average stress was reduced by approximately 16%. The orthogonally arranged elliptical holes 603 effectively reduced the stress concentration at the edge of the opening, retained more effective cross-sectional area, and the stress distribution was more uniform. Before the inter-hole tearing failure occurred, the energy dissipation capacity of the two was not significantly different, but the rotational deformation of the elliptical holes 603 delayed the tearing of the energy dissipation steel plate 601, improved the ductility of the energy dissipation steel plate 601, and allowed the elliptical perforated plate to continue to dissipate seismic energy through plastic deformation after the inter-hole failure of the circular perforated plate, thus improving the energy dissipation capacity of the shear wall.

[0053] The above description is merely an embodiment of the present invention and does not limit the patent scope of the present invention. Any equivalent modifications made based on the content of the present invention specification and drawings, or direct or indirect applications in related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate, characterized in that: It includes a rectangular steel frame, energy-dissipating support devices and OSB panels (8). The rectangular steel frame has a square frame structure, and the OSB plate (8) is connected to its front and rear walls. The energy-consuming support device is installed inside the rectangular steel frame and includes an energy-consuming section (6), an end plate (7) and a rigid diagonal brace (4). The top and bottom of the energy-consuming section (6) are connected to the end plate (7). The top two sides and the bottom two sides of the end plate (7) are respectively connected to the inner ends of the rigid diagonal brace (4). The outer ends of the rigid diagonal brace (4) are connected to the inner corners of the rectangular steel frame. The energy-consuming section (6) includes an energy-dissipating steel plate (601), a stiffening rib (602), and a friction plate (604). The stiffening rib (602) has a square frame structure, the energy-dissipating steel plate (601) has a rectangular structure and is fixed in the middle of the inner wall of the stiffening rib (602), and the friction plate (604) is disposed between the stiffening rib (602) and the end plate (7).

2. The cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 1, characterized in that: The energy-dissipating steel plate (601) has a plurality of elliptical holes (603) evenly distributed on it. The elliptical holes (603) are arranged in an orthogonal array with rows and columns aligned. The major axis directions of adjacent rows and columns of elliptical holes (603) alternate between horizontal and vertical directions. The column spacing and row spacing of the elliptical hole array are equal. The regular array formed by all the elliptical holes (603) is centrally arranged on the plate surface area of ​​the energy-dissipating steel plate (601).

3. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 2, characterized in that: The ratio of the major axis to the minor axis of the elliptical hole (603) is 2 to 4; the column spacing and row spacing are both 1.5 to 2.5 times the major axis of the elliptical hole; the ratio of the horizontal net distance between adjacent elliptical holes in the same row and the vertical net distance between adjacent elliptical holes in the same column to the thickness of the middle area of ​​the energy dissipation steel plate is ≥4.

4. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 3, characterized in that: The friction plate (604) and stiffening rib (602) are provided with several bolt holes on their upper and lower surfaces for the connecting bolts (9) to pass through. The end plate (7) is provided with a waist-shaped hole (71) along the horizontal shearing direction. The end plate (7), friction plate (604) and stiffening rib (602) are connected by connecting bolts (9) and nuts. The length of the waist-shaped hole (71) satisfies the following: ； Where L is the total length of the waist-shaped hole, d is the outer diameter of the connecting bolt (9), and S is the unidirectional design sliding stroke.

5. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 4, characterized in that: The critical state is defined as the relative slippage between the end plate (7) and the friction plate (604) when the shear wall reaches the elastic inter-story drift angle limit for frequent earthquakes. The slippage connection between the end plate (7) and the friction plate (604) satisfies the following: ； And the critical starting slip force threshold satisfies: ； In the formula: is the elastic inter-story drift angle limit for the shear wall in frequent earthquakes; h is the calculated height of the shear wall; K is the initial lateral stiffness of the shear wall; F slip,c is the critical starting sliding force threshold; n is the number of connecting bolts (9) of the connecting end plate (7), friction plate (604) or stiffening rib (602); μ is the design friction coefficient of the friction plate; P is the design preload of a single connecting bolt (9).

6. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 5, characterized in that: To ensure that the energy-dissipating steel plate (601) remains elastic during the frictional slip stage, the critical initiation slip force threshold satisfies: ； Among them, F slip,c The critical starting slip force threshold; F y,s The net section shear yield capacity of the energy-dissipating steel plate (601); F u,s The net cross-sectional ultimate shear capacity of the energy dissipation steel plate (601).

7. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to any one of claims 1-6, characterized in that: The rectangular steel frame includes vertically arranged frame columns (1) and horizontally arranged frame beams (2). The frame columns (1) and frame beams (2) are in the shape of a "U". The left and right side walls of the frame beams (2) are connected to the upper or lower inner walls of the frame columns (1) on both sides by high-strength bolts (12) through angle steel connection nodes (5).

8. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 7, characterized in that: The rectangular steel frame includes a front and a rear rectangular steel frame. Square node plates (3) are provided between the four corners of the front and rear rectangular steel frames. The upper and lower sides of the web of the front and rear frame columns (1) are connected by node plates (3) and high-strength bolts (12). The left and rear ends of the web of the front and rear frame beams (2) are connected by node plates (3) and high-strength bolts (12). The rigid diagonal brace (4) has a U-shaped structure. The outer ends of the web of the front and rear rigid diagonal braces (4) are connected by node plates (3) and high-strength bolts (12). The front and rear frame columns (1) are connected by self-tapping screws (10) between the middle of the web, the front and rear frame beams (2) are connected by the middle of the web, and the front and rear rigid diagonal braces (4) are connected by the middle of the web. The angle steel connection node (5) includes a transverse plate and a longitudinal plate. The left and right side walls of the frame beam (2) are connected to the upper or lower inner walls of the frame columns (1) on both sides by high-strength bolts (12) through the longitudinal plate of the angle steel connection node (5). The transverse plate of the angle steel connection node (5) is fixed to both ends of the web of the frame beam (2) by high-strength bolts (12).

9. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 8, characterized in that: The opening ends of the frame column (1) and the frame beam (2) are respectively provided with a vertical connecting plate (13) and a horizontal connecting plate (14). The vertical connecting plate (13) and the horizontal connecting plate (14) are provided with a number of connecting holes at intervals. The OSB plate (8) is connected to the vertical connecting plate (13) and the horizontal connecting plate (14) by means of self-tapping screws (10) and matching the connecting holes.

10. A cold-formed steel shear wall with an embedded elliptical perforated energy-dissipating steel plate according to claim 9, characterized in that: The frame column (1) is provided with wedge-shaped pull-out members (11) above and below the outer wall. The cross-sectional width of the pull-out member (11) gradually decreases from both ends of the frame column (1) towards the middle. One end of the pull-out member (11) is fixed to the outer wall of the frame column (1) by a high-strength bolt, and the other end of the pull-out member (11) is anchored to the external building structure to resist pull-out force under reciprocating load.

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