A wall foot component with self-resetting energy dissipation, fabricated shear wall and construction method

Abstract

The present application relates to the technical field of fabricated shear wall, particularly relates to a wall foot component with self-resetting and energy dissipation, a fabricated shear wall and a construction method, which comprises an upper connecting piece, a middle connecting piece, a lower connecting piece and a foam aluminum block, the upper connecting piece is connected with the middle connecting piece through an energy dissipation steel bar, the middle connecting piece is connected with the lower connecting piece through a shape memory alloy bar, a limiting hole one is arranged in the middle of the lower connecting piece, the foam aluminum block is arranged in the limiting hole one, the bottom of the foam aluminum block is abutted with the bottom of the lower connecting piece, and the top of the foam aluminum block is abutted with the lower side of the middle connecting piece through the limiting hole one. The wall foot component provided by the present application has energy dissipation capacity and self-resetting capacity, which is helpful to realize the rapid recovery of the use function of the shear wall after the earthquake.

Description

Technical Field

[0001] This invention relates to the field of prefabricated shear wall technology, and in particular to a wall base component with self-resetting energy dissipation, a prefabricated shear wall, and a construction method thereof. Background Technology

[0002] Prefabricated reinforced concrete shear walls feature standardized production, energy conservation, environmental friendliness, and short construction cycles, meeting the requirements of the construction industry. However, existing earthquake damage experience shows that the base of shear walls suffers severe damage during earthquakes, leading to the interruption of structural functionality, and post-earthquake repair is difficult or costly.

[0003] Recoverable functional structures with replaceable components are a new type of structure that has been developed in recent years. Its core design concept is that under earthquake action, replaceable components installed in the structure absorb and dissipate earthquake energy, concentrating structural damage on the components themselves and protecting the main structure from serious damage. After the earthquake, only the damaged replaceable components need to be replaced to restore the structure's functionality, avoiding the high cost of traditional structures that need to be completely demolished and rebuilt after an earthquake.

[0004] In current research and applications, most replaceable components adopt energy-dissipating structures (such as metal dampers and friction dampers). When dissipating seismic energy, these components will produce significant residual deformation, making it difficult to replace them after an earthquake and thus affecting the restoration of the structure's functionality after the earthquake. Summary of the Invention

[0005] The purpose of this invention is to provide a wall base component with self-resetting energy dissipation, a prefabricated shear wall, and a construction method. The wall base component has both energy dissipation and self-resetting capabilities, which helps to quickly restore the functionality of the shear wall after an earthquake.

[0006] To achieve the above objectives, the present invention provides a wall base component with self-resetting energy dissipation, comprising an upper connector, a middle connector, a lower connector, and a foamed aluminum block. The upper connector is connected to the middle connector via an energy-dissipating steel rod, which includes an anchoring section one and an energy-dissipating section. The anchoring section one is located at both ends of the energy-dissipating section and is a threaded cylindrical structure. The energy-dissipating section is an hourglass-shaped structure. The middle connector is connected to the lower connector via a shape memory alloy rod, which is dumbbell-shaped and includes an anchoring section two and a deformable section. The anchoring section two is located at both ends of the deformable section and has threads for connection with nuts. The lower connector has a limiting hole one in the middle, and the foamed aluminum block is placed in the limiting hole one. The bottom of the foamed aluminum block abuts against the bottom of the lower connector, and the top of the foamed aluminum block penetrates the limiting hole one and abuts against the lower side of the middle connector.

[0007] Preferably, the upper connector is a T-shaped structure, including a flange plate 1 arranged horizontally at the top and a web plate 1 vertically connected to the lower side of the flange plate. The flange plate 1 is provided with a number of connection holes 1, which are evenly distributed on both sides of the web plate 1. The web plate 1 is provided with a number of limiting holes 2, and the middle part of the energy-consuming steel rod passes through the limiting holes 2.

[0008] Preferably, the middle connector is a U-shaped structure, including a second flange plate arranged horizontally at the bottom and a second web plate vertically connected to the upper side of the second flange plate. The second flange plate has a limiting groove in the middle, and the two sides of the limiting groove have connecting holes two for connecting to shape memory alloy rods. The first web plate is connected to the middle of the U-shaped structure and abuts against the limiting groove. The second web plate has a third limiting hole corresponding to the second limiting hole. The two ends of the energy-consuming steel rod pass through the third limiting hole and are connected to nuts.

[0009] Preferably, the lower connector includes flange plate three and flange plate four, flange plate three and flange plate four are arranged parallel to each other vertically, flange plate three is provided with a limiting hole one in the middle, and connecting holes three are provided on both sides of the limiting hole one to connect with shape memory alloy rods, multiple stiffening plates are provided between flange plate three and flange plate four, and several connecting holes four are provided on flange plate four, with connecting holes four and stiffening plates arranged alternately.

[0010] Preferably, the energy-dissipating steel bar is made of low yield point mild steel, the minimum cross-sectional diameter of the energy-dissipating section is 0.5 times the diameter of the anchoring section, and the length of the energy-dissipating section is less than or equal to 5 times the minimum cross-sectional diameter, so as to ensure that the energy-dissipating steel bar has good hysteretic energy dissipation capacity and fatigue resistance.

[0011] Preferably, the shape memory alloy can apply tension to the shape memory alloy rod by applying torque to the nut, thereby providing self-resetting capability for the wall base component.

[0012] Even more preferably, the length of the deformation section is less than or equal to twice the thickness of the shear wall.

[0013] Preferably, the aluminum foam block is a block made of porous metal material with aluminum or aluminum alloy as the matrix and containing a large number of interconnected or closed pores, which has the characteristics of being lightweight, having high specific strength, high specific stiffness, and high damping and shock absorption performance; the top and bottom of the aluminum foam block are in contact with the middle connector and the lower connector, respectively, to provide the compressive bearing capacity of the wall base component.

[0014] A prefabricated shear wall includes a wall base component with self-resetting energy dissipation, a bottom bearing module, precast wall panels, steel connectors, a post-cast floor slab, and a foundation. The wall base component and the bottom bearing module are both located at the bottom of the prefabricated shear wall. The wall base component is set on both sides of the bottom bearing module. The bottom of the wall base component and the bottom bearing module are fixedly connected to the top of the foundation. The bottom end of the bottom precast wall panel is fixedly connected to the top of the wall base component and the bottom bearing module. The top of the bottom precast wall panel is fixedly connected to the remaining precast wall panels by bolts and steel connectors. The post-cast floor slab is located at the connection of the precast wall panels and is cast integrally with the steel connector.

[0015] Preferably, the bottom pressure-bearing module includes a box body, an end plate, an outer steel plate, tie bars, and concrete. The end plate is provided with an elliptical connection hole five for bolt connection. The box body has an open structure. The top of the box body is located on one side of the connection hole five and is fixedly connected to the bottom of the end plate. The side of the box body is connected to the outer steel plate. The outer steel plate is wrapped around the perimeter of the box body. The bottom of the outer steel plate is fixedly connected to the end plate. Several evenly distributed tie bars are provided inside the outer steel plate. The inner cavity of the outer steel plate is filled with concrete.

[0016] Preferably, the precast wall panel includes longitudinal steel bars, stirrups, bolt sleeves and concrete. The longitudinal steel bars and stirrups are connected perpendicularly to each other. The concrete is poured on the outside of the longitudinal steel bars and stirrups. The longitudinal steel bars include edge member longitudinal bars, web longitudinal bars and force transmission longitudinal bars. Both ends of the edge member longitudinal bars are connected to the bolt sleeves by threads. The outer ends of the force transmission longitudinal bars are connected to the bolt sleeves by threads.

[0017] Preferably, the steel connector is a rectangular steel tube structure. Bolt holes are provided at both the top and bottom ends of the steel connector that contact the precast wall panel. Bolts are used to connect the steel connector to the precast wall panel. The steel connector is generally placed at the floor slab height of the shear wall structure, and the height of the steel connector is consistent with the floor slab thickness.

[0018] Preferably, the post-cast floor slab includes longitudinal reinforcement, stirrups, and concrete. The longitudinal reinforcement and stirrups are connected perpendicularly to each other, and the concrete is poured on the outside of the longitudinal reinforcement and stirrups. The floor slab can be constructed using a precast base slab + post-cast concrete layer or a monolithic floor slab. In the post-cast floor slab, the longitudinal reinforcement can penetrate the inner cavity of the steel connector during construction to enhance the integrity of the floor slab and wall panels.

[0019] Preferably, the foundation also includes longitudinal reinforcement, stirrups, and concrete, with the longitudinal reinforcement and stirrups connected perpendicularly to each other, and the concrete poured on the outside of the longitudinal reinforcement and stirrups. In the area connected to the self-resetting energy dissipation wall base component, the foundation should also pre-embed force-transmitting reinforcement with bolt sleeves at the ends to ensure a reliable connection between the self-resetting energy dissipation wall base component and the foundation; for the area in contact with the bottom bearing module, a 20mm deep groove should be provided for the foundation grout during the installation of the bottom bearing module.

[0020] The above-mentioned construction method for prefabricated shear walls includes the following steps:

[0021] S1. Complete the processing of wall base components with self-resetting energy dissipation, bottom pressure-bearing modules, prefabricated wall panels, steel connectors and various embedded parts in the factory;

[0022] S2. Arrange the longitudinal steel bars and bolt sleeves in the embedded parts in the foundation formwork. The longitudinal steel bars with bolt sleeves are welded to the foundation steel cage. Then pour the concrete required for the foundation and cure it to complete the foundation construction.

[0023] S3. Install the wall base component with self-resetting energy dissipation in the designated area on the top surface of the foundation, and fix it to the foundation by bolting through the connection hole four of the flange plate of the lower connector; place the bottom bearing module in the designated area on the top surface of the foundation, and perform grouting operation between the bottom bearing module and the foundation; after the grouting reaches the design strength, hoist the bottom prefabricated wall panel above the wall base component with self-resetting energy dissipation and the bottom bearing module, and fix it by bolting through the corresponding connection structure of the prefabricated wall panel to the flange plate of the wall base component and the end plate of the bottom bearing module, thus completing the installation of the bottom layer of the prefabricated shear wall;

[0024] S4. Place the steel connector on top of the bottom precast wall panel and connect and fix it to the bolt sleeve of the bottom precast wall panel by passing bolts through the corresponding holes of the steel connector; then hoist the upper precast wall panel above the steel connector and connect it to the steel connector by passing bolts through the corresponding structure of the upper precast wall panel. Repeat this step to complete the installation of each layer of precast wall panels in sequence.

[0025] S5. Arrange the longitudinal steel bars and stirrups required for the post-cast floor slab between the precast wall panels of each floor. The longitudinal steel bars of the post-cast floor slab pass through the inner cavity of the steel connector. After the floor slab steel bars are tied, pour the floor slab concrete. After the concrete hardens to the design strength, the post-cast floor slab is fabricated, and the overall construction of the prefabricated shear wall is completed.

[0026] In a further preferred embodiment, the assembly and processing of the wall base component with self-resetting energy dissipation in S1 is as follows: First, place the foamed aluminum block into the limiting hole one of the lower connector, then place the middle connector on top of the foamed aluminum block, so that the top of the foamed aluminum block abuts against the lower side of the middle connector. Then, pass the shape memory alloy rod through the connecting hole two of the middle connector and the connecting hole three of the lower connector, and tighten it with a nut to achieve the connection between the middle connector and the lower connector. At the same time, apply the rated torque to the nut to pre-tension the shape memory alloy rod. Next, place the web plate one of the upper connector into the limiting groove of the middle connector and abut it. Pass the energy dissipation steel rod through the limiting hole two of the upper connector and the limiting hole three of the middle connector, and fix and limit the end of the energy dissipation steel rod with a nut.

[0027] The present invention employs the aforementioned wall base component with self-resetting energy dissipation, prefabricated shear wall, and construction method, and has the following beneficial effects:

[0028] (1) This invention has good seismic performance. The shear wall structure has self-resetting energy-dissipating wall base components on both sides of the bottom wall foot. These components not only have stable load-bearing capacity but also good energy dissipation capacity. Under compression, the component is supported by aluminum foam blocks. The aluminum foam blocks are lightweight and high-strength; after reaching their peak bearing capacity, the blocks maintain their bearing capacity, only undergoing compressive deformation, ensuring stable output under compression and preventing the shear wall from collapsing due to loss of bearing capacity. Under tension, the component is supported by energy-dissipating steel bars and shape memory alloy bars, providing sufficient tensile bearing capacity and a certain degree of redundancy. Even if individual energy-dissipating steel bars or shape memory alloy bars lose their load-bearing capacity under large deformation and cease operation, the remaining parts can still work stably to ensure the component's output. Furthermore, the materials used in the wall base components, such as aluminum foam, low-yield-point soft steel, and shape memory alloys, all have good energy absorption rates, effectively absorbing and dissipating the seismic force input into the shear wall structure during earthquakes, ensuring structural safety. Furthermore, the bottom bearing modules at the base of the shear wall structure are connected to the foundation only by grouting. When the shear wall experiences significant lateral displacement, the bottom bearing modules can detach from the foundation, thus preventing bending failure during earthquakes. On the other hand, the main body of the bottom bearing modules uses an external steel plate and tie bars, giving the modules high compressive strength and making them less prone to crushing failure.

[0029] (2) This invention has good seismic toughness. When a shear wall is subjected to an earthquake, the damage and plastic deformation of the structure are mainly concentrated in the self-resetting energy-dissipating wall base components, while the rest remains basically intact. Therefore, after the earthquake, only the damaged self-resetting energy-dissipating wall base components need to be replaced to restore the functionality of the shear wall structure. For the self-resetting energy-dissipating wall base components, the plastic deformation of the components is mainly caused by the energy-dissipating steel bars. The pre-tensioned shape memory alloy bars arranged around the components can effectively reduce the residual deformation of the components and realize the self-resetting of the components after the earthquake. The self-resetting of the wall base components is conducive to the shear wall returning to its original position after the earthquake, thus making the replacement of replaceable wall base components after the earthquake easier. In addition, the connection between the wall base components and the upper wall and foundation is bolted, making the component replacement process simple, quick, and labor-saving, and enabling the rapid restoration of the functionality of the shear wall after the earthquake.

[0030] (3) This invention supports modular production and prefabricated construction of the structure. The main components of the shear wall (except for the foundation and post-cast floor slabs) can be prefabricated in the factory, thereby ensuring the accuracy and quality of component processing; the components have regular external dimensions, are easy to modularly manufacture, and can be applied to various shear wall structures with different planar layout requirements. In addition, after the prefabricated components are transported to the site, the shear wall structure can be quickly assembled by bolting, which is not only simple to operate and the connection quality is controllable, but also effectively ensures structural safety, significantly saves manpower and construction cycle, greatly improves construction efficiency, and has broad prospects for promotion.

[0031] The technical solution of the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. Attached Figure Description

[0032] Figure 1 This is a three-dimensional schematic diagram of the wall base component with self-resetting energy dissipation in Embodiment 1 of the present invention;

[0033] Figure 2 This is a side view of the wall base component with self-resetting energy dissipation according to Embodiment 1 of the present invention;

[0034] Figure 3 This is an exploded view of the wall base component with self-resetting energy dissipation in Embodiment 1 of the present invention;

[0035] Figure 4 This is a side view of the energy-consuming steel bar of Embodiment 1 of the present invention;

[0036] Figure 5 This is a side view of the shape memory alloy rod of Embodiment 1 of the present invention;

[0037] Figure 6 This is a three-dimensional schematic diagram of the prefabricated shear wall of Embodiment 2 of the present invention;

[0038] Figure 7 This is an exploded view of the prefabricated shear wall of Embodiment 2 of the present invention;

[0039] Figure 8 This is a schematic diagram of the bottom pressure-bearing module in Embodiment 2 of the present invention;

[0040] Figure 9 This is a schematic diagram of the prefabricated wall panel of Embodiment 2 of the present invention;

[0041] Figure 10 This is a schematic diagram of the internal structure of the prefabricated wall panel in Embodiment 2 of the present invention;

[0042] Figure 11 This is a schematic diagram of the steel connector of Embodiment 2 of the present invention.

[0043] Figure label:

[0044] 1. Upper connector; 11. Flange plate one; 111. Connecting hole one; 12. Web plate one; 121. Limiting hole two;

[0045] 2. Middle connecting piece; 21. Flange plate two; 211. Connecting hole two; 22. Web plate two; 221. Limiting hole three; 23. Limiting groove;

[0046] 3. Lower connector; 31. Limiting hole one; 32. Flange plate three; 321. Connecting hole three; 33. Flange plate four; 331. Connecting hole four; 34. Stiffening plate;

[0047] 4. Aluminum foam block; 5. Energy-dissipating steel bar; 51. Anchorage section one; 52. Energy-dissipating section; 6. Shape memory alloy bar; 61. Anchorage section two; 62. Deformation section; 7. Wall base components;

[0048] 8. Bottom pressure-bearing module; 81. Box body; 82. End plate; 821. Connection hole five; 83. Outer steel plate; 84. Tie bars;

[0049] 9. Precast wall panels; 91. Longitudinal reinforcement; 911. Longitudinal reinforcement of edge members; 912. Longitudinal reinforcement of web; 913. Force-transmitting longitudinal reinforcement; 92. Stirrups; 93. Bolt sleeves; 94. Concrete;

[0050] 10. Steel connector; 101. Bolt hole; 110. Post-cast floor slab; 120. Foundation. Detailed Implementation

[0051] The present invention will be further described below with reference to the accompanying drawings and embodiments. Unless otherwise defined, the technical or scientific terms used in this invention should be understood in their ordinary sense by those skilled in the art. The features mentioned above or in the specific examples mentioned in this invention can be combined arbitrarily, and these specific embodiments are only used to illustrate the invention and are not intended to limit the scope of the invention.

[0052] Example 1

[0053] like Figures 1 to 5 As shown, the present invention provides a wall base component 7 with self-resetting energy dissipation, including an upper connector 1, a middle connector 2, a lower connector 3, and a foamed aluminum block 4. The upper connector 1 is connected to the middle connector 2 through an energy-dissipating steel rod 5. The middle connector 2 is connected to the lower connector 3 through a shape memory alloy rod 6. The lower connector 3 has a limiting hole 31 in the middle. The foamed aluminum block 4 is disposed in the limiting hole 31. The bottom of the foamed aluminum block 4 abuts against the bottom of the lower connector 3. The top of the foamed aluminum block 4 passes through the limiting hole 31 and abuts against the lower side of the middle connector 2.

[0054] The upper connector 1 is a T-shaped structure, including a flange plate 11 arranged horizontally at the top and a web plate 12 vertically connected to the lower side of the flange plate 11. The flange plate 11 has several connecting holes 111 evenly distributed on both sides of the web plate 12, used for reliable connection to the precast wall panel 9 via high-strength bolts. The web plate 12 has several limiting holes 121, through which the middle part of the energy-dissipating steel bar 5 passes, achieving limiting and force transmission of the energy-dissipating steel bar 5.

[0055] The middle connector 2 has a U-shaped structure, including a second flange plate 21 arranged laterally at the bottom and a second web plate 22 vertically connected to the upper side of the second flange plate 21. A limiting groove 23 is provided in the middle of the second flange plate 21. The size of the limiting groove 23 is adapted to the size of the first web plate 12 of the upper connector 1. The first web plate 12 is connected to the middle of the U-shaped structure and abuts against the limiting groove 23. Connecting holes 211 are provided on both sides of the limiting groove 23 for connecting and fixing the shape memory alloy rod 6. The second web plate 22 has a third limiting hole 221 corresponding to the second limiting hole 121. Both ends of the energy-dissipating steel rod 5 pass through the third limiting hole 221 and are connected to nuts. The nuts achieve axial limiting of the energy-dissipating steel rod 5 to prevent slippage.

[0056] The lower connector 3 includes flange plate 32 and flange plate 33, which are arranged parallel vertically. A limiting hole 31 is provided in the middle of flange plate 32. The size of limiting hole 31 is consistent with the plane size of the aluminum foam block 4, used to limit the aluminum foam block 4 and prevent its lateral displacement. Connecting holes 321 are provided on both sides of limiting hole 31 to connect to shape memory alloy rod 6, using nuts to fix the lower end of the shape memory alloy rod 6. Multiple stiffening plates 34 are provided between flange plate 32 and flange plate 33, evenly distributed to enhance the integrity and deformation resistance of the lower connector 3. Several connecting holes 331 are provided on flange plate 33, alternating with stiffening plates 34, for connection to the foundation 120 via high-strength bolts, ensuring reliable fixation of the wall base component 7 to the foundation 120.

[0057] The energy-dissipating steel bar 5 is made of low-yield-point mild steel, which has good plastic deformation capacity and can absorb and dissipate seismic energy through continuous shear plastic deformation. The energy-dissipating steel bar 5 includes an anchoring section 51 and an energy-dissipating section 52, with the anchoring section 51 located at both ends of the energy-dissipating section 52. The anchoring section 51 is a threaded cylindrical structure, facilitating fixation with nuts. The energy-dissipating section 52 has an hourglass shape, with a minimum cross-sectional diameter 0.5 times that of the anchoring section, and a length less than or equal to 5 times the minimum cross-sectional diameter. This ensures that the energy-dissipating steel bar 5 has good hysteretic energy dissipation capacity and fatigue resistance, preventing premature fracture failure under seismic loading.

[0058] The shape memory alloy rod 6 is dumbbell-shaped and includes an anchoring section 61 and a deformable section 62. The anchoring section 61 is located at both ends of the deformable section 62. The anchoring section 61 has threads for connecting to nuts, and is fixed to the middle connector 2 and the lower connector 3 by the nuts. By applying torque to the nuts, tension can be applied to the shape memory alloy rod 6, thereby providing self-resetting capability for the wall base component 7. The length of the deformable section 62 is less than or equal to twice the thickness of the shear wall. This length ensures that the shape memory alloy rod 6 has sufficient deformation space under seismic action, while avoiding stability problems caused by excessive length.

[0059] The foamed aluminum block 4 is a porous metal material made of aluminum or aluminum alloy as the matrix and containing a large number of interconnected or closed pores. It has the characteristics of being lightweight, having high specific strength, high specific stiffness, and high damping and shock absorption performance. The top and bottom of the foamed aluminum block 4 are in contact with the middle connector 2 and the lower connector 3, respectively. It is mainly used to provide the compressive bearing capacity of the wall base component 7 to meet the bearing requirements of the shear wall base under its own weight and seismic compression conditions.

[0060] The self-resetting energy dissipation mechanism of the wall base component 7 with self-resetting energy dissipation:

[0061] The self-resetting energy dissipation wall base component 7 is connected to the precast wall panel 9 and foundation 120 by high-strength bolts. Considering that the shear wall base is subjected to approximately axial force when subjected to seismic action, and that its compressive bearing capacity requirement is much higher than its tensile bearing capacity requirement, the self-resetting energy dissipation wall base component 7 is designed as an axially stressed component with asymmetric tension and compression.

[0062] When the self-resetting energy-dissipating wall base component 7 is under tension, the upper connector 1 (T-shaped steel component) is lifted, and its web 12 drives the middle connector 2 (U-shaped steel component) to lift synchronously through the hinged energy-dissipating steel bar 5. During this process, both the upper connector 1 and the middle connector 2 maintain elastic deformation without plastic damage. After the middle connector 2 is lifted, its bottom separates from the top surface of the foamed aluminum block 4, and the foamed aluminum block 4 exits the tension-bearing system. The energy-dissipating section 52 of the energy-dissipating steel bar 5 undergoes shear deformation under tension. Because low-yield-point soft steel has good plastic deformation capacity, it can absorb and dissipate the energy input by the earthquake through continuous shear plastic deformation. Moreover, the hourglass-shaped structure of the energy-dissipating section 52 ensures that it has stable hysteretic energy dissipation capacity and fatigue resistance, avoiding premature fracture failure.

[0063] Simultaneously, the shape memory alloy rod 6 is further elongated as the central connector 2 is lifted. Its two ends are secured to the central connector 2 and the lower connector 3 via high-strength nuts. Pre-tensioning was achieved during component assembly by applying a rated torque to the nuts. Shape memory alloys possess the superelastic property of recovering their original shape after deformation under stress. When stretched, they generate a restoring force to return to their original length. Furthermore, the pre-tensioned state ensures that the shape memory alloy rod 6 maintains a certain tension, which can offset some of the residual deformation generated by the energy-consuming steel rod 5, pushing the upper connector 1 and the central connector 2 back to their initial positions, thus achieving self-resetting of the component.

[0064] When the wall base component 7 with self-resetting energy dissipation is pressed, the upper connector 1 is pressed down by the pressure, and the bottom surface of its web plate 12 comes into close contact with the flange plate 21 of the middle connector 2, which drives the middle connector 2 to press down synchronously, so that the bottom of the middle connector 2 comes into close contact with the top surface of the aluminum foam block 4 again, and the aluminum foam block 4 enters the pressure-bearing system.

[0065] The aluminum foam block 4 has the characteristics of being lightweight, having high specific strength, and having stable compressive bearing capacity. When under pressure, the block undergoes compressive deformation, and the internal pores are gradually compacted. However, after reaching the peak bearing pressure, it can maintain the compressive bearing capacity for a long time, avoiding the collapse of the shear wall due to a sudden drop in compressive bearing capacity. This meets the high compressive bearing capacity requirement of the wall base component 7. At the same time, the energy of seismic input and structure is dissipated during the gradual compaction of the material pores, which is beneficial to the seismic resistance of the structure.

[0066] Furthermore, during the compression process, the energy-dissipating steel rod 5 undergoes no additional deformation (because the upper connector 1 and the middle connector 2 transmit pressure through direct contact, without generating shear force on the energy-dissipating steel rod 5), and no new residual deformation is generated. The shape memory alloy rod 6 gradually recovers to its original length before pretensioning as the middle connector 2 is pressed down, the tension force disappears and it exits the stress state, without the need to provide additional restoring force. This ensures that the large vertical load transmitted from the upper wall to the component under compression is borne by the aluminum foam block, avoiding damage to the shape memory alloy rod 6 under pressure, and the seismic energy is also dissipated by the aluminum foam block during compression.

[0067] Example 2

[0068] like Figures 6 to 11 As shown, this invention provides a prefabricated shear wall, including a wall base component 7 with self-resetting energy dissipation, a bottom pressure-bearing module 8, a prefabricated wall panel 9, a steel connector 10, a post-cast floor slab 110, and a foundation 120 as described in Embodiment 1. The wall base component 7 and the bottom pressure-bearing module 8 are both located at the bottom of the prefabricated shear wall, with the wall base component 7 positioned on both sides of the bottom pressure-bearing module 8, forming a symmetrical force-bearing structure. The wall base component 7 is fixedly connected to the top of the foundation 120 via high-strength bolts passing through the connection holes 331 of the flange plate 33 of the lower connector 3. The bottom pressure-bearing module 8 is fixedly connected to the top of the foundation 120 via mortar. The bottom end of the bottom prefabricated wall panel 9 is fixedly connected to the flange plate 111 connection hole 111 of the wall base component 7 and the end plate 82 connection hole 821 of the bottom pressure-bearing module 8 via high-strength bolts passing through its corresponding connection structure. The top of the bottom precast wall panel 9 is fixedly connected to the other precast wall panels 9 by bolts and steel connectors 10, forming a reliable force transmission between the upper and lower wall panels; the post-cast floor slab 110 is located at the connection of each precast wall panel 9 and is cast into one piece with the steel connectors 10, enhancing the integrity of the shear wall and the floor slab.

[0069] The bottom pressure-bearing module 8 includes a box body 81, an end plate 82, an outer steel plate 83, tie bars 84, and concrete 94. The end plate 82 is provided with an elliptical connection hole 821 for bolt connection. The box body 81 is an open structure. The top of the box body 81 is located on one side of the connection hole 821 and is fixedly connected to the bottom of the end plate 82. The side of the box body 81 is connected to the outer steel plate 83, providing space for the construction and subsequent maintenance of high-strength bolts used to connect the bottom pressure-bearing module 8 and the precast wall panel 9.

[0070] An outer steel plate 83 is wrapped around the perimeter of the box body 81. The bottom of the outer steel plate 83 is fixedly connected to the end plate 82. Several evenly distributed tie bars 84 are provided inside the outer steel plate 83. The tie bars 84 are welded to the inner side of the outer steel plate 83 to improve the integrity of the outer steel plate 83 and prevent it from buckling under pressure. The inner cavity of the outer steel plate 83 is filled with concrete 94. The strength of the concrete 94 can be designed to be equal to or higher than that of the precast wall panel 9 concrete 94 to ensure the high compressive bearing capacity of the bottom pressure-bearing module 8.

[0071] The precast wall panel 9 includes longitudinal steel bars 91, stirrups 92, bolt sleeves 93, and concrete 94. The longitudinal steel bars 91 and stirrups 92 are connected perpendicularly to each other to form a steel cage skeleton. The concrete 94 is poured on the outside of the longitudinal steel bars 91 and stirrups 92, wrapping the steel cage to form the main body of the wall panel. The longitudinal steel bars 91 include edge member longitudinal bars 911, web longitudinal bars 912, and force transmission longitudinal bars 913. Both ends of the edge member longitudinal bars 911 are connected to the bolt sleeves 93 by threads. The outer end of the force transmission longitudinal bars 913 is connected to the bolt sleeves 93 by threads. The force transmission path of steel bar-bolt sleeve 93-high-strength bolt can be realized by high-strength bolts, forming a dry connection system of bolted connection, avoiding the problems of long curing time and large on-site work of traditional wet connection.

[0072] The steel connector 10 is a rectangular steel tube structure, which has good bending and shear resistance. Bolt holes 101 are provided at both the upper and lower ends of the steel connector 10 where it contacts the precast wall panel 9. Bolts are used to connect the steel connector 10 to the precast wall panel 9. The steel connector 10 is generally located at the floor slab height of the shear wall structure. The height of the steel connector 10 is consistent with the floor slab thickness, making the steel connector 10 an integral part of the floor slab and not occupying additional building space.

[0073] The post-cast floor slab 110 includes longitudinal reinforcing bars 91, stirrups 92, and concrete 94. The longitudinal reinforcing bars 91 and stirrups 92 are connected perpendicularly to each other to form the floor slab's reinforcing steel skeleton. The concrete 94 is poured on the outside of the longitudinal reinforcing bars 91 and stirrups 92 to form the floor slab structure. The post-cast floor slab 110 can be constructed using a precast base slab + post-cast concrete layer or by integral casting of the floor slab, which can reduce on-site formwork work and improve construction efficiency. During construction, the longitudinal reinforcing bars 91 of the post-cast floor slab 110 can penetrate the inner cavity of the steel connector 10, enhancing the integrity of the floor slab and wall panels and improving the structure's resistance to lateral displacement.

[0074] The foundation 120 also includes longitudinal reinforcing bars 91, stirrups 92, and concrete 94. The longitudinal reinforcing bars 91 and stirrups 92 are connected perpendicularly to each other to form the foundation reinforcement cage. The concrete 94 is poured on the outside of the longitudinal reinforcing bars 91 and stirrups 92 to form the main body of the foundation. In the area connected to the self-resetting energy-dissipating wall base component 7, the foundation 120 should also have pre-embedded force-transmitting reinforcing bars with bolt sleeves 93 at the ends. The force-transmitting reinforcing bars are welded and fixed to the reinforcement cage of the foundation 120 to ensure a reliable connection between the self-resetting energy-dissipating wall base component 7 and the foundation 120, and to achieve effective force transmission. For the area in contact with the bottom bearing module 8, a 20mm deep groove should be provided for the foundation 120 to be grouted during the installation of the bottom bearing module 8. The grouted grout can fill the gap between the foundation 120 and the module to ensure uniform stress on the contact surface.

[0075] Example 3

[0076] A construction method for a prefabricated shear wall according to Embodiment 2 includes the following steps:

[0077] S1. Complete the processing of wall base components 7 with self-resetting energy dissipation, bottom pressure-bearing modules 8, prefabricated wall panels 9, steel connectors 10 and various embedded parts in the factory.

[0078] The assembly and processing of the wall base component 7 with self-resetting energy dissipation is as follows: First, place the aluminum foam block 4 into the limiting hole 31 of the lower connector 3, then place the middle connector 2 on top of the aluminum foam block 4, so that the top of the aluminum foam block 4 abuts against the lower side of the middle connector 2. Then, pass the shape memory alloy rod 6 through the connecting hole 211 of the middle connector 2 and the connecting hole 321 of the lower connector 3, and tighten it with a nut to connect the middle connector 2 and the lower connector 3. At the same time, apply the rated torque to the nut to pre-tension the shape memory alloy rod 6. Next, place the web plate 12 of the upper connector 1 into the limiting groove 23 of the middle connector 2 and abut it. Pass the energy dissipating steel rod 5 through the limiting hole 121 of the upper connector 1 and the limiting hole 221 of the middle connector 2, and fix the end of the energy dissipating steel rod 5 with a nut.

[0079] S2. As required, the longitudinal steel bars 91 and bolt sleeves 93 in the embedded parts are arranged in the foundation formwork. The longitudinal steel bars 91 with bolt sleeves 93 are welded to the foundation steel cage. Then, the concrete 94 required for the foundation 120 is poured and cured to complete the construction of the foundation 120.

[0080] S3. Install the wall base component 7 with self-resetting energy dissipation in the designated area on the top surface of the foundation 120, and fix it to the foundation 120 by bolts passing through the connection hole 331 of the flange plate 33 of the lower connector 3; place the bottom bearing module 8 in the designated area on the top surface of the foundation 120, and perform grouting operation between the bottom bearing module 8 and the foundation 120; after the grouting reaches the design strength, hoist the bottom prefabricated wall panel 9 above the wall base component 7 with self-resetting energy dissipation and the bottom bearing module 8, and fix it to the corresponding connection structure of the prefabricated wall panel 9 with the flange plate 11 connection hole 111 of the wall base component 7 and the end plate 82 connection hole 821 of the bottom bearing module 8, thus completing the installation of the bottom layer of the prefabricated shear wall.

[0081] S4. Place the steel connector 10 on top of the bottom precast wall panel 9, and connect and fix it to the bolt sleeve 93 of the bottom precast wall panel 9 by passing bolts through the corresponding holes of the steel connector 10; then hoist the upper precast wall panel 9 above the steel connector 10, and connect it to the steel connector 10 by passing bolts through the corresponding structure of the upper precast wall panel 9. Repeat this step to complete the installation of each layer of precast wall panels 9 in sequence.

[0082] S5. Arrange the longitudinal steel bars 91 and stirrups 92 required for the post-cast floor slab 110 between the precast wall panels 9 of each floor. The longitudinal steel bars 91 of the post-cast floor slab 110 pass through the inner cavity of the steel connector 10. After the floor slab steel bars are tied, pour the floor slab concrete 94. After the concrete 94 hardens to the design strength, the post-cast floor slab 110 is fabricated, and the overall construction of the prefabricated shear wall is completed.

[0083] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit them. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the technical solutions of the present invention, and these modifications or equivalent substitutions cannot cause the modified technical solutions to deviate from the spirit and scope of the technical solutions of the present invention.

Claims

1. A wall base component with self-resetting energy dissipation, characterized in that: The device includes an upper connector, a middle connector, a lower connector, and a foamed aluminum block. The upper connector is connected to the middle connector via an energy-dissipating steel rod. The energy-dissipating steel rod includes an anchoring section 1 and an energy-dissipating section. Anchoring section 1 is located at both ends of the energy-dissipating section and is a threaded cylindrical structure. The energy-dissipating section is an hourglass-shaped structure. The middle connector is connected to the lower connector via a shape memory alloy rod. The shape memory alloy rod is dumbbell-shaped and includes an anchoring section 2 and a deformable section. Anchoring section 2 is located at both ends of the deformable section and has threads for connecting to nuts. The lower connector has a limiting hole 1 in the middle. The foamed aluminum block is placed in the limiting hole 1. The bottom of the foamed aluminum block abuts against the bottom of the lower connector, and the top of the foamed aluminum block passes through the limiting hole 1 and abuts against the lower side of the middle connector. The upper connector is a T-shaped structure, including a flange plate 1 arranged horizontally at the top and a web plate 1 vertically connected to the lower side of the flange plate. The flange plate 1 has several connecting holes 1, which are evenly distributed on both sides of the web plate 1. The web plate 1 has several limiting holes 2, and the middle part of the energy-consuming steel bar passes through the limiting holes 2. The middle connector is a U-shaped structure, including a second flange plate arranged horizontally at the bottom and a second web plate vertically connected to the upper side of the second flange plate. The second flange plate has a limiting groove in the middle, and the two sides of the limiting groove have connecting holes two that connect to the shape memory alloy rod. The first web plate is connected to the middle of the U-shaped structure and abuts against the limiting groove. The second web plate has a third limiting hole corresponding to the second limiting hole. The two ends of the energy-consuming steel rod pass through the third limiting hole and are connected to the nut. The lower connector includes flange plate three and flange plate four. Flange plate three and flange plate four are arranged parallel to each other vertically. A limiting hole one is provided in the middle of flange plate three. Connecting holes three are provided on both sides of the limiting hole one to connect with shape memory alloy rods. Multiple stiffening plates are provided between flange plate three and flange plate four. Several connecting holes four are provided on flange plate four. Connecting holes four and stiffening plates are arranged alternately.

2. A prefabricated shear wall, characterized in that: The structure includes the wall base component with self-resetting energy dissipation, bottom pressure-bearing module, precast wall panel, steel connector, post-cast floor slab, and foundation as described in claim 1. The wall base component and bottom pressure-bearing module are both located at the bottom of the precast shear wall. The wall base component is set on both sides of the bottom pressure-bearing module. The bottom of the wall base component and the bottom pressure-bearing module are fixedly connected to the top of the foundation. The bottom end of the bottom precast wall panel is fixedly connected to the top of the wall base component and the bottom pressure-bearing module. The top of the bottom precast wall panel is fixedly connected to the remaining precast wall panels by bolts and steel connectors. The post-cast floor slab is located at the connection of the precast wall panels and is cast integrally with the steel connector.

3. A prefabricated shear wall according to claim 2, characterized in that: The bottom pressure-bearing module includes a box body, an end plate, an outer steel plate, tie bars, and concrete. The end plate has five elliptical connection holes for bolt connection. The box body has an open structure, with the top of the box body located on one side of the five connection holes and fixedly connected to the bottom of the end plate. The side of the box body is connected to the outer steel plate, which is wrapped around the perimeter of the box body. The bottom of the outer steel plate is fixedly connected to the end plate. Several evenly distributed tie bars are set inside the outer steel plate, and the inner cavity of the outer steel plate is filled with concrete.

4. A prefabricated shear wall according to claim 2, characterized in that: The precast wall panel includes longitudinal steel bars, stirrups, bolt sleeves and concrete. The longitudinal steel bars and stirrups are connected perpendicularly to each other. The concrete is poured on the outside of the longitudinal steel bars and stirrups. The longitudinal steel bars include edge member longitudinal bars, web longitudinal bars and force transmission longitudinal bars. Both ends of the edge member longitudinal bars are connected to the bolt sleeves by threads. The outer ends of the force transmission longitudinal bars are connected to the bolt sleeves by threads.

5. A construction method for a prefabricated shear wall as described in claim 4, characterized in that: Includes the following steps: S1. Complete the processing of wall base components with self-resetting energy dissipation, bottom pressure-bearing modules, prefabricated wall panels, steel connectors and various embedded parts in the factory; S2. Arrange the longitudinal steel bars and bolt sleeves in the embedded parts in the foundation formwork. The longitudinal steel bars with bolt sleeves are welded to the foundation steel cage. Then pour the concrete required for the foundation and cure it to complete the foundation construction. S3. Install the wall base component with self-resetting energy dissipation in the designated area on the top surface of the foundation, and fix it to the foundation by passing bolts through the connection holes four of the lower connector flange plate four. Place the bottom pressure-bearing module in the designated area on the top surface of the foundation, and perform grouting between the bottom pressure-bearing module and the foundation; after the grouting reaches the design strength, hoist the bottom prefabricated wall panel above the wall foot component with self-resetting energy dissipation and the bottom pressure-bearing module, and fix it by passing bolts through the corresponding connection structure of the prefabricated wall panel and the flange plate of the wall foot component, and the end plate of the bottom pressure-bearing module, thus completing the installation of the bottom layer of the prefabricated shear wall; S4. Place the steel connector on top of the bottom precast wall panel and connect and fix it to the bolt sleeve of the bottom precast wall panel by passing bolts through the corresponding holes of the steel connector; then hoist the upper precast wall panel above the steel connector and connect it to the steel connector by passing bolts through the corresponding structure of the upper precast wall panel. Repeat this step to complete the installation of each layer of precast wall panels in sequence. S5. Arrange the longitudinal steel bars and stirrups required for the post-cast floor slab between the precast wall panels of each floor. The longitudinal steel bars of the post-cast floor slab pass through the inner cavity of the steel connector. After the floor slab steel bars are tied, pour the floor slab concrete. After the concrete hardens to the design strength, the post-cast floor slab is fabricated, and the overall construction of the prefabricated shear wall is completed.

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