A prefabricated composite shear wall based on steel pipe structure

Abstract

This application relates to a prefabricated composite shear wall based on a steel pipe structure, comprising two parallel composite slabs and an energy-dissipating steel-concrete composite member. A cavity is provided between the composite slabs to accommodate the energy-dissipating steel-concrete composite member. The energy-dissipating steel-concrete composite member comprises symmetrically arranged steel-concrete composite components, each consisting of four diagonally connected steel-concrete composite members. These components are prismatic in shape, with their edges abutting against beam members. In this application, when the energy-dissipating steel-concrete composite member is subjected to seismic forces, the eight diagonally connected steel-concrete composite members of the energy-dissipating steel pipe component collectively dissipate energy through bending, thereby absorbing some of the seismic energy. Furthermore, the strong load-bearing capacity of the energy-dissipating steel pipe component reinforces the weak points of the shear wall, reducing the occurrence of damage or failure of some shear wall components. This allows the components of the shear wall to work together to resist seismic forces, improving the overall seismic performance of the shear wall.

Description

Technical Field

[0001] This application relates to the field of prefabricated building technology, and in particular to a prefabricated composite shear wall based on a steel pipe structure. Background Technology

[0002] In high-rise buildings, shear walls are mainly used to bear wind loads and horizontal loads caused by horizontal seismic action, in order to reduce structural damage.

[0003] Traditional concrete shear walls are prone to cracking under horizontal seismic loading, exhibiting a concentration of damage, particularly in the central region of the wall. This concentrated damage is primarily due to insufficient material utilization and the relatively high ductility of concrete shear walls. Furthermore, out-of-plane deformation under compression leads to damage at the base of the concrete shear wall structure, further exacerbating stiffness degradation and ultimately affecting its seismic resistance.

[0004] In existing technologies, shear walls can be divided into cast-in-place concrete shear walls and prefabricated shear walls. With social development, the industrialization of new buildings, represented by prefabricated construction, is rapidly advancing; the seismic performance of prefabricated shear walls has received increasing attention.

[0005] However, existing prefabricated shear wall structures share the same problems as traditional cast-in-place shear wall structures. Specifically, shear walls are prone to cracking under horizontal seismic loading, and there is a phenomenon of concentrated damage, thus affecting the seismic performance of prefabricated shear walls. Summary of the Invention

[0006] To improve the seismic performance of prefabricated shear walls and reduce damage to them, this application provides a prefabricated composite shear wall based on a steel pipe structure.

[0007] This application provides a prefabricated composite shear wall based on a steel pipe structure, which adopts the following technical solution:

[0008] A prefabricated composite shear wall based on a steel pipe structure includes two parallel composite slabs, a steel truss, and an energy-dissipating steel pipe concrete component; the steel truss is disposed between the two composite slabs and is fixedly connected to the composite slabs; a receiving cavity is provided between the composite slabs to accommodate the energy-dissipating steel pipe concrete component, and both the composite slabs and the energy-dissipating steel pipe concrete component abut against beam components;

[0009] The energy-consuming steel-concrete composite member includes symmetrically connected steel-concrete composite components. Each steel-concrete composite component includes four inclined steel-concrete composite members connected end to end. The steel-concrete composite members are prismatic in shape, and the edges and corners of the rhomboid steel-concrete composite members abut against the beam member. The inclined steel-concrete composite members include inclined steel pipes and concrete poured into the inner cavity of the inclined steel pipes.

[0010] By adopting the above technical solution, the symmetrically arranged energy-dissipating steel-concrete composite components are interconnected, so that the four diagonal steel-concrete composite members in the central region of the energy-dissipating steel-concrete composite structure are arranged in a cross pattern in the middle of the shear wall. This ensures that the positional distribution of the central region of the energy-dissipating steel-concrete composite components is consistent with the stress distribution of the shear wall structure after earthquake loading. The placement of the energy-dissipating steel-concrete composite components based on the stress conditions of the shear wall allows the different components to play their roles to the maximum extent, improving the material utilization rate of the components and the seismic performance of the shear wall structure.

[0011] When the ends of a shear wall shift due to an earthquake, the shear wall exhibits strong lateral resistance. Through the complementary advantages of the inclined steel-concrete composite members and the concrete itself, and the restraining effect of the inclined steel tubes on the high-ductility concrete, the ductility of the concrete is further enhanced. This results in a more uniform stress distribution and damage distribution within the shear wall, reducing the likelihood of some components being damaged or rendered unusable due to excessive stress, thus improving the overall seismic performance of the shear wall.

[0012] Each energy-dissipating steel-concrete composite component, connected end-to-end with an inclined steel-concrete composite member, also contains a cavity. This cavity enhances the ductility of the energy-dissipating steel-concrete composite component during seismic operations, thereby improving the overall stability of the shear wall.

[0013] The working principle of this technical solution is as follows: When the energy-dissipating steel-concrete composite member is subjected to seismic forces, the eight inclined steel-concrete composite members of the energy-dissipating steel-concrete assembly bend and collectively dissipate energy, thereby consuming a portion of the seismic energy. Furthermore, by using the energy-dissipating steel-concrete composite assembly with strong load-bearing capacity to reinforce the weak points of the shear wall, the possibility of some shear wall components being damaged or rendered inoperable due to excessive stress is reduced. Thus, throughout the entire process of the building being subjected to seismic forces, the components of the shear wall remain as intact as possible, enabling them to work together to resist seismic forces and improving the overall seismic performance of the shear wall.

[0014] Optionally, the end of the energy-consuming steel-concrete composite member is provided with a first connector, and the beam structure is pre-embedded with a second connector, the first connector and the second connector being fixedly connected; the composite slab is pre-connected to the beam member.

[0015] By adopting the above technical solution, workers fix the energy-dissipating steel-concrete composite structure to the beam structure through the fixed connection of the first and second connectors. This facilitates the installation of the composite slab and the pouring of concrete into the cavity, making the shear wall structure a unified whole that shares the load.

[0016] Optionally, the second connector is a high-strength shear-resistant screw, and the first connector is provided with mounting holes for the first connector to pass through.

[0017] By adopting the above technical solution, the horizontal joint between the shear wall and the beam member is the weakest point of the building. Therefore, the first and second connectors are connected by shear bolts, which can further improve the connection strength between the shear wall structure and the beam member and reduce the degree of shear failure of the shear wall.

[0018] In other words, through the above-mentioned design, the shear walls can play their role to the maximum extent when the building is subjected to earthquakes, thereby improving the overall stability of the building and reducing the damage to the building.

[0019] Optionally, the horizontal cross-section of the inclined steel tube concrete member increases from the middle to both sides of the shear wall.

[0020] By adopting the above technical solution, the inclined steel tube concrete component is set into a trapezoidal shape. During the bending energy dissipation process of the inclined steel tube concrete component, the stress distribution of the cross section with the same thickness is uniform, thereby maximizing the utilization of material properties.

[0021] Optionally, it also includes a vertical steel pipe concrete component, which is disposed within the receiving cavity and is disposed on both sides of the energy-dissipating steel pipe concrete component; both ends of the vertical steel pipe concrete component are fixedly connected to the beam component; the vertical steel pipe concrete component includes a vertical steel pipe and concrete poured into the inner cavity of the vertical steel pipe.

[0022] By adopting the above technical solution, this application selects to set the vertical steel tube concrete members on both sides of the energy dissipating steel tube concrete member, so that the vertical steel tube concrete member can bear a larger seismic force; thereby improving the overall seismic performance of the shear wall.

[0023] Optionally, the vertical steel pipe of the vertical steel pipe concrete component is a circular steel pipe, and the outer circumference of the vertical steel pipe concrete component is provided with several threaded protrusions, which are fixedly connected to the vertical steel pipe.

[0024] By adopting the above technical solution, the threaded protrusion on the outer periphery of the vertical steel tube concrete component can improve the connection strength between the vertical steel tube concrete component and the concrete in the cavity; thereby improving the overall stress condition of the shear wall and enhancing the overall seismic performance of the shear wall.

[0025] Optionally, the energy-consuming steel pipe concrete assembly is provided with a connector, which is fixedly connected to the inclined steel pipe of the energy-consuming steel pipe concrete assembly, and the connector is provided with a groove that engages with the threaded protrusion ring.

[0026] By adopting the above technical solution, through the connection and cooperation between the threaded convex ring and the groove of the connector, when the external driving mechanism drives the vertical steel pipe to rotate, the vertical steel pipe will drive the inclined steel pipe of the energy-dissipating steel pipe concrete component to move up and down reciprocally through the cooperation between the spiral convex ring and the connector. This will drive the vibration effect of the concrete around the inclined steel pipe of the energy-dissipating steel pipe component, making the concrete in the cavity more compact after vibration, thereby improving the overall bearing strength and overall seismic performance of the shear wall structure.

[0027] Optionally, the energy-consuming steel-concrete composite assembly further includes a ribbed connecting rod, which is disposed between oppositely arranged inclined steel-concrete composite members and is fixedly connected to the inclined steel pipe.

[0028] By adopting the above technical solution, when the inclined steel pipe moves up and down reciprocally, the inclined steel pipe will drive the connecting rod to move up and down reciprocally; thereby vibrating the energy-dissipating steel pipe concrete component through the connecting rod between the inclined steel pipes, making the concrete inside the energy-dissipating steel pipe concrete component more compact, so as to improve the bearing strength and seismic performance of the shear wall structure.

[0029] Optionally, it also includes steel-concrete end columns, the steel-concrete end columns being disposed on both sides of the composite slab, and the steel-concrete end columns abutting against the composite slab.

[0030] By adopting the above technical solution, steel-concrete composite end columns are used to replace post-cast edge members. The steel-concrete composite end columns constrain the composite slab and the concrete space in the cavity, thereby improving the overall stiffness and stability of the shear wall and enhancing its seismic performance.

[0031] Optionally, it also includes studs, which are disposed on the side of the steel-concrete end column near the energy-dissipating steel-concrete composite member; the studs are spaced apart along the length of the steel-concrete end column.

[0032] By adopting the above technical solution, shear studs are pre-installed at the junction of the steel-concrete end columns, and concrete is poured into the receiving cavity to connect the steel-concrete end columns with the composite slab and the concrete between the composite slabs, thus solving the assembly problem of edge precast components. Simultaneously, when the shear wall tends to shift under seismic loading, the presence of shear studs between the steel-concrete end columns and the composite slab reduces the relative shift between the steel-concrete end columns and the composite slab, and between the steel-concrete end columns and the composite slab. In other words, by setting shear studs, the damage to the internal structure of the shear wall is reduced, thereby improving the overall stiffness and seismic performance of the shear wall.

[0033] In summary, this application includes at least one of the following beneficial technical effects:

[0034] 1. When the energy-dissipating steel-concrete composite member is subjected to seismic loads, the eight inclined steel-concrete composite members of the energy-dissipating steel-concrete composite assembly dissipate energy together under bending, thereby consuming part of the seismic energy. Meanwhile, the energy-dissipating steel-concrete composite assembly with strong load-bearing capacity is used to reinforce the weak points of the shear wall, thereby reducing the occurrence of damage or failure of some components of the shear wall due to excessive stress. Thus, during the entire process of the building being subjected to seismic forces, the components of the shear wall remain as intact as possible, and the components of the shear wall work together to resist seismic forces, thereby improving the overall seismic performance of the shear wall.

[0035] 2. The inclined steel tube concrete component is designed in a trapezoidal shape, which allows for a larger contact area between the inclined steel tube concrete component and the beam components on the upper and lower sides; thereby improving the effective connection strength between the energy-dissipating steel tube concrete component and the beam components on the upper and lower sides.

[0036] 3. Through the connection and cooperation between the threaded convex ring and the groove of the connector, when the external driving mechanism drives the vertical steel pipe to rotate, the vertical steel pipe will drive the inclined steel pipe of the energy-dissipating steel pipe concrete component to move up and down reciprocally through the cooperation between the spiral convex ring and the connector. This will drive the vibration effect of the concrete around the inclined steel pipe of the energy-dissipating steel pipe component, making the concrete in the cavity more compact after vibration, thereby improving the overall bearing strength and overall seismic performance of the shear wall structure. Attached Figure Description

[0037] Figure 1 This is a top view illustrating the composite shear wall in Example 1.

[0038] Figure 2 This is a vertical sectional view illustrating the composite shear wall structure in Example 1.

[0039] Figure 3 yes Figure 2 Enlarged view of point A in the middle.

[0040] Figure 4 This is a top view illustrating the composite shear wall in Example 2.

[0041] Figure 5 This is a schematic diagram illustrating the fabrication of the composite shear wall in Example 2.

[0042] Figure 6 yes Figure 5 Enlarged view of point B in the middle.

[0043] Figure 7 This is a schematic diagram showing the completed composite shear wall in Example 2.

[0044] Explanation of reference numerals in the attached drawings: 1. Composite slab; 2. Steel truss; 3. Energy-dissipating steel-concrete composite member; 31. Steel-concrete composite assembly; 311. Inclined steel-concrete composite member; 4. Vertical steel-concrete composite member; 5. Steel-concrete end column; 6. Receiving cavity; 7. Beam member; 8. First connector; 81. Mounting hole; 9. Second connector; 10. Shear stud; 11. Threaded protruding ring; 12. Connector; 13. Groove; 14. Template; 141. Through hole; 15. Servo motor; 16. Connecting rod. Detailed Implementation

[0045] The following is in conjunction with the appendix Figure 1-7 This application will be described in further detail.

[0046] This application discloses a prefabricated composite shear wall based on a steel pipe structure. In this embodiment, the prefabricated shear wall is a composite shear wall system. (Refer to...) Figure 1 and Figure 2 The prefabricated composite shear wall based on steel pipe structure includes two parallel composite slabs 1, a steel truss 2, an energy-dissipating steel pipe concrete component 3, two vertical steel pipe concrete components 4, and two steel-concrete end columns 5.

[0047] A steel truss 2 is installed between oppositely arranged composite slabs 1, and the steel truss 2 is fixedly connected to the composite slabs 1, forming a two-way composite slab 1. A receiving cavity 6 is provided between the oppositely arranged composite slabs 1. Energy-dissipating steel-concrete composite members 3 and vertical steel-concrete composite members 4 are installed in the receiving cavity 6, with two vertical steel-concrete composite members 4 located on both sides of the energy-dissipating steel-concrete composite member 3. The energy-dissipating steel-concrete composite member 3 is used to dissipate seismic energy and reinforce areas of high stress (weak points) in the shear wall, thereby reducing the occurrence of damage to some components of the shear wall and their withdrawal from service. Due to the constraint of the external vertical steel pipes, the vertical steel-concrete composite member 4 has greater compressive strength, thus improving the seismic performance of the shear wall. Steel-concrete composite end columns 5 are installed on both sides of the composite slab 1 to constrain the composite slab 1. The composite slab 1, vertical steel-concrete composite member 4, energy-dissipating steel-concrete composite member 3, and steel-concrete end column 5 all abut against the beam members 7 of the upper and lower floors.

[0048] In high-rise buildings, as the building height increases, the stress on the shear walls decreases, allowing for a reduction in their thickness. Workers can adjust the shear wall thickness by controlling the length of the steel truss 2 to meet the varying thickness requirements of shear walls at different building heights.

[0049] It is worth noting that in this embodiment, the shear wall is applied to higher floors. Therefore, workers use hoisting equipment to successively lift the energy-dissipating steel-concrete composite component 3, the vertical steel-concrete composite component 4, the two-way composite slab 1, and the steel-concrete end column 5 to the designated positions for assembly, thereby meeting the lifting capacity requirements of the hoisting equipment. After assembling the energy-dissipating steel-concrete composite component 3, the vertical steel-concrete composite component 4, the two-way composite slab 1, and the steel-concrete, workers then pour self-compacting concrete into the receiving cavity 6, thereby connecting the various components of the shear wall into a whole to jointly withstand seismic forces.

[0050] The energy-dissipating steel-concrete composite member 3 includes two steel-concrete composite assemblies 31, which are vertically symmetrically arranged and connected. In this embodiment, the steel-concrete composite assemblies 31 are prismatic in shape, thereby creating cavities inside to improve the ductility of the energy-dissipating steel-concrete composite member 3. Specifically, the steel-concrete composite assembly 31 includes four diagonally connected steel-concrete composite members 311, with the horizontal cross-section of the diagonally connected steel-concrete composite members 311 increasing from the middle to both sides of the shear wall.

[0051] The inclined steel tube concrete component 311 consists of several interconnected inclined steel tubes on the outside and high-ductility concrete inside the inclined steel tubes. In this embodiment, the energy-dissipating steel tube concrete component 3 is prefabricated in a factory. Workers pour high-ductility concrete into the inclined steel tubes. Workers can vibrate the energy-dissipating steel tube concrete component 3 using a vibration platform and other vibration devices, thereby increasing the density of the concrete in the energy-dissipating steel tube concrete component 3 and improving its load-bearing capacity and energy dissipation effect.

[0052] High-ductility concrete is poured inside the inclined steel tube. Under the circumferential effect of the external inclined steel tube, the ductility and compressive strength of the concrete are further improved. At the same time, the confinement of the internal concrete improves the planar stability of the inclined steel tube under compression. Thus, through the synergistic effect of the inclined steel tube and the high-ductility concrete, the shear wall function can be maximized.

[0053] In this embodiment, the inclined steel tube concrete component 311 is designed in a trapezoidal shape, which provides a larger contact area between the inclined steel tube concrete component 311 and the upper and lower beam components 7, thereby improving the effective connection strength between the energy-dissipating steel tube concrete component 311 and the upper and lower beam components 7. At the same time, during the bending energy dissipation process, the stress distribution of the inclined steel tube concrete component 311 with a uniform thickness cross section is made uniform, thereby maximizing the utilization of material properties.

[0054] The working principle of energy-consuming steel-concrete composite member 3 is as follows:

[0055] The symmetrically arranged energy-dissipating steel-concrete composite components 31 are interconnected, so that the four inclined steel-concrete composite components 311 in the central region of the energy-dissipating steel-concrete composite members are arranged in an "X" shape in the middle of the shear wall. This ensures that the positional distribution of the central region of the energy-dissipating steel-concrete composite components 311 is consistent with the stress distribution of the shear wall structure after earthquake loading. The placement of the energy-dissipating steel-concrete composite components 311, based on the stress conditions of the shear wall, maximizes the function of different components, improves material utilization, and enhances the seismic performance of the shear wall structure.

[0056] When the energy-dissipating steel-concrete composite member 3 is subjected to seismic forces, the eight inclined steel-concrete composite members 311 of the energy-dissipating steel-concrete assembly work together to dissipate energy, thereby absorbing some of the seismic energy. By using the energy-dissipating steel-concrete assembly with strong load-bearing capacity to reinforce the weak points of the shear wall, the occurrence of damage or malfunction of some shear wall components due to excessive stress is reduced. Thus, throughout the entire process of the building being subjected to seismic forces, the components of the shear wall remain as intact as possible, enabling them to work together to resist seismic forces and improving the overall seismic performance of the shear wall.

[0057] Furthermore, when the ends of the shear wall shift due to earthquake forces, the shear wall exhibits strong lateral resistance. In this embodiment, the shear wall utilizes the complementary advantages of the inclined steel-concrete composite member 311 and the concrete, along with the restraining effect of the inclined steel tube on the high-ductility concrete, further enhancing the ductility of the concrete. This results in a more uniform stress distribution and damage distribution within the shear wall, reducing the likelihood of damage or failure of some components due to excessive stress, thereby improving the overall seismic performance of the shear wall.

[0058] Reference Figure 2 and Figure 3 In this embodiment, the energy-dissipating steel-concrete composite member 3 and the beam member 7 are connected by bolts. This facilitates fixing the position of the energy-dissipating steel-concrete composite member 3 and also improves the shear strength of the shear wall at the horizontal joint of the beam member 7. In other embodiments, the energy-dissipating steel-concrete composite member 3 and the beam member 7 can also be connected by plug-in joints or other methods.

[0059] Specifically, the end of the energy-dissipating steel-concrete composite member 3 is provided with a first connector 8, and the beam structure has a second connector 9 embedded therein. The second connector 9 is a high-strength shear bolt, and the first connector 8 is provided with an installation hole 81 for the first connector 8 to pass through. Thus, the energy-dissipating steel-concrete composite member 3 and the bottom beam member 7 are fixedly connected by high-strength bolts.

[0060] Workers use hoisting equipment to lift the precast energy-dissipating steel-concrete composite component 3 to the designated position, and then fix the energy-dissipating steel-concrete composite component 3 to the beam component 7 by bolting together the first connector 8 and the second connector 9. This facilitates the installation of the composite slab 1 and the pouring of concrete into the receiving cavity 6.

[0061] Reference Figures 1 to 3 The wall body uses double-sided composite slabs 1 with no reinforcement on four sides. The composite slabs 1 are fixedly connected by steel trusses 2, which facilitates factory production and transportation. The double-sided composite slabs 1 and the beam members 7 can be fixedly connected by plugging.

[0062] The workers then hoisted the composite slab 1 to the designated position, placing it on both sides of the energy-dissipating steel-concrete composite member 3, and fixedly connected the composite slab 1 to the beam member 7. Finally, the workers poured concrete into the cavity 6 between the composite slab 1, making the shear wall structure a unified whole that shares the load.

[0063] Furthermore, since the horizontal joint between the shear wall and beam member 7 is a weak point in the building, existing technologies connect the prefabricated shear wall and beam member 7 using methods such as grouting sleeve connections or grout anchor connections. This makes the connection between the shear wall and beam member 7 equivalent to cast-in-place construction. However, grouting sleeve connections and grout anchor connections are complex and have high construction requirements. This application uses a high-strength shear bolt connection where the first connecting member 8 is larger than the second connecting member 9, which facilitates construction. Moreover, the use of shear bolts to connect the first connecting member 8 and the second connecting member 9 further improves the connection strength between the shear wall structure and beam member 7. By using shear bolts to resist the shear force generated by the relative misalignment tendency of the shear wall and beam member 7, the shear wall and beam member 7 can work together to withstand seismic forces, improving the overall seismic performance of the building.

[0064] A vertical steel-tube concrete component 4 is disposed within a receiving cavity 6 and is located on both sides of the energy-dissipating steel-tube concrete member 3. The vertical steel-tube concrete component 4 includes a vertical steel tube and concrete poured into the inner cavity of the vertical steel tube. Due to the external constraint of the vertical steel tube, the compressive strength of the vertical steel-tube concrete member 4 is improved; furthermore, the concrete in the vertical steel-tube concrete component 4 can be C50 high-compressive-strength concrete.

[0065] Both ends of the vertical steel-concrete composite member 4 abut against the beam member 7, and the vertical steel-concrete composite member 4 can be fixedly connected to the bottom beam member 7 by means of insertion or other methods. When the shear wall is subjected to horizontal seismic forces, the two sides of the shear wall will be subjected to significant pressure. Therefore, in this embodiment, the vertical steel-concrete composite member 4 is placed on both sides of the energy-dissipating steel-concrete composite member 3, so that the vertical steel-concrete composite member 4 can bear a larger seismic force; thereby improving the overall seismic performance of the shear wall.

[0066] Steel-concrete composite end columns 5 are located on both sides of the composite slab 1, and abut against the composite slab 1. The steel-concrete composite end columns 5 are composed of steel profiles and concrete poured inside the steel profiles. After prefabrication in the factory, the steel-concrete composite end columns 5 are hoisted to the designated position, fixing the steel-concrete ends to the bottom beam members 7. The connection can be achieved through insertion or by using embedded parts. Subsequently, concrete is poured into the receiving cavity 6, connecting the steel-concrete composite end columns 5 to the composite slab 1 and the concrete between the composite slab 1, forming a unified structure. The steel-concrete composite end columns 5 serve to restrain the composite slab 1 and the concrete space within the receiving cavity 6, thereby improving the overall stiffness and stability of the shear wall and enhancing its seismic performance.

[0067] Meanwhile, the steel-concrete composite end column 5 is also equipped with shear studs 10 on the side near the energy-dissipating steel-concrete composite member 3. The studs are spaced apart along the length of the steel-concrete composite end column 5 to solve the problem of low connection strength between the composite slab 1 and the edge restraint member. The connection between the studs and the steel profile can be welding, integral molding, etc.

[0068] Shear bolts are spaced along the length of the steel-concrete end column. When the shear wall tends to shift under seismic loading, the presence of shear bolts between the steel-concrete end column 5 and the composite slab 1 reduces the relative shift between the steel-concrete end column 5 and the composite slab 1, and between the steel-concrete end column 5 and the composite slab 1. In other words, by installing shear bolts, the damage to the internal structure of the shear wall is reduced, thereby improving the overall stiffness and seismic performance of the shear wall.

[0069] The implementation principle of a prefabricated composite shear wall based on a steel pipe structure in this application embodiment is as follows:

[0070] When the energy-dissipating steel-concrete composite member 3 is subjected to seismic loads, the eight inclined steel-concrete composite members 311 of the energy-dissipating steel-concrete composite assembly are bent together to dissipate energy, thereby consuming part of the seismic energy. Meanwhile, the energy-dissipating steel-concrete composite assembly with strong load-bearing capacity is used to reinforce the weak points of the shear wall, thereby reducing the occurrence of damage or failure of some components of the shear wall due to excessive stress. Thus, during the entire process of the building being subjected to seismic forces, the components of the shear wall are kept as intact as possible, and the components of the shear wall work together to resist seismic forces, thereby improving the overall seismic performance of the shear wall.

[0071] Example 2

[0072] The difference between Example 2 and Example 1 is as follows:

[0073] In this embodiment, the shear wall is used in the lower floors of a high-rise building. Because the shear wall is installed at a lower height in the lower floors, the lifting equipment can lift heavier shear walls. Therefore, in this embodiment, the shear wall is prefabricated in the factory and then hoisted to the designated location using lifting equipment.

[0074] During an earthquake, the shear walls of lower floors need to bear the load transferred from above, thus requiring higher load-bearing capacity. One way to improve the load-bearing capacity of shear walls is to vibrate the concrete, thereby increasing its load-bearing capacity. However, during factory prefabrication, it is difficult for workers to vibrate the bottom concrete in the receiving cavity 6; therefore, this embodiment further improves the shear wall structure to increase the density of the concrete in the receiving cavity 6.

[0075] Reference Figures 4 to 6 The vertical steel pipe of the vertical steel pipe concrete component 4 is a circular steel pipe, and several threaded protrusions 11 are provided on the outer circumference of the vertical steel pipe concrete component 4. The threaded protrusions 11 are fixedly connected to the vertical steel pipe. The energy-dissipating steel pipe concrete assembly 31 is provided with a connector 12, which is fixedly connected to the inclined steel pipe of the energy-dissipating steel pipe concrete assembly 31. The connector 12 has a groove 13 that engages with the threaded protrusions 11.

[0076] During the prefabrication of shear walls, workers place the two-way composite slab 1 into the formwork 14, with through holes 141 for vertical steel pipes in both the upper and lower formwork 14. These through holes 141 are plugged with rubber stoppers before concrete pouring, allowing the vertical steel pipes to move short distances up and down. It is noteworthy that the length of the vertical steel pipe in the concrete component 4 is greater than the height of the composite slab 1, so that the formwork 14 provides a limiting effect on the vertical steel pipes.

[0077] It is worth noting that, in this embodiment, the construction process of the shear wall is as follows.

[0078] Workers installed the inclined steel pipe of the energy-dissipating steel-concrete composite component 3 and the vertical steel pipe of the vertical steel-concrete composite component 4 into the receiving cavity 6 of the composite slab 1, and fixed the steel-concrete end columns 5 on both sides of the composite slab 1; then, workers poured concrete into the receiving cavity 6; and then poured concrete into the inclined steel pipe of the energy-dissipating steel-concrete composite component 3 and the vertical steel pipe of the vertical steel-concrete composite component 4.

[0079] When workers pour concrete into the receiving cavity 6, a rotation drive device is connected to the upper part of the vertical steel pipe of the vertical steel pipe concrete component 4 to drive the vertical steel pipe to move up and down reciprocally. In this embodiment, the rotation drive device is a servo motor 15, which is mounted on the template 14 via a mounting bracket and can be fixedly connected to the vertical steel pipe via an up-and-down sliding device.

[0080] In this embodiment, the periodic forward and reverse rotation of the servo motor 15 drives the vertical steel pipe to periodically rotate forward and reverse. Then, by utilizing the engagement between the threaded protrusion 11 on the outer circumference of the vertical steel pipe and the connecting piece 12 on the inclined steel pipe of the energy-dissipating steel-concrete component 3, the inclined steel pipe moves up and down a short distance. This vibration of the inclined steel pipe vibrates the surrounding concrete, thereby increasing the density and load-bearing capacity of the concrete in the receiving cavity 6, and improving the overall load-bearing strength and seismic performance of the shear wall structure. It is worth noting that, to improve the synchronization of the operation of the two servo motors 15, the operator can use the same power switch to control the on and off of the servo motors 15. In other embodiments, the operator can also use the same drive device and, by setting a transmission mechanism between the drive device and the vertical steel pipe, synchronously drive the vertical steel pipe to rotate.

[0081] Meanwhile, the energy-dissipating steel-tube concrete assembly 31 also includes ribbed connecting rods 16, which are disposed between the oppositely arranged inclined steel-tube concrete components 311 and are fixedly connected to the inclined steel tubes. When the inclined steel tubes move up and down reciprocally, they will drive the connecting rods 16 to move up and down reciprocally. The connecting rods 16 between the inclined steel tubes vibrate the energy-dissipating steel-tube concrete assembly 31, making the concrete in the central cavity of the energy-dissipating steel-tube concrete assembly 31 more compact, thereby improving the bearing strength and seismic performance of the shear wall structure.

[0082] Subsequently, workers poured concrete into the inclined steel pipe of the energy-dissipating steel-concrete composite component 3 and the vertical steel pipe of the vertical steel-concrete composite component 4. During this process, workers could also use the servo motor 15 to drive the vertical and inclined steel pipes to vibrate, thereby increasing the density of the concrete in the energy-dissipating steel-concrete composite component 3 and the vertical steel-concrete composite component 4.

[0083] Reference Figure 7For the concrete in the upper part of the shear wall, workers can use a vibrator to vibrate it. After the concrete of the shear wall has solidified and hardened, workers then cut off the excess vertical steel pipes on both sides of the shear wall.

[0084] In this embodiment, the shear wall and the beam member 7 are fixedly connected by means of grouting sleeve connection, grout anchor connection, etc.

[0085] The above are all preferred embodiments of this application, and are not intended to limit the scope of protection of this application. Therefore, all equivalent changes made in accordance with the structure, shape and principle of this application should be covered within the scope of protection of this application.

Claims

1. A prefabricated composite shear wall based on a steel pipe structure, characterized in that: The system includes two parallel composite slabs (1), a steel truss (2), and an energy-dissipating steel-concrete composite member (3); the steel truss (2) is disposed between the two composite slabs (1) and is fixedly connected to the composite slabs (1); a cavity (6) is provided between the composite slabs (1) to accommodate the energy-dissipating steel-concrete composite member (3), and both the composite slabs (1) and the energy-dissipating steel-concrete composite member (3) abut against the beam member (7); the energy-dissipating steel-concrete composite member (3) includes symmetrically connected steel-concrete composite components (31), each steel-concrete composite component (31) including four diagonally connected steel-concrete composite members (311), each steel-concrete composite member (31) being rhomboid in shape, with the corners of the rhomboid steel-concrete composite member (31) abutting against the beam member (7); the diagonally connected steel-concrete composite members... The component (311) includes an inclined steel pipe and concrete poured into the inner cavity of the inclined steel pipe; it also includes a vertical steel pipe concrete component (4), which is disposed in the receiving cavity (6) and is disposed on both sides of the energy-consuming steel pipe concrete component (3); both ends of the vertical steel pipe concrete component (4) are fixedly connected to the beam component (7); the vertical steel pipe concrete component (4) includes a vertical steel pipe and concrete poured into the inner cavity of the vertical steel pipe; the vertical steel pipe of the vertical steel pipe concrete component (4) is a circular steel pipe, and the outer circumference of the vertical steel pipe concrete component (4) is provided with several threaded protrusions (11), which are fixedly connected to the vertical steel pipe; the steel pipe concrete component (31) is provided with a connector, which is fixedly connected to the inclined steel pipe of the steel pipe concrete component (31), and the connector is provided with a groove (13) that meshes with the threaded protrusions (11).

2. The prefabricated composite shear wall based on steel pipe structure according to claim 1, characterized in that: The end of the energy-consuming steel pipe concrete component (3) is provided with a first connector (8), and the beam structure is pre-embedded with a second connector (9). The first connector (8) and the second connector (9) are fixedly connected; the composite plate (1) is fixedly connected to the beam component (7).

3. The prefabricated composite shear wall based on steel pipe structure according to claim 2, characterized in that: The second connector (9) is a high-strength shear-resistant screw, and the first connector (8) is provided with a mounting hole (81) for the second connector (9) to pass through.

4. The prefabricated composite shear wall based on steel pipe structure according to claim 1, characterized in that: Along the direction from the middle of the shear wall to both sides, the area of ​​the horizontal cross section of the inclined steel tube concrete member (311) increases.

5. The prefabricated composite shear wall based on steel pipe structure according to claim 1, characterized in that: The steel-concrete composite assembly (31) further includes a ribbed connecting rod (16), which is disposed between the opposite inclined steel-concrete composite members (311) and is fixedly connected to the inclined steel pipe.

6. The prefabricated composite shear wall based on steel pipe structure according to claim 1, characterized in that: It also includes steel-concrete end columns (5), which are disposed on both sides of the composite plate (1) and abut against the composite plate (1).

7. The prefabricated composite shear wall based on steel pipe structure according to claim 6, characterized in that: It also includes studs, which are disposed on the side of the steel-concrete end column (5) near the energy-dissipating steel-concrete composite member (3); the studs are spaced apart along the length of the steel-concrete end column (5).

Images