Fabricated self-monitoring replaceable buckling-restrained composite damping coupling beam and construction method thereof

Abstract

The invention provides a fabricated self-monitoring replaceable buckling-restrained composite damping coupling beam and a construction method thereof. The assembly type self-monitoring replaceable buckling restrained composite damping coupling beam comprises a replaceable composite damping beam section, the two ends of the replaceable composite damping beam section are detachably connected with prefabricated bearing beam sections, and the ends, away from the replaceable composite damping beam section, of the prefabricated bearing beam sections are detachably connected with embedded anchor plate modules; according to the composite damping coupling beam, the composite damping coupling beam is installed between the two assembly type shear walls, a three-section assembly structure with the replaceable composite damping beam section in the middle, the prefabricated bearing beam sections at the two ends and the embedded anchor plate module on the outermost side is adopted, factory prefabrication and field assembly can be achieved, and the construction efficiency and the engineering quality are greatly improved; two low-yield-point displacement damping modules and buckling restrained shear damping modules are integrated in the replaceable composite damping beam section, a multi-stage energy dissipation structure is formed, graded energy dissipation is achieved under the action of earthquakes with different amplitudes, and the anti-seismic performance is improved.

Description

Prefabricated self-monitoring replaceable buckling-restrained composite damping coupling beam and its construction method Technical Field

[0001] This invention belongs to the field of prefabricated building technology, specifically relating to a prefabricated self-monitoring replaceable buckling-restrained composite damping beam and its construction method. Background Technology

[0002] The integration of prefabricated buildings with seismic isolation technology can significantly improve the safety and seismic performance of prefabricated structures, reduce the requirements for connection performance, and greatly expand the application scope of prefabricated buildings. This will be one of the future development directions of my country's building industrialization.

[0003] Seismic isolation and vibration reduction technologies, combined with prefabricated modular structures, form a high-performance seismic-resistant system for prefabricated building structures, with seismic isolation and vibration reduction devices being key components. After a vibration occurs, these devices often suffer severe damage and are difficult to repair.

[0004] In the prior art, Chinese utility model patent document CN209277388U discloses a replaceable energy-dissipating and vibration-damping connecting beam. During an earthquake, the shear wall deforms, causing the composite energy-dissipating body, consisting of a high-damping rubber sheet and a high-ductility PV fiber concrete panel connected to the shear wall, to undergo bending plastic deformation. This energy-dissipating body utilizes its own damping to dissipate seismic energy, achieving the purpose of energy dissipation and vibration reduction. Furthermore, the composite energy-dissipating body is easily replaceable after an earthquake, solving the technical problem of difficult repair. However, it only uses a single type of energy-dissipating element, making it difficult to simultaneously meet the energy dissipation needs under minor, moderate, and major earthquakes. Moreover, it requires manual on-site inspection after an earthquake to determine whether the energy-dissipating body is damaged, which is costly and time-consuming for high-rise buildings or hard-to-reach areas.

[0005] Therefore, it is necessary to design a prefabricated, self-monitoring, replaceable buckling-restrained composite damping beam and its construction method that can take into account the energy consumption requirements under different vibrations and improve durability to solve the current technical problems. Summary of the Invention

[0006] To address the shortcomings of existing technologies, this invention provides a prefabricated, self-monitoring, replaceable buckling-restrained composite damping beam and its construction method that can meet energy consumption requirements under different vibration conditions and improve durability.

[0007] The technical solution of the present invention is as follows: a prefabricated self-monitoring replaceable buckling-restrained composite damping beam, comprising a replaceable composite damping beam segment, both ends of which are detachably connected to a prefabricated load-bearing beam segment, and one end of the prefabricated load-bearing beam segment facing away from the replaceable composite damping beam segment is detachably connected to an embedded anchor plate module; the replaceable composite damping beam segment includes a low yield point displacement damping module and a buckling-restrained shear damping module as multi-stage energy dissipation components, and strain state monitoring devices are provided in the low yield point displacement damping module and the buckling-restrained shear damping module.

[0008] Furthermore, the buckling-restrained shear damping module includes two parallel damping beam segment connecting steel plates, with a buckling-soft steel plate fixedly disposed between the two damping beam segment connecting steel plates. Bending-resistant flange steel plates are vertically fixedly disposed at both the upper and lower ends of the buckling-soft steel plate, and the bending-resistant flange steel plates are fixedly connected to the damping beam segment connecting steel plates. A first strain monitor is disposed along one set of diagonals on the side of the buckling-soft steel plate. The low yield point displacement damping module is disposed between the upper and lower ends of the two damping beam segment connecting steel plates.

[0009] Furthermore, the low yield point displacement damping module includes a first damping connecting steel plate and a second damping connecting steel plate arranged in parallel; a damping inner steel plate is vertically fixed on the side of the first damping connecting steel plate near the second damping connecting steel plate; two damping outer steel plates, corresponding to the two sides of the damping inner steel plate, are fixed on the side of the second damping connecting steel plate near the first damping connecting steel plate; a damping material is sandwiched between the damping inner steel plate and the damping outer steel plate; a second strain monitor is provided on the damping inner steel plate or the damping outer steel plate; the damping material is a viscoelastic damping material or a friction damping material.

[0010] Furthermore, both the inner damping steel plate and the outer damping steel plate are provided with corresponding locking holes. A friction-type high-strength bolt is installed inside the locking hole, penetrating the inner damping steel plate and the outer damping steel plate. The friction-type high-strength bolt cooperates with the locking hole to provide frictional energy dissipation when the inner damping steel plate and the outer damping steel plate slide relative to each other, and to limit further displacement by abutting against the hole wall of the locking hole when the sliding displacement exceeds a preset value.

[0011] Furthermore, an ECC high-performance concrete post-cast layer is provided between the two connecting steel plates of the damping beam segments; the low yield point displacement damping module, the buckling soft steel plate and the bending flange steel plate are all wrapped inside the ECC high-performance concrete post-cast layer.

[0012] Furthermore, the precast load-bearing beam segment includes a connecting box and a wall connecting end plate. The connecting box and the wall connecting end plate are fixedly connected by longitudinal steel bars. Stirrups are fitted on the outside of the longitudinal steel bars and a precast concrete layer is cast on them. The connecting box is used to detachably and fixedly connect to the end of the replaceable composite shock-absorbing beam segment. A first connecting web is fixedly provided on the side of the wall connecting end plate away from the precast concrete layer. The first connecting web is used to connect to the embedded anchor plate module.

[0013] Furthermore, shear studs are vertically fixed on the side of the wall connection end plate and the connection box body near the precast concrete layer; welded connection plates are symmetrically arranged on the side of the wall connection end plate away from the precast concrete layer, and pull-out studs are vertically fixed on the side of the welded connection plate near the first connection web plate.

[0014] Furthermore, the pre-embedded anchor plate module includes a pre-embedded anchor plate, on one side of which a second connecting web matching the first connecting web is fixedly disposed, and on the other side of the pre-embedded anchor plate, pre-embedded reinforcing bars are uniformly disposed.

[0015] Furthermore, the strain state monitoring device includes a first strain monitor, a second strain monitor, and a strain data processing and transmission module; the first strain monitor is connected to the strain data processing and transmission module and is used to monitor the strain of the buckling-restrained shear damping module; the second strain monitor is connected to the strain data processing and transmission module and is used to monitor the strain of the low yield point displacement damping module.

[0016] The construction method for the prefabricated self-monitoring replaceable buckling-restrained composite damping beam as described in any of the preceding methods includes the following steps: Prefabricating precast load-bearing beam segments, low yield point displacement damping modules, buckling-restrained shear damping modules, and embedded anchor plate modules in a factory; assembling the low yield point displacement damping modules and buckling-restrained shear damping modules with the precast load-bearing beam segments in the factory using high-strength bolts, and then pouring ECC high-performance concrete to form a complete replaceable composite damping beam segment; installing a strain state monitoring device, testing it, and then transporting the complete set to the site; embedding the embedded anchor plate modules in the shear wall during construction; after the prefabricated shear wall is completed on site, hoisting the damping beam into position and temporarily fixing it; using high-strength bolts to fasten the first connecting web and the second connecting web, and fixing the precast load-bearing beam segment to the embedded anchor plate module; completing the beam end sealing, pouring concrete, and completing the installation.

[0017] The beneficial effects of the present invention are as follows: (1) In the present invention, the composite damping beam is installed between two prefabricated shear walls. It adopts a three-section assembly structure with a replaceable composite damping beam segment in the middle, prefabricated bearing beam segments at both ends, and pre-embedded anchor plate modules on the outermost side. It can realize factory prefabrication and on-site assembly, which greatly improves construction efficiency and engineering quality; (2) The replaceable composite damping beam segment integrates two types of low yield point displacement damping modules and buckling restraint shear damping modules to form a multi-level energy dissipation structure. It dissipates energy in stages under different amplitude earthquakes, thereby improving seismic performance; (3) The built-in strain monitoring device acquires strain data. The yield state, cumulative plastic deformation and fatigue damage of the damping module can be inverted through the strain data, providing a quantitative basis for structural health assessment and avoiding the subjectivity and lag of relying solely on visual inspection. Attached Figure Description

[0018] Figure 1 is a schematic diagram of the prefabricated self-monitoring replaceable buckling restraint composite damping beam of the present invention.

[0019] Figure 2 is a structural schematic diagram of the replaceable composite damping beam segment in this invention.

[0020] Figure 3 is a schematic diagram of the buckling-restrained shear damping module in this invention.

[0021] Figure 4 is a schematic diagram of the low yield point displacement damping module in this invention.

[0022] Figure 5 is a structural schematic diagram of the prefabricated load-bearing beam segment in this invention.

[0023] Figure 6 is a partial structural schematic diagram of the prefabricated load-bearing beam segment in this invention.

[0024] Figure 7 is a schematic diagram of the pre-embedded anchor plate module in this invention.

[0025] Figure 8 is a flowchart of the construction method of the prefabricated self-monitoring replaceable buckling restraint composite damping beam of the present invention. Detailed Implementation

[0026] Various exemplary embodiments of the invention will now be described in detail with reference to the accompanying drawings. The descriptions of the exemplary embodiments are merely illustrative and are in no way intended to limit the invention or its application or use. The invention can be embodied in many different forms and is not limited to the embodiments described herein. These embodiments are provided to make the invention thorough and complete, and to fully express the scope of the invention to those skilled in the art. It should be noted that, unless otherwise specifically stated, the relative arrangement of components and steps, the composition of materials, numerical expressions, and values ​​set forth in these embodiments should be interpreted as merely exemplary and not as limiting.

[0027] The terms "first," "second," and similar words used in this invention do not indicate any order, quantity, or importance, but are merely used to distinguish different parts. Words such as "including" or "comprising" mean that the element preceding the word encompasses the element listed after it, without excluding the possibility of encompassing other elements. Terms such as "upper," "lower," "left," and "right" are used only to indicate relative positional relationships; when the absolute position of the described object changes, the relative positional relationship may also change accordingly.

[0028] As shown in Figures 1 to 7, a prefabricated self-monitoring replaceable buckling-restrained composite damping beam is disclosed, including a replaceable composite damping beam segment 1. Both ends of the replaceable composite damping beam segment 1 are detachably connected to a prefabricated load-bearing beam segment 2. A pre-embedded anchor plate module 3 is detachably connected to one end of the prefabricated load-bearing beam segment 2 away from the replaceable composite damping beam segment 1. The replaceable composite damping beam segment 1 includes a low yield point displacement damping module 11 and a buckling-restrained shear damping module 12 as multi-stage energy dissipation components. A strain state monitoring device 14 is provided in the low yield point displacement damping module 11 and the buckling-restrained shear damping module 12.

[0029] In this embodiment, the composite damping beam is installed between two prefabricated shear walls. It employs a three-section assembly structure: a replaceable composite damping beam segment 1 in the middle, prefabricated load-bearing beam segments 2 at both ends, and a pre-embedded anchor plate module 3 on the outermost side. This allows for factory prefabrication and on-site assembly, significantly improving construction efficiency and project quality. The replaceable composite damping beam segment integrates two types of low-yield-point displacement damping modules 11 and buckling-restrained shear damping modules 12, forming a multi-level energy dissipation structure. This allows for graded energy dissipation under different amplitude earthquakes, enhancing seismic performance. Specifically, under normal use and minor earthquakes / wind-induced vibrations, the composite damping beam dissipates energy through the low-yield-point displacement damping module 11, reducing vibration. Under design seismic loads, it achieves moderate earthquake energy dissipation through the buckling restraint function of the buckling-restrained shear damping module 12. Under major earthquakes and above, it achieves shear energy dissipation during major earthquakes through the yielding of the buckling-restrained shear damping module 122, thus realizing wide-range multi-level energy dissipation. The built-in strain monitoring device 14 acquires strain data, and the yield state, cumulative plastic deformation and fatigue damage of the damping module can be inverted through the strain data, providing a quantitative basis for structural health assessment and avoiding the subjectivity and lag of relying solely on visual inspection.

[0030] As an example, the buckling-soft steel plate 122 is made of Q235B steel or low yield point steel.

[0031] In some embodiments, as shown in Figures 2 and 3, the buckling-restrained shear damping module 12 includes two parallel damping beam segment connecting steel plates 121, a buckling-soft steel plate 122 fixedly disposed between the two damping beam segment connecting steel plates 121, and bending-resistant flange steel plates 123 vertically fixedly disposed at both the upper and lower ends of the buckling-soft steel plate 122, the bending-resistant flange steel plates 123 being fixedly connected to the damping beam segment connecting steel plates 121; a first strain monitor 141 is disposed along a set of diagonals on the side of the buckling-soft steel plate 122; and low yield point displacement damping modules 11 are disposed between the upper and lower ends of the two damping beam segment connecting steel plates 121. Two parallel damping beam segments are connected by a steel plate 121 as a skeleton, and a buckling-soft steel plate 122 is fixed in the middle as the main energy dissipation element. Bending flange steel plates 123 are set at the upper and lower ends of the buckling-soft steel plate 122 to enhance its stability. The first strain monitor 141 is set along a set of diagonals of the buckling-soft steel plate 122 to capture shear deformation. The low yield point displacement damping module is installed between the upper and lower ends of the two connecting steel plates 121 to form a parallel arrangement in space. Under seismic loading, the buckling-soft steel plate 122 primarily bears shear deformation, dissipating energy through steel yielding. The bending flange steel plate 123 and the connecting steel plates 121 of the damping beam segments on both sides jointly constrain the buckling-soft steel plate 122, preventing out-of-plane instability and ensuring stable energy dissipation. The low-yield-point displacement damping module 11 is arranged at the end, forming a parallel connection with the intermediate buckling-restrained shear damping module 12, fully utilizing the structural space. Furthermore, since the initial stiffness of the low-yield-point displacement damping module 11 is less than that of the buckling-restrained shear damping module 12, and its activation... With a low displacement threshold, under small earthquakes, when the overall displacement is still small, the low yield point displacement damping module 11 first enters the energy dissipation state through material shear or frictional sliding, effectively suppressing the structural vibration response. As the earthquake intensifies to a moderate or large earthquake, the overall displacement increases, and the buckling soft steel plate in the buckling restrained shear damping module 12 begins to yield, entering the plastic energy dissipation stage, realizing the coordinated work and relay energy dissipation of the two-stage damping modules. The first strain monitor 141, arranged diagonally, can most sensitively capture shear deformation signals, improving monitoring accuracy.

[0032] In some embodiments, buckling restraint stiffeners 124 are evenly distributed on both sides of the buckling mild steel plate 122. The two ends of the buckling restraint stiffeners 124 are respectively vertically fixedly connected to the two damping beam connecting steel plates 121. The buckling restraint stiffeners 124 are not connected to the buckling mild steel plate 122, and the size of their gap can be determined by design requirements, thereby ensuring that the 2024 buckling mild steel plate can buckle to a limited extent.

[0033] In some embodiments, as shown in Figures 2 and 4, the low yield point displacement damping module includes a first damping connecting steel plate 111 and a second damping connecting steel plate 112 arranged in parallel. The first damping connecting steel plate 111 and the second damping connecting steel plate 112 serve as the mounting base of the module and are fixedly connected to the damping beam segment connecting steel plates 121 on both sides, thereby realizing the installation of the low yield point displacement damping module 11 at the end of the damping beam segment connecting steel plate 121; a damping inner steel plate 114 is vertically fixed on the side of the first damping connecting steel plate 111 near the second damping connecting steel plate 112; a damping inner steel plate 114 is fixed on the side of the second damping connecting steel plate 112 near the second damping connecting steel plate 112. Two damping outer steel plates 113 are fixedly installed on one side of the first damping connecting steel plate 111, corresponding to the two sides of the inner damping steel plate 114 respectively. The two damping outer steel plates 113 are arranged in parallel, forming an accommodating space that precisely accommodates the inner damping steel plate 114, and a certain gap is maintained between the inner damping steel plate 114 and the two damping outer steel plates 113. A damping material 115 is sandwiched between the inner damping steel plate 114 and the outer damping steel plate 113. A second strain monitor 142 is installed on the inner damping steel plate 114 or the outer damping steel plate 113. The damping material 115 is a viscoelastic damping material or a friction damping material.

[0034] As an example of damping material 115, damping material 115 is a viscoelastic damping material, specifically any of the high-dissipation viscoelastic polymer materials such as acrylate rubber and butyl rubber. Viscoelastic damping materials generate hysteretic energy dissipation during shear deformation, and their energy dissipation capacity is related to the strain amplitude and loading frequency, making them particularly suitable for micro-vibration control under small earthquakes and wind-induced vibrations.

[0035] As another example of damping material 115, the damping material 115 is selected from friction damping materials, such as brass steel friction pair materials or high friction coefficient composite materials. When using friction damping materials, the contact surfaces of the inner damping steel plate 114 and the outer damping steel plate 113 can be sandblasted, embossed with patterns, or otherwise surface-treated to provide a stable friction coefficient and achieve displacement-related energy dissipation.

[0036] As an example of the second strain monitor 142, the second strain monitor 142 is glued or welded to the surface of the inner damping steel plate 114, preferably located near the bonding interface between the damping material 115 and the steel plate. When the inner damping steel plate 114 and the outer damping steel plate 113 slide relative to each other, the inner damping steel plate 114 bears a shear load, and its surface generates corresponding tensile and compressive strains. This strain value is proportional to the transmitted load, thereby indirectly reflecting the magnitude of the force on the damping module.

[0037] As another example of the second strain monitor 142, the second strain monitor 142 is placed on the surface of the damping outer steel plate 113, also close to the interface area. The two damping outer steel plates 113 are arranged symmetrically, and monitors can be placed on both sides respectively. By comparing the strain values ​​on both sides, it can be determined whether the damping module is subjected to eccentric force.

[0038] In some embodiments, as shown in FIG4, corresponding locking holes 116 are provided on both the inner damping steel plate 114 and the outer damping steel plate 113. A friction-type high-strength bolt is provided inside the locking hole 116, which penetrates the inner damping steel plate 114 and the outer damping steel plate 113. The friction-type high-strength bolt cooperates with the locking hole 116 to provide frictional energy dissipation when the inner damping steel plate 114 and the outer damping steel plate 113 slide relative to each other, and to limit further displacement by the friction-type high-strength bolt abutting against the hole wall of the locking hole 116 when the sliding displacement exceeds a preset value.

[0039] When the damping material 115 is a viscoelastic damping material, the locking holes 116 of both the outer damping steel plate 113 and the inner damping steel plate 114 are circular holes; the diameter of the locking hole 116 of the outer damping steel plate 113 matches the diameter of the friction-type high-strength bolt, and the diameter of the locking hole 116 of the inner damping steel plate 114 is larger than the diameter of the friction-type high-strength bolt; in the static state, the axis of the friction-type high-strength bolt coincides with the center of the locking hole 116 of the inner damping steel plate 114, and the preset displacement value is half the difference between the diameter of the friction-type high-strength bolt and the diameter of the locking hole 116 of the inner damping steel plate 114.

[0040] When the damping material 115 is a friction damping material, the locking hole 116 of the outer damping steel plate 113 is a circular hole, and the locking hole 116 of the inner damping steel plate 114 is an oblong hole; the diameter of the locking hole 116 of the outer damping steel plate 113 matches the diameter of the friction type high-strength bolt, and the diameter of the semicircles at both ends of the locking hole 116 of the inner damping steel plate 114 matches the diameter of the friction type high-strength bolt; in the static state, the axis of the friction type high-strength bolt is located at the center of the locking hole 116 of the inner damping steel plate 114, and the preset displacement value is half the distance between the centers of the semicircles at both ends of the locking hole 116 of the inner damping steel plate 114.

[0041] In some embodiments, as shown in Figures 2 and 3, an ECC high-performance concrete post-cast layer 13 is provided between the two damping beam segments connecting steel plates 121; the low yield point displacement damping module 11, the buckling soft steel plate 122, and the bending flange steel plate 123 are all encased inside the ECC high-performance concrete post-cast layer 13. The encasing of the ECC high-performance concrete post-cast layer 13 provides lateral restraint, further enhancing the buckling resistance of the buckling soft steel plate 122, while improving the overall stiffness of the replaceable composite damping beam segment 1; the ECC high-performance concrete has high ductility characteristics and can generate micro-cracks rather than brittle failure under stress.

[0042] In some embodiments, as shown in Figures 5 and 6, the precast load-bearing beam segment includes a connecting box 21 and a wall connecting end plate 23. The connecting box 21 and the wall connecting end plate 23 are fixedly connected by longitudinal steel bars 24. Stirrups 27 are fitted on the outside of the longitudinal steel bars 24 and a precast concrete layer 22 is cast in place. The connecting box 21 is used to detachably and fixedly connect to the end of the replaceable composite damping beam segment 1. A first connecting web 25 is fixedly provided on the side of the wall connecting end plate 23 away from the precast concrete layer 22. The first connecting web 25 is used to connect to the pre-embedded anchor plate module 3.

[0043] In some embodiments, a plurality of bolt holes are evenly provided on the connecting steel plate 121 of the shock-absorbing beam segment, and threaded holes are provided on the side of the connecting box 21 away from the precast concrete layer 22, which are consistent with the distribution of bolt holes on the connecting steel plate 121 of the shock-absorbing beam segment, for assembly connection between the replaceable composite shock-absorbing beam segment 1 and the precast load-bearing beam segment 2.

[0044] In some embodiments, shear studs 29 are vertically fixed on the side of the wall connection end plate 23 and the connection box 21 near the precast concrete layer 22; welded connection plates 26 are symmetrically arranged vertically on the side of the wall connection end plate 23 away from the precast concrete layer 22, and pull-out studs 261 are vertically fixed on the side of the welded connection plate 26 near the first connecting web 25. During installation, the welded connection plate 26 is welded to the pre-embedded anchor plate module 3 to complete the initial fixing of the beam segment. Then, a mold is used to seal the beam end, and concrete is poured to complete the installation of the composite vibration damping beam.

[0045] In some embodiments, as shown in Figures 5 to 7, the embedded anchor plate module 3 includes an embedded anchor plate 31. A second connecting web plate 32, matching the first connecting web plate 25, is centrally fixed on one side of the embedded anchor plate 31, and embedded reinforcing bars 33 are uniformly arranged on the other side of the embedded anchor plate 31. Specifically, the second connecting web plate 32 is centrally welded to one side of the embedded anchor plate 31 in the height direction and eccentrically arranged in the width direction of the embedded anchor plate 31 so that one side of the second connecting web plate 32 is in close contact with one side of the first connecting web plate 25 during installation. The embedded anchor plate module can be embedded once during the pouring of the shear wall, without the need for drilling and rebar installation on site. Corresponding connecting holes are provided on both the first connecting web plate 25 and the second connecting web plate 32. During installation, the first connecting web plate 25 and the second connecting web plate 32 are assembled and fixed with bolts to achieve temporary fixation of the beam segment.

[0046] In some embodiments, the strain state monitoring device includes a first strain monitor 141, a second strain monitor 142, and a strain data processing and transmission module 143; the first strain monitor 141 is connected to the strain data processing and transmission module 143 and is used to monitor the strain of the buckling-restrained shear damping module 12; the second strain monitor 142 is connected to the strain data processing and transmission module 143 and is used to monitor the strain of the low yield point displacement damping module 11.

[0047] In some embodiments, as shown in FIG8, a construction method for a prefabricated self-monitoring replaceable buckling-restrained composite damping beam as described in any of the preceding embodiments is disclosed, comprising the following steps: S1, fabricating prefabricated load-bearing beam segments, low yield point displacement damping modules, buckling-restrained shear damping modules, and pre-embedded anchor plate modules in a factory; S2, assembling the low yield point displacement damping modules and buckling-restrained shear damping modules with the prefabricated load-bearing beam segments in a factory using high-strength bolts, and then pouring ECC high-performance concrete to form a complete replaceable composite damping system. S3, Install the strain state monitoring device, test it, and then transport the complete set to the site; S4, When constructing the shear wall, embed the pre-embedded anchor plate module into the shear wall; S5, After the prefabricated shear wall is completed on site, hoist the damping coupling beam into place and temporarily fix it; S6, Use high-strength bolts to fasten the first connecting web and the second connecting web, and fix the prefabricated load-bearing beam segment to the pre-embedded anchor plate module; S7, Complete the beam end sealing, pour concrete, and complete the installation of the prefabricated self-monitoring replaceable buckling restraint composite damping coupling beam.

[0048] The various embodiments of the present invention have now been described in detail. To avoid obscuring the concept of the invention, some details known in the art have not been described. Those skilled in the art will fully understand how to implement the technical solutions disclosed herein based on the above description.

[0049] The embodiments described above only illustrate some implementations of the present invention, and while the descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the invention patent. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these all fall within the protection scope of the present invention. Therefore, the protection scope of this invention patent should be determined by the appended claims.

Claims

1. A prefabricated, self-monitoring, replaceable buckling-restrained composite damping beam, characterized in that: The system includes a replaceable composite damping beam segment, both ends of which are detachably connected to a prefabricated load-bearing beam segment. A pre-embedded anchor plate module is detachably connected to one end of the prefabricated load-bearing beam segment facing away from the replaceable composite damping beam segment. The replaceable composite damping beam segment includes a low yield point displacement damping module and a buckling-restrained shear damping module as multi-stage energy dissipation components. Strain monitoring devices are installed in both the low yield point displacement damping module and the buckling-restrained shear damping module.

2. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 1, characterized in that: The buckling-restrained shear damping module includes two parallel damping beam segment connecting steel plates. A buckling-soft steel plate is fixedly installed between the two damping beam segment connecting steel plates. Bending flange steel plates are vertically fixed at both the upper and lower ends of the buckling-soft steel plate and are fixedly connected to the damping beam segment connecting steel plates. A first strain monitor is installed on the side of the buckling-soft steel plate along one of its diagonals. The low yield point displacement damping module is installed between the upper and lower ends of the two damping beam segment connecting steel plates.

3. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 2, characterized in that: The low yield point displacement damping module includes a first damping connecting steel plate and a second damping connecting steel plate arranged in parallel. A damping inner steel plate is vertically fixed on the side of the first damping connecting steel plate near the second damping connecting steel plate. Two damping outer steel plates, corresponding to the two sides of the damping inner steel plate, are fixed on the side of the second damping connecting steel plate near the first damping connecting steel plate. A damping material is sandwiched between the damping inner steel plate and the damping outer steel plates. A second strain monitor is provided on the damping inner steel plate or the damping outer steel plate. The damping material is a viscoelastic damping material or a friction damping material.

4. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 3, characterized in that: Both the inner damping steel plate and the outer damping steel plate are provided with corresponding locking holes. A friction-type high-strength bolt is installed inside the locking hole, penetrating the inner damping steel plate and the outer damping steel plate. The friction-type high-strength bolt cooperates with the locking hole to provide frictional energy dissipation when the inner damping steel plate and the outer damping steel plate slide relative to each other. When the sliding displacement exceeds a preset value, the friction-type high-strength bolt abuts against the hole wall of the locking hole to limit further displacement.

5. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 2, characterized in that: An ECC high-performance concrete post-cast layer is provided between the two shock-absorbing beam segments connecting steel plates; the low yield point displacement damping module, the buckling soft steel plate and the bending flange steel plate are all wrapped inside the ECC high-performance concrete post-cast layer.

6. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 1, characterized in that: The precast load-bearing beam segment includes a connecting box and a wall connecting end plate. The connecting box and the wall connecting end plate are fixedly connected by longitudinal steel bars. Stirrups are fitted on the outside of the longitudinal steel bars and a precast concrete layer is cast on them. The connecting box is used to detachably and fixedly connect to the end of the replaceable composite shock-absorbing beam segment. A first connecting web is fixedly provided on the side of the wall connecting end plate away from the precast concrete layer. The first connecting web is used to connect to the embedded anchor plate module.

7. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 6, characterized in that: Shear studs are vertically fixed on the side of the wall connection end plate and the connection box body near the precast concrete layer; welded connection plates are symmetrically arranged on the side of the wall connection end plate away from the precast concrete layer, and pull-out studs are vertically fixed on the side of the welded connection plate near the first connection web plate.

8. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 6, characterized in that: The embedded anchor plate module includes an embedded anchor plate, on one side of which a second connecting web plate matching the first connecting web plate is fixedly installed, and on the other side of the embedded anchor plate, embedded steel bars are evenly arranged.

9. The prefabricated self-monitoring replaceable buckling-restrained composite damping beam according to claim 1, characterized in that: The strain state monitoring device includes a first strain monitor, a second strain monitor, and a strain data processing and transmission module; the first strain monitor is connected to the strain data processing and transmission module and is used to monitor the strain of the buckling-restrained shear damping module; the second strain monitor is connected to the strain data processing and transmission module and is used to monitor the strain of the low yield point displacement damping module.

10. A construction method for a prefabricated self-monitoring replaceable buckling-restrained composite damping beam as described in any one of claims 1 to 9, characterized in that, Includes the following steps: Precast load-bearing beam segments, low yield point displacement damping modules, buckling-restrained shear damping modules, and pre-embedded anchor plate modules are manufactured in the factory. In the factory, the low yield point displacement damping module and the buckling restrained shear damping module are assembled with the precast load-bearing beam segment using high-strength bolts. Then, ECC high-performance concrete is poured to form a complete replaceable composite damping beam segment. The strain state monitoring device is installed, tested, and then transported to the site as a complete set. When constructing the shear wall, the pre-embedded anchor plate module is embedded in the shear wall. After the prefabricated shear wall is completed on site, the damping connecting beam is hoisted into place and temporarily fixed. The first connecting web and the second connecting web are fastened together using high-strength bolts, and the precast load-bearing beam segment is fixedly connected to the pre-embedded anchor plate module. The beam end is sealed, concrete is poured, and the installation is completed.

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