Buckling-restrained steel plate shear wall restrained by string bending-resistant members

Abstract

The invention discloses an anti-buckling steel plate shear wall restrained by string anti-bending components, which comprises an edge frame, a fishplate welded on the frame, an embedded steel plate fixed on the fishplate and the string anti-bending restraining components, and the restraining components are symmetrically arranged on the front side and the back side of the embedded steel plate. The supporting structure is composed of inhaul cable supports, constraint angle steel, inhaul cable supporting rods and pre-tensioning inhaul cables, out-of-plane buckling of a steel plate is limited through cooperative stress, and the lateral bearing capacity and the anti-seismic property are improved. The design of the slotted holes in the constraint component allows limited slippage in an earthquake, and a multi-stage anti-seismic mechanism is formed by combining elastic constraint of the inhaul cables and plastic energy dissipation of the steel plates. The lightweight design reduces the steel consumption, the prefabricated components are convenient to transport and rapidly install on site, the post-earthquake damage is concentrated on the replaceable steel plate, and the maintenance cost is low. The structure has the advantages of high rigidity, high energy consumption, convenience in assembly and environmental friendliness, and is suitable for high-rise buildings and high-intensity anti-seismic area projects.

Description

Technical Field

[0001] The invention relates to a buckling-resistant steel plate shear wall restrained by a beam string flexural member, belonging to the technical field of structural engineering. Background Art

[0002] As a core lateral force-resistant and energy-dissipating member of building structures, the steel plate shear wall is widely used in high-rise buildings and building projects in high-intensity seismic regions due to its high bearing capacity, excellent ductility and construction convenience. The traditional steel plate shear wall relies on thin steel plates to bear shear force, and the economic benefit is remarkable. However, it is prone to premature out-of-plane buckling under shear loads, resulting in the degradation of structural stiffness, energy dissipation and fatigue damage. The stiffened steel plate shear wall improves the buckling performance by adding stiffening ribs outside the plane of the steel plate. However, the welding process of the buckling-resistant components of the wall panel is complex, and the problems of residual stress and residual deformation caused by welding are significant, and the steel consumption of the structure is high. The buckling-resistant steel plate shear wall forms an integral body by connecting the steel plate and the buckling-resistant component with bolts, and uses the large out-of-plane restraint stiffness of the buckling-resistant component to limit the out-of-plane buckling deformation of the steel plate, improving the out-of-plane deformation while enhancing the bearing capacity and energy dissipation capacity, thus well overcoming the problems of premature buckling of traditional unstiffened steel plate walls and high steel consumption and complex structure of stiffened steel plate walls. However, the existing buckling-resistant concrete cover plates are large in size and heavy in self-weight. At the same time, due to the requirements of flexural bearing performance and crack control, dense connecting bolts often need to be arranged on the cover plates, which requires high precision in processing and manufacturing, and a large number of bolt tightening professionals are needed on site, greatly reducing the efficiency of engineering manufacturing and installation. It can be seen that reducing the volume and self-weight of the buckling-resistant component, improving the flexural performance of the buckling-resistant component, simplifying the connection structure and facilitating on-site installation are the key problems that need to be solved urgently in the steel plate shear wall structure.

[0003] The beam string flexural member has received wide attention due to its self-balancing mechanism, large-span lightweight performance and stability enhancement characteristics. This type of member consists of a rigid upper chord member (steel truss, box girder or concrete arch), a flexible lower chord cable and a strut, and forms a self-balanced force system through prestress. The rigid upper chord member bears bending moment and pressure, and the lower chord cable applies prestress through the end anchorage node. Cooperating with the vertical strut, the structural load is converted into cable tension, so that the cable tension and the bending deformation of the flexural rigid member restrict each other, realizing internal force redistribution and deformation control. In view of the working mechanism of the beam string flexural member, it is often used to realize the design of large-span unsupported roofs and floor slabs. The high flexural efficiency of the beam string flexural member is very suitable for application in the buckling-resistant steel plate shear wall, as a restraint member to limit the out-of-plane buckling of the steel plate, improving the bearing and seismic performance of the wall panel. Summary of the Invention

[0004] In order to overcome the deficiencies of the prior art, the invention provides a buckling-resistant steel plate shear wall restrained by a beam string flexural member.

[0005] A buckling - resistant steel plate shear wall with cable - strut bending restraint, comprising:

[0006] Edge frames;

[0007] Fish - tail plates welded to the edge frames;

[0008] Embedded steel plates fixed on the fish - tail plates;

[0009] Cable - strut bending restraint members fixed to the fish - tail plates by bolt connections. Two cable - strut bending restraint members are arranged in one - to - one correspondence on both sides of the embedded steel plate to form a group. The arrangement spacing of multiple groups of cable - strut bending restraint members is from 300 mm to 1500 mm.

[0010] Further, bolt connection holes are arranged at equal intervals on the fish - tail plates. One group or multiple groups of cable - strut bending restraint members are fixed to the fish - tail plates through the bolt connection holes and bolts. Furthermore, paired bolt connection holes are arranged at equal intervals on the transverse fish - tail plates. The number of pairs of bolt connection holes is the same as the number of pairs of cable - strut bending restraint members, and the arrangement spacing of bolt connection pairs is from 300 mm to 1500 mm. The bolt connection holes can be arranged on the upper and lower fish - tail plates, or can also be arranged on the left and right fish - tail plates.

[0011] Further, the embedded steel plate adopts a non - perforated structure.

[0012] Further, the cable - strut bending restraint member includes:

[0013] Restraint angle steels;

[0014] The first support and the second support welded to both ends of the restraint angle steel;

[0015] Cable - stay support rods welded on the restraint angle steel and located between the first support and the second support;

[0016] Cables connected to the first support and the second support and passing through the rings on the cable - stay support rods.

[0017] Further, the cable - strut bending restraint member is fixed to the fish - tail plate by bolt connection.

[0018] Further, the first support and the second support are fixed to the fish - tail plate through the bolt connection holes and bolts. Both the first support and the second support include: transition connectors; fish - eye bolts arranged on the transition connectors; and first L - shaped angle steel bases and second L - shaped angle steel bases installed on both sides of the transition connectors. Long - strip waist - shaped holes corresponding to the bolt connection holes on the fish - tail plate are arranged on the bottom surfaces of the first L - shaped angle steel base and the second L - shaped angle steel base.

[0019] Further, the upper and lower supports include angle steel bases and transition connectors. The middle of the lower part of the left and right L-shaped angle steel horizontal bases is provided with long strip-shaped waist-shaped holes, and the top of the vertical upper side is arc-shaped toward the side of the transition connector, and a round hole is provided in the middle.

[0020] Further, the transition connector includes: an opening movable plate rotatably connected to the first L-shaped angle steel base and the second L-shaped angle steel base; a sealing plate fixed to the opening movable plate. The fish-eye bolt is fixedly installed on the sealing plate. Still further, the transition connector includes: an opening annular plate, a U-shaped plate, upper and lower sealing plates. The opening annular plate is welded to the middle of the upper sealing plate, the U-shaped plate is welded with the upper and lower sealing plates up and down, a bolt hole is provided in the middle part of the lower sealing plate, and a fish-eye bolt is passed through the bolt hole.

[0021] Further, the restraint angle steel includes: two angle steels, the backs of the two angle steels are close to each other and a gap is left, and the cable stay support rod is installed in the gap and welded to the backs of the two angle steels. A portal reinforcement is fixed on the cable stay support rod. Still further, the opening annular plate of the transition connector is inserted into the angle steel base, so that the opening annular plate is aligned with the bolt round hole of the angle steel base, and bolts are inserted and fixed, so that the transition connector can rotate around the angle steel base.

[0022] Further, the restraint angle steel is formed by facing the long limbs of two L-shaped steels to form a symmetric section. A gap is left between the butting interfaces of the L-shaped steels, and a plurality of cable stay support rods with unequal lengths are arranged at equal intervals in the gap, and the contact surfaces of the cable stay support rods and the restraint angle steel are connected by welding. The height of the cable stay support rod gradually increases from the edge to the middle.

[0023] Further, the cable stay support rod can be made of round steel, ribbed steel bars, or hollow round tubes. The arrangement of the cable stay support rods can be 1 to 9. The height of the cable stay support rod is between 50 mm and 500 mm. A ring for passing the cable is welded to the top of the cable stay support rod, and the inner diameter of the ring is larger than the outer diameter of the cable.

[0024] Further, a portal reinforcement is arranged at the connection position between the cable stay support rod and the restraint angle steel. The cross bar of the portal reinforcement is welded to the cable stay support rod, and the bottom of the vertical bar of the portal reinforcement is welded to the restraint angle steel. The cross section of the portal reinforcement can be made of square steel, round steel or round tube.

[0025] Further, both ends of the restraint angle steel are welded and connected to the upper and lower supports, and the cable passes through the ring holes of the fish-eye bolts of the upper and lower supports and the ring holes at the top of the cable stay support rod to be tied and fixed, forming the cable-strut bending restraint member.

[0026] Furthermore, the cable is made of steel strand or wire rope, and a certain pre-tension is applied to the cable. The steel strand adjusts the camber height of the steel strand and the inclination angle between the strand and the steel plate plane through the transition connecting piece and the cable support rod. The included angle between the end of the steel strand and the steel plate plane ranges from 5° to 40°.

[0027] Compared with the prior art, the main advantages of the present invention are as follows:

[0028] A buckling-restrained steel plate shear wall structure with a cable-strut bending-resistant member restraint and its construction method of the present invention form a new lateral resistance system with rigid-flexible cooperation by combining a cable-strut bending-resistant member with a traditional steel plate shear wall. The rigid upper chord member bears the bending moment and pressure. The high-strength cable realizes the conversion of the load into the cable force through the prestress application and the cooperation with the vertical strut, promotes the mutual restriction between the cable tension and the bending and deformation of the rigid member, and completes the internal force redistribution and precise deformation control. This system combines the high bending stiffness of the rigid member and the elastic adjustment ability of the flexible cable, significantly improves the overall structural stiffness and stability, and at the same time enables the steel plate to enter the shear yield stage first, giving full play to the material strength, and the lateral resistance bearing capacity is significantly improved compared with the traditional structure. Adopting the modular assembly technology with all-bolt connections, the cable-strut bending-resistant restraint member is directly installed through the fishplate node without opening holes in the steel plate, greatly improving the construction efficiency. The lightweight design of the member takes into account the adaptability to large spans, the weight of a single piece during transportation is controllable, and it meets the hoisting requirements of conventional construction equipment. A higher prefabrication rate in the factory can effectively avoid the problems of traditional welding processes. Only quick assembly is required on-site, which perfectly fits the industrialized construction trend of prefabricated buildings, highlighting the advantages of construction convenience and assembly. Introducing a dynamic restraint system between the long-slot sliding mechanism and the cable, the long slots of the L-shaped angle steel base allow the member to have limited slip during an earthquake, dissipating seismic energy through friction. The elastic deformation of the cable is coupled with the plastic deformation of the steel plate to form a "elastic restraint - plastic energy dissipation - friction energy dissipation" gradient mechanism, making the hysteresis curve more plump and improving the energy dissipation efficiency; in addition, the cable provides high-strength restraint to ensure the overall stability of the structure under large earthquakes.

[0029] Compared with traditional building structures, the damage of the present invention after an earthquake is concentrated on the replaceable energy-dissipating steel plate. During maintenance, there is no need to demolish the concrete or add temporary supports, shortening the replacement cycle. In addition, the lightweight design can effectively reduce the foundation cost, the modular components can be reused, the carbon emissions in the whole life cycle of the building are reduced, and the construction cost is comparable to that of the traditional system. However, with the characteristics of maintenance-free and easy repair, the comprehensive benefits in the whole life cycle are greater, combining economy and environmental friendliness.

[0030] The structure of the present invention includes an edge frame, a fishplate welded to the frame, an embedded steel plate fixed on the fishplate, and a cable-strut flexural restraint member connected to the fishplate by bolts. The restraint members are symmetrically arranged on the front and back sides of the embedded steel plate, and are composed of a cable support, a restraint angle steel, a cable support rod and a pre-tensioned cable. By working together, they limit the out-of-plane buckling of the steel plate, improving the lateral load-bearing capacity and seismic performance. The present invention adopts a modular assembly technology with all-bolt connections, eliminating the need for drilling holes in the steel plate and simplifying the construction process. The long slotted holes in the restraint members allow limited slippage during earthquakes, combining the elastic restraint of the cables and the plastic energy dissipation of the steel plate to form a multi-level seismic mechanism. Its lightweight design reduces the steel consumption, and the prefabricated components are convenient for transportation and rapid on-site installation. Moreover, the post-earthquake damage is concentrated on the replaceable steel plate, resulting in low maintenance costs. This structure combines high stiffness, strong energy dissipation, convenient assembly and environmental friendliness, and is suitable for high-rise buildings and projects in high-intensity seismic areas. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 is a schematic diagram of a buckling-restrained steel plate shear wall structure with a cable-strut flexural restraint member of the present invention;

[0032] Figure 2 is Figure 1 a schematic diagram of a cable-strut flexural restraint member of a buckling-restrained steel plate shear wall with a cable-strut flexural restraint member;

[0033] Figure 3 is Figure 2 a detailed schematic diagram of a cable support rod of a cable-strut flexural restraint member;

[0034] Figure 4 is Figure 2 a detailed schematic diagram of the lower support of a cable-strut flexural restraint member;

[0035] Figure 5 is Figure 4 a detailed schematic diagram of a transition connecting member of a cable-strut flexural restraint member;

[0036] Figure 6 is a comparison diagram of calculation results with and without a cable-strut flexural restraint member. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0037] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0038] Refer to Figure 1, a prefabricated buckling-restrained steel plate shear wall structure proposed by the present invention includes: edge frames, fish plates, embedded steel plates, and cable-strut flexural restraint members. The edge frames include: upper frame beams 1-1, lower frame beams 1-2, left frame columns 1-3, and right frame columns 1-4. The fish plates include: upper fish plates 2-1, lower fish plates 2-2, left fish plates 2-3, and right fish plates 2-4, and the fish plates are respectively welded between the frame structures. The embedded steel plate 3 and the fish plates are connected by double-sided welding. The cable-strut flexural restraint members 4 are arranged on both sides of the embedded steel plate 3 and can be arranged on the upper and lower fish plates or the left and right fish plates through bolt connections, avoiding opening holes in the embedded steel plate 3.

[0039] Reference Figure 2 , the cable-strut flexural restraint member 4 includes: upper supports 5-1, lower supports 5-5, cables 5-2, restraint angle steels 5-3, and cable support rods 5-4. The upper and lower supports are welded to the restraint angle steel 5-3, and cable support rods 5-4 that gradually rise from the edge to the middle are arranged at equal intervals on the restraint angle steel 5-3.

[0040] Reference Figure 3 , the cable support rod 5-4 consists of three components, namely a circular ring 6-1, a web member 6-2, and a portal stiffener 6-3. The cable support rod 5-4 can be made of round steel, ribbed steel bars, or hollow round tubes. The circular ring 6-1 is welded to the top of the web member 6-2, and the portal stiffener 6-3 is welded to one side of the middle of the web member 6-2. The bottom of the vertical rod of the portal stiffener 6-3 is welded to the restraint angle steel 5-3, and the cross-section of the portal stiffener 6-3 can be made of square steel, round steel, or round tubes.

[0041] Reference Figure 4 , the lower support 5-5 includes: a fish-eye bolt 7-1, a transition connector 7-2, a right L-shaped angle steel base 7-3, a left L-shaped angle steel base 7-4, and high-strength bolts 7-5. Long strip-shaped waist-shaped holes are opened in the middle of the lower parts of the left and right L-shaped angle steel horizontal bases, and the upper sides of the vertical parts are arc-shaped towards the side of the transition connector 7-2, and a circular hole is opened in the middle. The perforated annular plate 8-1 of the transition connector 7-2 is inserted into the angle steel base, so that the perforated annular plate 8-1 is aligned with the bolt circular holes of the angle steel base, and bolts are inserted and fixed, so that the transition connector 7-2 can rotate around the angle steel base.

[0042] Reference Figure 2 , Figure 3 and Figure 4, the cable - strut flexural restraint member 4 can be directly processed and fabricated in the factory. The restraint angle steel 5 - 3 is formed by butt - facing the long limbs of two L - shaped steels to form a symmetric cross - section. There is a gap between the butt - facing interfaces, and a number of stay - cable support rods 5 - 4 with different lengths are arranged at equal intervals within the gap. The contact surface between the stay - cable support rod 5 - 4 and the restraint angle steel 5 - 3 is connected by welding, and the height of the stay - cable support rod 5 - 4 gradually increases from the edge to the middle. The stay - cable 5 - 2 is made of steel strand or wire rope and is applied with a certain pre - tightening force. The stay - cable 5 - 2 passes through the ring 6 - 1 at the top of the stay - cable support rod 5 - 4 and the head and tail are fixed at the positions of the fisheye bolts 7 - 1 at the upper and lower supports, thereby fixing and tying to form the cable - strut flexural restraint member 4.

[0043] Reference Figure 5 , the transition connector 7 - 2 includes: an open - hole annular plate 8 - 1, an upper sealing plate 8 - 2, a U - shaped plate 8 - 3, and a lower sealing plate 8 - 4. The open - hole annular plate 8 - 1 is welded to the middle of the upper sealing plate 8 - 2. The U - shaped plate 8 - 3 is welded to the upper and lower sealing plates. A bolt hole is provided in the middle part of the lower sealing plate 8 - 4, and a fisheye bolt 7 - 1 passes through the bolt hole.

[0044] At the construction site, the cable - strut flexural restraint member 4 is connected to the fish - tail plate by bolts. At the same time, a pre - tightening force is applied by tightening the fisheye bolts 7 - 1 at the upper and lower supports, so that the cable - strut flexural restraint member 4 is closely attached to the surface of the embedded steel plate 3 to fully limit the out - of - plane buckling deformation of the steel plate. The applied tensile pre - tightening force is selected as 30% - 50% of the yield load of the steel strand.

[0045] Reference Figure 6 , the comparison diagram of the calculation results with and without the cable - strut flexural restraint member 4 is shown in the figure. It can be seen from the figure that the hysteretic curve of the steel plate shear wall with the cable - strut flexural restraint member 4 is more plump and the energy - dissipation area is larger. The anti - buckling steel plate shear wall restrained by the cable - strut flexural member of the present invention has a significant effect on improving the seismic performance of the structure by using the cable - strut flexural principle.

Claims

1. A buckling-restrained steel plate shear wall with a cable-strut flexural member restraint, characterized in that Comprising: Edge frame; Fishplate welded to the edge frame; Embedded steel plate fixed to the fishplate; Cable-strut flexural restraint members fixed to the fishplate by bolt connection, with two cable-strut flexural restraint members arranged in one-to-one correspondence on both sides of the embedded steel plate to form a group.

2. The anti-buckling steel plate shear wall with a cable-strut flexural member restraint according to claim 1, wherein Bolt connection holes are arranged at equal intervals on the fishplate, and one or more groups of cable-strut flexural restraint members are fixed to the fishplate through the bolt connection holes and bolts.

3. The anti-buckling steel plate shear wall with a cable-strut flexural member restraint according to claim 2, characterized in that, The cable-strut flexural restraint member described above comprises: Restraint angle steel; First support and second support welded to both ends of the restraint angle steel; Cable support rod welded to the restraint angle steel and located between the first support and the second support; Cable connected to the first support and the second support and passing through the ring on the cable support rod.

4. The anti-buckling steel plate shear wall with a cable-strut flexural member restraint according to claim 3, wherein The first support and the second support are fixed to the fishplate through the bolt connection holes and bolts.

5. A buckling-restrained steel plate shear wall with a cable-supported flexural member constraint according to claim 4, characterized in that, Both the first support and the second support comprise: Transition connecting piece; Eyebolt arranged on the transition connecting piece; And first L-shaped angle steel base and second L-shaped angle steel base installed on both sides of the transition connecting piece.

6. The anti-buckling steel plate shear wall with a cable-strut flexural member restraint according to claim 5, wherein Long strip-shaped waist-shaped holes corresponding to the bolt connection holes on the fishplate are arranged on the bottom surfaces of the first L-shaped angle steel base and the second L-shaped angle steel base.

7. A buckling-restrained steel plate shear wall with a cable-strut flexural member restraint according to claim 5, characterized in that, The transition connecting piece comprises: Open-hole movable plate rotatably connected to the first L-shaped angle steel base and the second L-shaped angle steel base; Sealing plate fixed to the open-hole movable plate.

8. A buckling-restrained steel plate shear wall with a cable-supported flexural member restraint according to claim 7, characterized in that, The eyebolt is fixedly installed on the sealing plate.

9. The anti-buckling steel plate shear wall with a cable-strut flexural member restraint according to claim 3, characterized in that The restraint angle steel comprises: Two angle steels, the backs of the two angle steels are close to each other with a gap left, and the cable support rod is installed in the gap and welded to the backs of the two angle steels.

10. The restrained buckling steel plate shear wall with a cable-strut flexural member according to claim 9, characterized in that, A portal stiffener is fixed to the cable support rod.

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