Inorganic glue composite bamboo-section steel combination column-beam connecting joint with graded energy consumption and self-resetting functions and assembling method of inorganic glue composite bamboo-section steel combination column-beam connecting joint

Abstract

The invention belongs to the technical field of anti-seismic connection of inorganic glue composite bamboo structures, and relates to an inorganic glue composite bamboo-profile steel combination column-beam connection joint with graded energy consumption and self-resetting functions and an assembly method thereof. Comprising an inorganic glue composite bamboo-section steel combination column, an inorganic glue composite bamboo splicing beam, an energy dissipation steel hoop connecting piece and a beam-column joint connecting steel member. The inorganic glue composite bamboo-section steel combination column is provided with hollow round-corner cross-shaped steel, and the middle of the cross-shaped steel is provided with an extending connecting energy-dissipation steel filling plate which is used for being reliably connected with a joint connecting steel component and an energy-dissipation steel hoop connecting piece. The beam ends of the inorganic glue composite bamboo splicing beams and the energy dissipation steel hoop connecting pieces are connected through bolts to form an integral beam assembly. The energy dissipation steel hoop connecting piece comprises a four-side wrapping steel cap and energy dissipation angle steel, under the action of an earthquake, the energy dissipation angle steel firstly generates yield deformation to form a first-stage energy dissipation mechanism, then the node steel component further generates plastic deformation to form a second-stage energy dissipation mechanism, and therefore a double-energy-dissipation structure system is formed, and earthquake energy is effectively dissipated.

Description

Technical Field

[0001] This invention relates to the field of seismic connection technology for inorganic adhesive composite bamboo structures, specifically to an inorganic adhesive composite bamboo-steel composite column-beam joint with self-resetting and dual-stage energy dissipation functions and its assembly method. Background Technology

[0002] In earthquake-prone areas, beam-column joints with self-resetting capabilities are increasingly becoming a key focus of research and engineering applications to improve seismic safety and post-earthquake resilience. This is particularly true in prefabricated inorganic adhesive composite bamboo structures in high-seismic-intensity or medium-to-high-intensity earthquake zones, and in projects requiring rapid post-earthquake recovery such as schools, hospitals, emergency shelters, and public service buildings. These projects place higher demands on beam-column joints: they must not only possess good energy dissipation capabilities but also ensure controllable residual deformation, replaceable damage, and rapid structural repair after an earthquake.

[0003] Existing self-resetting bamboo-wood beam-column joints typically achieve earthquake-induced energy dissipation and post-earthquake recovery through methods such as using through-strength prestressed tendons, energy-dissipating steel plates, or friction damping devices. For example, in relevant published patents and engineering practices, steel plate yielding members or friction-slip members are often placed at the beam ends or the core area of ​​the joint. Energy dissipation is achieved through the yielding or friction slip of the steel members, while the through-strength prestressed tendons provide restoring force to reduce residual deformation of the structure after an earthquake. However, in existing structures, the prestressing system is often placed at the edge of the beam section or inside the member, off the neutral axis. This makes it difficult for the prestressed steel bars to participate in the stress in the initial small deformation stage of the joint in a timely manner, and the intervention of the restoring force is relatively delayed, thus affecting the self-resetting performance of the joint to some extent.

[0004] However, in bamboo-based engineering material structures such as inorganic adhesive-coated bamboo, the material itself exhibits significant anisotropy, resulting in high strength along the fiber direction but relatively weak tensile and shear strength across the grain. When beam-column joints experience bending and shear coupling under seismic loading, the beam end region is prone to transverse splitting failure. Simultaneously, the bending moment and shear force at the beam end are concentrated and transferred to the column end joint region, making the joint core area the most critical stress-bearing part of the structure. If the column members lack effective steel reinforcement or restraint structures in the joint region, problems such as local crushing, shear failure, or stress concentration in the connection area can easily occur at the column end, thereby reducing the overall load-bearing capacity and seismic stability of the joint.

[0005] Existing technologies disclose numerous column components with connecting steel members. For example, patent CN120231384A discloses a prefabricated steel-reinforced ECC-inorganic adhesive composite bamboo joint and its construction method; it includes a steel ECC column and a steel ECC beam connected to its side. Both the steel ECC column and the steel ECC beam are prefabricated components. Cross-shaped insertion plates extend from both ends of the steel ECC column to insert into cross-shaped insertion slots at the ends of the inorganic adhesive composite bamboo column; the insertion plates have through holes; the steel ECC beam... A connector is attached to the end furthest from the node area. The connector includes a top plate, an integral lower flange plate, and a web plate. Both the lower flange plate and the top plate have through holes. The web plate is used to insert a straight groove into the end of the inorganic adhesive composite bamboo beam. The lower flange plate supports the inorganic adhesive composite bamboo beam it is paired with. The top plate is attached to the top surface of the inorganic adhesive composite bamboo beam and the ECC beam of the steel section. The through holes connect the inorganic adhesive composite bamboo column / beam through fasteners. Adhesive is filled in the gap between the insertion plate and the insertion groove, and in the gap between the web plate and the joint groove. However, this structure has the following problems: First, the structure mainly establishes beam-column connections through plug-in plates, connectors, and fasteners. The internal forces at the beam ends need to be transferred to the column members step by step through multiple connection interfaces. The force paths at the nodes are relatively dispersed, making it difficult to form a stable and continuous force system. Under large earthquakes, local stress concentrations are likely to occur, thus affecting the overall force coordination of the nodes.

[0006] Secondly, although the structure is equipped with steel ECC columns, the core area of ​​the node lacks a stable steel frame system that can directly participate in the force transmission. The internal forces at the beam ends cannot be directly transmitted to the core area of ​​the column through the internal steel components. There is still room for improvement in the load-bearing capacity and overall stability of the core area of ​​the node.

[0007] Furthermore, the structure lacks clearly defined energy-dissipating components and a continuous prestressed self-resetting system. Under seismic action, the nodes mainly rely on the deformation of connecting components to dissipate energy, making it difficult to form a stable and controllable energy-dissipating mechanism. At the same time, the ability to control residual deformation after the earthquake is limited. Summary of the Invention

[0008] To address the technical problems of existing inorganic adhesive composite bamboo beam-column joints, such as insufficient load-bearing capacity in the core area, unclear stress paths, susceptibility to transverse splitting at beam ends, and insufficient stability under medium- to high-intensity earthquakes, this invention provides an inorganic adhesive composite bamboo-steel composite column-beam connection joint with graded energy dissipation and self-resetting functions, along with its assembly method. Particularly useful in prefabricated inorganic adhesive composite bamboo structures in areas with high seismic intensity, this invention establishes a cross-shaped steel frame within the column to form a composite column structure, creating a stable steel-bamboo synergistic load-bearing system in the core area of ​​the joint. This improves the load-bearing capacity and overall stability of the column components, ensuring that plastic deformation and energy dissipation under seismic loads are primarily concentrated in the steel components and beam ends, thereby preventing severe damage or collapse of the main column components under strong earthquakes.

[0009] To achieve the above objectives, the technical solution adopted by the present invention is as follows: In a first aspect, the present invention provides an inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting functions, including an inorganic adhesive composite bamboo-steel composite column, an inorganic adhesive composite bamboo spliced ​​beam, an energy dissipation steel sleeve connector, and a beam-column node connection steel component. The inorganic adhesive composite bamboo-steel composite column has a hollow rounded corner cross-shaped steel inserted in the center. The hollow rounded corner cross-shaped steel has an outwardly extending connecting energy-dissipating steel filler plate in the middle. The cross-shaped steel also has a through hole in the middle for the prestressed steel strands of the beam to pass through, so that the prestressed system of the beam can pass through the core area of ​​the node to form a continuous stress system. The energy-consuming steel sleeve connector includes four-sided steel caps and energy-consuming angle steel. The four-sided steel caps are connected to the lintel end of the inorganic adhesive composite bamboo splicing beam, and the energy-consuming angle steel is arranged opposite to the top and bottom of the four-sided steel caps. The beam-column joint connecting steel components include a first anchoring steel plate, a second anchoring steel plate, and a column surface anchoring bolt; the first anchoring steel plate and the second anchoring steel plate are fixed to both sides of the inorganic adhesive composite bamboo-steel composite column; one end of the column surface anchoring bolt is connected to the first anchoring steel plate, and the other end passes through the hollow rounded corner cross-shaped steel, the inorganic adhesive composite bamboo-steel composite column, and the second anchoring steel plate in sequence to connect with the energy-dissipating angle steel; The connecting energy-dissipating steel filler plate passes sequentially through the inorganic adhesive composite bamboo-steel composite column, the second anchoring steel plate, and is connected to the four-sided steel cap; and energy-dissipating holes are provided at the connection ends of the connecting energy-dissipating steel filler plate and the four-sided steel cap.

[0010] The present invention features an outwardly extending connecting energy-dissipating steel filler plate in the middle of the cross-shaped steel, which is used to form a reliable connection with the node connecting steel components and the energy-dissipating steel sleeve connectors, and serves as an important steel component for force transmission at the node. This allows the internal forces at the beam end to be directly transmitted to the cross-shaped steel frame through the connecting energy-dissipating steel filler plate, thereby forming a stable force-bearing system in the core area of ​​the node. The cross-shaped steel also has a through hole in the middle for the prestressed steel strands of the beam components to pass through, allowing the prestressed system of the beam components to continuously pass through the core area of ​​the node to form a stable force-bearing system. The energy-dissipating steel sleeve connector is installed in the beam-column joint area, including four-sided steel caps and energy-dissipating angle steel. The four-sided steel caps are used to cover the end area of ​​the inorganic adhesive composite bamboo spliced ​​beam, forming an external constraint protection for the beam end. The energy-dissipating angle steel is connected to the composite column joint area through column surface anchor bolts and forms a stress connection with the connecting energy-dissipating steel filler plate. Under seismic action, the energy-dissipating angle steel first undergoes yield deformation to form a primary energy dissipation mechanism, and then the joint steel component undergoes further plastic deformation to form a secondary energy dissipation mechanism, thus constituting a dual energy-dissipating structural system.

[0011] The beam-column joint connecting steel components include anchoring steel plates and column anchoring bolts set on both sides of the column surface, which are used to fix the joint connecting steel components to the outside of the composite column and at the same time form a clamping constraint on the core area of ​​the joint, thereby improving the overall stiffness and stability of the joint area. The protective steel plates at the top and bottom of the column are respectively installed at the upper and lower ends of the composite column to protect the local pressure area at the column end and to provide stable anchorage support for the prestressed system of the column component. The beam-column prestressed system includes prestressed steel strands for column members and prestressed steel strands for beam members, which are arranged along the height direction of the column members and the length direction of the beam members, respectively. They are tensioned and prestressed through anchors, thereby forming a nodal prestressing constraint and post-earthquake recovery system.

[0012] This invention establishes a force transfer path of "spliced ​​beam - energy-dissipating steel sleeve - node connecting steel component - connecting energy-dissipating steel filler plate - cross-shaped steel skeleton" by setting a cross-shaped steel composite column structure, beam-column node connecting steel component, and energy-dissipating steel sleeve connector in the node area. At the same time, the bidirectional prestressed system of column and beam components forms a continuous constraint on the node area, enabling the node to maintain good stress coordination under seismic action and concentrate plastic deformation mainly in the node steel component area, thereby realizing the node's stable energy dissipation and post-earthquake recovery functions.

[0013] As a further technical solution, the inorganic adhesive composite bamboo splicing column includes a first splicing column and a second splicing column, and the splicing interface is bonded with structural adhesive to form an integral column.

[0014] As a further technical solution, the connecting energy-dissipating steel filler plate extends from the middle of the hollow rounded corner cross-shaped steel and passes through the reserved plate groove of the inorganic adhesive composite bamboo splicing column, so that the node steel component can directly form a force-bearing connection with the cross-shaped steel.

[0015] As a further technical solution, the energy-dissipating angle steel is an L-shaped angle steel, one end of which is connected to the composite column through a column anchor bolt, and the other end is connected to the four-sided steel cap, which yields and dissipates energy under seismic action.

[0016] As a further technical solution, the inorganic adhesive composite bamboo splicing beam is provided with a PVC unbonded prestressed sleeve along the length of the beam for threading the prestressed steel strands of the beam components.

[0017] As a further technical solution, the prestressed steel strands of the beam member are set to two strands and arranged at the neutral axis of the spliced ​​beam, so that the prestressed system can provide restoring force during the small deformation stage at the beam end, thereby improving the self-resetting ability of the node.

[0018] As a further technical solution, the inorganic adhesive composite bamboo splicing beam is formed by combining an upper splicing beam and a lower splicing beam. A PVC unbonded prestressed sleeve is installed inside the beam body for threading the prestressed steel strands of the beam members. The prestressed steel strands of the beam members are two strands, which are arranged horizontally along the length of the beam at the neutral axis position of the splicing beam, so that the prestressed system can participate in the stress in the initial deformation stage of the node, thereby improving the self-resetting ability of the node after the earthquake.

[0019] As a further technical solution, the prestressed steel strands of the column members are arranged along the height direction of the composite column and anchored by the column top protective steel plate and the column bottom protective steel plate.

[0020] As a further technical solution, the prestressed steel strands of the beam members are arranged along the length of the inorganic adhesive composite bamboo spliced ​​beam and anchored by beam end anchors.

[0021] As a further technical solution, it also includes column top protective steel plates and column bottom protective steel plates, which are installed at the top and bottom of the inorganic adhesive composite bamboo-steel composite column, respectively.

[0022] Secondly, the present invention also provides a method for assembling the above-mentioned nodes, comprising the following steps: Step 1: Align and splice two inorganic adhesive composite bamboo splicing columns with hollow rounded corner cross-shaped steel, apply organic adhesive to the contact interface to form a cross-shaped steel composite column, and make the connecting energy-consuming steel filler plate pass through the reserved plate groove of the splicing column. Step 2: Install the beam-column joint connection steel components in the composite column joint area. First, fix the column surface anchoring steel plate to both sides of the composite column through the column surface anchoring bolts. Then, insert it into the position of the energy dissipation steel filler plate through the pre-reserved insertion slot on the column surface anchoring steel plate, so that the joint connection steel components and the cross-shaped steel frame form a stress connection. Step 3: Connect the inorganic adhesive composite bamboo splicing beam to the energy-consuming steel sleeve connector using beam end connecting bolts, so that the four sides covered with steel caps and the ends of the splicing beam form an integral beam assembly; Step 4: Install the beam assembly to the node area, so that the energy-dissipating angle steel is connected and anchored to the composite column node area through the column anchor bolts, and install anti-spinning nuts at the ends of the bolts for tightening to prevent the nodes from loosening or disengaging under repeated loads. Step 5: Install the protective steel plate at the top and bottom of the column; Step 6: Thread the prestressed steel strands of the column members along the height direction of the composite column, and tension and anchor them through anchorages; Step 7: Thread the prestressed steel strands through the beam members along the length of the spliced ​​beam and tension them through the beam end anchors; Step 8: After completing the prestressing tensioning of the beam-column joint, the joint forms a stable overall stress system.

[0023] Compared with the prior art, the present invention has the following technical effects: 1. This invention improves the load-bearing capacity and overall stability of column members in the core area of ​​the node by setting hollow rounded corner cross-shaped steel inside the inorganic adhesive composite bamboo spliced ​​column to form a cross-shaped steel composite column structure, enabling the node to maintain a stable working state under seismic loading. Furthermore, by setting outward-extending connecting energy-dissipating steel filler plates in the middle of the cross-shaped steel and allowing them to directly participate in the force transmission path of the node, the internal forces of the beam-column node can be directly transmitted to the node steel members through the steel frame, thus forming a clear and stable force transmission path. The four-sided steel caps form a covering constraint on the beam ends, effectively suppressing transverse splitting failure of the inorganic adhesive composite bamboo beam ends and improving the ductility and safety of the node. The setting of energy-dissipating angle steel allows the node to dissipate energy through the yielding of the steel members under seismic loading, improving the hysteretic energy dissipation performance of the node. By arranging two prestressed steel strands at the neutral axis position of the spliced ​​beam, the prestressed system can participate in the load-bearing stage during the small deformation stage of the node, thereby enhancing the node's post-earthquake self-resetting ability and reducing residual deformation.

[0024] 2. This invention proposes a prefabricated connection method for inorganic adhesive composite bamboo spliced ​​beams and steel composite columns. Through the synergistic action of the node connecting steel components and energy-dissipating steel sleeve connectors, the internal forces at the beam ends can be stably transferred to the steel frame within the column, forming a clear and continuous stress path at the nodes. Simultaneously, a prestressed system is incorporated into the nodes, enabling the structure to gain a certain degree of resilience after earthquakes, thereby further improving the seismic performance and post-earthquake recoverability of the nodes. Attached Figure Description

[0025] Figure 1 This is an assembly drawing of the present invention; Figure 2 This is an exploded view of the inorganic adhesive composite bamboo-steel composite column of the present invention; Figure 3 Exploded view of the steel components connecting the beam-column joint and the energy-dissipating steel sleeve connector; Figure 4 An exploded view of an inorganic adhesive composite bamboo splicing beam; In the diagram: 1 Inorganic adhesive composite bamboo-steel composite column; 1-1 First spliced ​​column; 1-2 Second spliced ​​column; 1-3 Hollow rounded corner cross-shaped steel; 1-4 Connecting energy-dissipating steel filler plate; 1-4-1 Energy dissipation hole; 1-4-2 Connecting hole; 2 Inorganic adhesive composite bamboo splicing beam, 2-1 Upper section inorganic adhesive composite bamboo splicing beam, 2-2 Lower section inorganic adhesive composite bamboo splicing beam, 2-3 Prestressed sleeve; 3. Energy-dissipating steel sleeve connector, 3-1 four-sided steel cap, 3-2 energy-dissipating angle steel, 3-3 beam end connecting bolt; 4. Beam-column joint connection steel components; 4-1 First column surface anchoring steel plate, 4-2 Second column surface anchoring steel plate, 4-3 Column surface anchoring bolt; 5-1 Column top protective steel plate; 5-2 Column bottom protective steel plate; 6-1 High-strength prestressed steel strands for column components; 6-2 Anchorages; 7-1 High-strength prestressed steel strands for beam components; 7-2 Anchorages; Detailed Implementation It should be noted that the following detailed description is illustrative and intended to provide further explanation of the invention. Unless otherwise specified, all technical and scientific terms used in this invention have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0026] It should be noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to limit the scope of exemplary embodiments according to the invention. As used herein, unless otherwise expressly indicated by the invention, the singular form is also intended to include the plural form. Furthermore, it should be understood that when the terms "comprising" and / or "including" are used in this specification, they indicate the presence of features, steps, operations, devices, components, and / or combinations thereof. For ease of description, the words "up," "down," "left," and "right" appearing in this invention only indicate that they are consistent with the up, down, left, and right directions of the accompanying drawings themselves, and do not limit the structure. They are merely for the purpose of facilitating the description of this invention and simplifying the description, and do not indicate or imply that the device or component referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0027] As described in the background section, existing technologies have technical problems. In prefabricated inorganic adhesive composite bamboo structures, especially in engineering applications in medium- to high-intensity seismic zones, there is an urgent need for a beam-column joint structure that can improve the bearing capacity and overall stability of the column member joint area. This structure should enable the joint to form a clear force transfer path under seismic loading, and ensure that plastic energy dissipation is mainly concentrated in the joint steel members, while the column members remain in a stable working state. This achieves the seismic design goal of "prioritizing the yielding of energy-dissipating components and protecting the main column members." Simultaneously, by optimizing the arrangement of the prestressed system, it can participate in the load-bearing process in the initial deformation stage of the joint, thereby achieving a highly efficient self-resetting function for the joint structure.

[0028] like Figure 1 As shown, this embodiment is an inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting functions, including: inorganic adhesive composite bamboo-steel composite column 1, inorganic adhesive composite bamboo spliced ​​beam 2, energy dissipation steel sleeve connector 3, beam-column node connection steel component 4, column top protective steel plate 5-1, column bottom protective steel plate 5-2, column component high-strength prestressed steel strand 6-1, anchor 6-2, beam component high-strength prestressed steel strand 7-1 and anchor 7-2.

[0029] like Figure 2As shown, the inorganic adhesive composite bamboo-steel composite column 1 includes a first splicing column 1-1, a second splicing column 1-2, a hollow rounded corner cross-shaped steel 1-3, and a connecting energy-dissipating steel filler plate 1-4. The hollow rounded corner cross-shaped steel 1-3 is positioned between the first splicing column 1-1 and the second splicing column 1-2, forming a composite column structure with the splicing columns using an organic adhesive. The connecting energy-dissipating steel filler plate 1-4 is positioned in the middle of the hollow rounded corner cross-shaped steel 1-3 and extends outwards, passing through a pre-reserved groove in the first splicing column 1-1 and connecting with the energy-dissipating steel sleeve connector 3. This allows the beam-column node connecting steel member 4 to form a direct force-bearing connection with the hollow rounded corner cross-shaped steel 1-3, enabling the internal forces of the beam-column node to be directly transmitted to the steel frame structure formed by the hollow rounded corner cross-shaped steel 1-3 through the connecting energy-dissipating steel filler plate 1-4, thereby constituting a stable force-bearing system in the node core area. An energy-dissipating hole 1-4-1 and a connecting hole 1-4-2 are provided at one end of the connection between the energy-dissipating steel filler plate 1-4 and the energy-dissipating steel sleeve connector 3. The energy-dissipating hole 1-4-1 weakens the cross-section of the energy-dissipating steel filler plate 1-4 at that location, causing this cross-section to yield first, thus achieving active energy dissipation. The connecting hole 1-4-2 engages with the beam end connecting bolt 3-3 of the energy-dissipating steel sleeve connector 3 to connect the energy-dissipating steel filler plate 1-4 to the four-sided covered steel cap 3-1. In this embodiment, four energy-dissipating holes 1-4-1 are provided, and their shape is elliptical; other shapes are also possible. In this embodiment, four connecting holes 1-4-2 are provided, corresponding to the positions of the beam end connecting bolts 3-3.

[0030] In this embodiment, the hollow rounded corner cross-shaped steel 1-3 is provided with a through hole in the middle for the prestressed steel strands of the beam member to pass through, so that the prestressed system of the beam member can continuously pass through the core area of ​​the node, thereby forming a stable stress system.

[0031] like Figure 1 , Figure 2 As shown, the inorganic adhesive composite bamboo spliced ​​beam 2 includes an upper inorganic adhesive composite bamboo spliced ​​beam 2-1 and a lower inorganic adhesive composite bamboo spliced ​​beam 2-2. A PVC unbonded prestressed sleeve 2-3 is installed inside the spliced ​​beam for threading the high-strength prestressed steel strands 7-1 through the beam components. The PVC unbonded prestressed sleeve 2-3 prevents adhesion between the prestressed steel strands and the bamboo components, ensuring the prestressed system can still provide stable restoring force after earthquakes.

[0032] In this embodiment, the prestressing system of the beam member is set as two high-strength prestressed steel strands 7-1, which are arranged horizontally along the length of the beam at the neutral axis position of the inorganic adhesive composite bamboo spliced ​​beam 2. By arranging the prestressed steel strands at the neutral axis position of the beam section, the prestressing system can participate in the stress during the initial deformation stage of the node, thereby improving the self-resetting ability of the node after earthquake and enhancing the overall stability of the node.

[0033] like Figure 1 As shown, the energy-dissipating steel sleeve connector 3 includes a four-sided covered steel cap 3-1, an energy-dissipating angle steel 3-2, and a beam end connecting bolt 3-3. The four-sided covered steel cap 3-1 is set on the outer side of the end of the inorganic adhesive composite bamboo spliced ​​beam, forming a four-sided covered constraint structure for the beam end, thereby improving the beam end area's resistance to splitting. The energy-dissipating angle steel 3-2 is set on both sides of the steel cap and is connected and fixed to the beam-column node connecting steel member 4 through column surface anchoring bolts 4-3. The end of the connecting bolt is provided with an anti-slip nut to improve the connection member's resistance to loosening under repeated loads, thereby ensuring the reliability of the node connection and structural stability.

[0034] Under seismic action, the energy-dissipating angle steel 3-2 first undergoes yielding deformation to form a primary energy-dissipating mechanism, and then the nodal steel members undergo further plastic deformation to form a secondary energy-dissipating mechanism, thus constituting a dual energy-dissipating structural system.

[0035] like Figure 2 As shown, the beam-column joint connecting steel member 4 includes a first column surface anchoring steel plate 4-1, a second column surface anchoring steel plate 4-2, and column surface anchoring bolts 4-3. The column surface anchoring bolts 4-3 are arranged in two rows along the joint area, with four bolts in each row, forming a total of eight anchoring bolts. During installation, the second column surface anchoring steel plate 4-2 is first fixed to one side of the composite column via the column surface anchoring bolts 4-3; subsequently, the column surface anchoring steel plate 4-1 is inserted into the position of the energy-dissipating steel filler plate 1-4 through its pre-reserved slot, and forms a clamping connection structure with the steel plate on the other side via the column surface anchoring bolts 4-3. The column surface anchoring bolts 4-3 not only fix the joint steel member to the outside of the composite column, but also anchor the energy-dissipating angle steel 3-2, and form an integral load-bearing connection with the hollow rounded corner cross-shaped steel 1-3 by connecting the energy-dissipating steel filler plate 1-4, allowing the joint steel member to directly participate in the load-bearing system of the composite column steel frame.

[0036] The column top protective steel plate 5-1 and column bottom protective steel plate 5-2 are respectively installed at the top and bottom of the inorganic adhesive composite bamboo-steel composite column 1 to provide local constraint protection for the column end area and provide stable anchor support for the column member prestressed system.

[0037] like Figure 1As shown, the prestressed system of the column member includes high-strength prestressed steel strands 6-1 and anchorages 6-2. The high-strength prestressed steel strands 6-1 are arranged along the height of the composite column and are anchored by protective steel plates 5-1 at the top and 5-2 at the bottom of the column. Prestress is applied by post-tensioning to bring the composite column into an initial pre-stressed state, thereby improving the overall stability and seismic performance of the column member.

[0038] Meanwhile, the prestressed system of the beam component includes high-strength prestressed steel strands 7-1 and anchorages 7-2. The prestressed steel strands 7-1 are configured as two strands arranged along the neutral axis of the inorganic adhesive composite bamboo spliced ​​beam 2, passing through PVC unbonded prestressed sleeves 2-3, and are anchored and tensioned via anchorages 7-2, forming a prestressed constraint system in the beam-column joint area.

[0039] In this embodiment, the assembly process of the beam-column joint is as follows: First, the first splicing column 1-1 and the second splicing column 1-2 are aligned and spliced ​​with the hollow rounded corner cross-shaped steel 1-3, and an organic adhesive is applied to the contact interface to form an inorganic adhesive composite bamboo-steel composite column structure. At the same time, the connecting energy-consuming steel filler plate 1-4 passes through the reserved plate groove of the splicing column.

[0040] Subsequently, the beam-column joint connecting steel member 4 is installed in the composite column joint area. First, the second column surface anchoring steel plate 4-2 is placed on one side of the composite column and initially fixed by the column surface anchoring bolt 4-3; then, the first column surface anchoring steel plate 4-1 is inserted into the position of the connecting energy-dissipating steel filler plate 1-4 through the reserved insertion slot on it, and forms a clamping connection structure with the steel plate on the other side by the column surface anchoring bolt 4-3, so that the joint connecting steel member and the cross-shaped steel frame form an integral load-bearing connection.

[0041] Subsequently, the beam components and energy-dissipating steel sleeve connectors are pre-assembled at the beam ends. The inorganic adhesive composite bamboo spliced ​​beam 2 is inserted into the four-sided steel cap 3-1, and the spliced ​​beam is connected and fixed to the energy-dissipating steel sleeve connector 3 by the beam end connecting bolts 3-3, thereby forming an integral beam end assembly.

[0042] Next, the beam end components are installed to the composite column node area, and the energy-dissipating angle steel 3-2 is connected and fixed to the column surface anchor bolt 4-3, thereby completing the assembly connection between the beam component and the composite column node.

[0043] Then, install the column top protective steel plate 5-1 and the column bottom protective steel plate 5-2 respectively.

[0044] Next, high-strength prestressed steel strands 6-1 are threaded through the column members along the height direction of the composite column, and tensioned and anchored through anchors 6-2.

[0045] Finally, high-strength prestressed steel strands 7-1 are threaded through the beam members along the length of the spliced ​​beam, and tensioned through anchors 7-2 to form a stable overall stress system at the joint.

[0046] Under seismic loading, the beam-column joint area undergoes coupled bending and shear deformation. The internal forces within the joint are transmitted through the inorganic adhesive composite bamboo spliced ​​beam 2 to the energy-dissipating steel sleeve connector 3 and the beam-column joint connecting steel member 4, and further to the inorganic adhesive composite bamboo-steel composite column 1. Because the hollow rounded-corner cross-shaped steel sections 1-3 form the core steel skeleton structure of the joint area, the joint region possesses high load-bearing capacity and stability. This allows plastic deformation to preferentially concentrate on the energy-dissipating angle steel sections 3-2 and other joint steel members, dissipating seismic energy through their yielding deformation. Simultaneously, the prestressed system of the column and beam members provides continuous restoring force. Two prestressed steel strands positioned along the beam's neutral axis participate in the load-bearing process from the initial stage of joint deformation, enabling the joint to return to its initial position after the earthquake, thus achieving the goal of post-earthquake structural recovery and usability.

[0047] The working principle of this invention is as follows: During the stress process, the internal forces at the beam-column joint are transferred through the inorganic adhesive composite bamboo spliced ​​beam 2 to the energy-dissipating steel sleeve connector 3 and the beam-column joint connecting steel member 4, and further transferred to the inorganic adhesive composite bamboo-steel composite column 1. Because the composite column contains hollow rounded corner cross-shaped steel sections 1-3, a steel-bamboo collaborative stress-bearing system is formed in the core area of ​​the joint, thereby improving the overall load-bearing capacity and joint stability of the column members. High-strength prestressed steel strands inside the column and beam members are arranged along the column height and beam length directions, respectively. By applying prestress, a continuous pre-compression constraint state is formed in the joint area, thus constituting a collaborative seismic-resistant structural system of "composite column load-bearing – joint steel member energy dissipation – prestress self-resetting".

[0048] In this design, the prestressed system for the beam members employs two high-strength prestressed steel strands arranged along the neutral axis of the spliced ​​beam, passing through a through hole located in the middle of the hollow, rounded-corner cross-shaped steel section 1-3. This allows the prestressed system to continuously span the core area of ​​the joint. By arranging the prestressed steel strands along the neutral axis of the beam section, the prestressed system can participate in the stress distribution during the initial deformation stage of the joint, thereby improving the post-earthquake recovery capacity of the joint and enhancing its overall stability.

[0049] When an earthquake acts on the structure, bending and shear coupling deformation occurs in the beam-column joint area. The ends of the inorganic adhesive composite bamboo spliced ​​beam 2 rotate and open relative to the inorganic adhesive composite bamboo-steel composite column 1. During this process, the internal force at the beam end is first transferred to the energy-dissipating steel sleeve connector 3 through the four-sided covered steel caps 3-1, and further transferred to the beam-column joint connecting steel member 4 and the connecting energy-dissipating steel filler plate 1-4 inside the composite column through the energy-dissipating angle steel 3-2. The connecting energy-dissipating steel filler plate 1-4 directly transfers the internal force of the joint to the steel frame structure formed by the hollow rounded corner cross-shaped steel 1-3, so that the force on the joint can be stably transferred along the path of "beam - steel sleeve - joint connecting member - connecting energy-dissipating steel filler plate - cross-shaped steel frame".

[0050] Since the hollow rounded corner cross-shaped steel 1-3 constitutes the main load-bearing skeleton of the node core area, the node area has high load-bearing capacity and overall stability, thus the plastic deformation under seismic action is preferentially concentrated in the node steel component area.

[0051] During the development of rotational deformation at the beam end, the energy-dissipating angle steel 3-2 undergoes yielding deformation under repeated loading, successively forming a primary energy dissipation mechanism and a secondary energy dissipation mechanism. Specifically, the energy-dissipating angle steel 3-2 first undergoes plastic deformation and dissipates the seismic input energy; subsequently, the node connecting steel member 4 and related steel members undergo further plastic deformation, thus forming a stable dual energy dissipation hysteresis mechanism. Simultaneously, the four-sided steel cap 3-1 provides external constraint to the beam end area, effectively limiting lateral deformation at the beam end and suppressing splitting failure of the inorganic adhesive composite bamboo material along the transverse grain direction, making the node deformation more stable and controllable.

[0052] Meanwhile, the beam-column joint connecting steel member 4 forms an integral connection with the inorganic adhesive composite bamboo-steel composite column 1 through the first column surface anchoring steel plate 4-1, the second column surface anchoring steel plate 4-2 and the column surface anchoring bolt 4-3, so that the internal force of the joint can be directly transmitted to the hollow rounded corner cross-shaped steel 1-3 through the connecting energy dissipation steel filler plate 1-4, thereby forming a clear and reliable force transmission system.

[0053] Throughout the stress process, the high-strength prestressed steel strands 6-1 in the column members and 7-1 in the beam members remain in an elastic state, providing continuous restoring force to the joint area and constraining the deformation amplitude of the joint. Among them, the two prestressed steel strands arranged at the neutral axis of the beam can participate in the stress when there is a slight rotation at the beam end, so that the joint obtains restoring force in the early stage and improves the post-earthquake recovery efficiency of the structure.

[0054] After the earthquake, the prestressed system in the beam-column joint releases its elastic restoring force, allowing the inorganic adhesive composite bamboo spliced ​​beam 2 and the inorganic adhesive composite bamboo-steel composite column 1 to return to their initial relative positions, thus significantly reducing residual structural deformation. If the steel members at the joint suffer plastic damage under strong earthquake action, only the energy-dissipating angle steel 3-2 or some of the steel members at the joint need to be replaced to restore the joint's serviceability, while the main column members and bamboo beam members remain intact, thus achieving the goal of controllable structural damage and rapid post-earthquake repair.

[0055] Furthermore, this embodiment also provides an assembly method for an inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting functions, including the following steps: Step 1: Align and splice the first splicing column 1-1 and the second splicing column 1-2 with the hollow rounded corner cross-shaped steel 1-3, apply organic adhesive to the contact interface, so that the three form an inorganic adhesive composite bamboo-steel composite column structure, and make the connecting energy-consuming steel filler plate 1-4 pass through the reserved plate groove of the splicing column. Step 2: Install the beam-column joint connecting steel component 4. First, place the second column surface anchoring steel plate 4-2 on one side of the composite column, and insert 8 column surface anchoring bolts 4-3 through the second column surface anchoring steel plate 4-2 and the reserved holes of the composite column into the joint area; then insert the first column surface anchoring steel plate 4-1 through its reserved slot into the position of the connecting energy-dissipating steel filler plate 1-4, and connect and fix it through the column surface anchoring bolts 4-3, so that the anchoring steel plates on both sides and the connecting energy-dissipating steel filler plate form a clamping connection structure; Step 3: Connect the inorganic adhesive composite bamboo splicing beam 2 to the energy-consuming steel sleeve connector 3 through the beam end connecting bolts 3-3, so that the four-sided steel caps 3-1 and the splicing beam end form an integral beam assembly; Step 4: Install the beam assembly to the node area, insert the energy-dissipating angle steel 3-2 into the column anchor bolt 4-3 and connect and fix it, and install anti-spinning nuts at the end of the bolt for tightening to prevent the nodes from loosening or stripping under repeated loads. Step 5: Install the column top protective steel plate 5-1 and the column bottom protective steel plate 5-2; Step 6: Thread the high-strength prestressed steel strands 6-1 through the column members along the height direction of the composite column, and tension and anchor them through anchors 6-2; Step 7: Thread the high-strength prestressed steel strands 7-1 through the beam members along the length of the spliced ​​beam, and tension them through the anchors 7-2; Step 8: After completing the prestressing tensioning of the beam-column joint, the joint forms a stable overall stress system.

[0056] The inorganic adhesive composite bamboo beam-column joint structure proposed in this embodiment optimizes the arrangement of steel components in the core area of ​​the joint, enabling the internal forces at the beam end to be directly transferred to the core area of ​​the column component through a stable steel component system, thus forming a clear and reliable force transfer path. This joint utilizes an outward-extending energy-dissipating steel filler plate in the middle of the steel composite column, allowing the beam end connecting component to form a direct force-bearing connection with the steel skeleton inside the column, thereby constructing a stable force transfer system. Simultaneously, energy-dissipating steel sleeve connectors are installed at the beam end, achieving graded energy dissipation at the joint through the yield deformation of the energy-dissipating angle steel under seismic loading, and providing external constraint on the inorganic adhesive composite bamboo beam end, thereby improving the joint ductility and suppressing transverse splitting failure at the beam end.

[0057] Finally, it should be noted that relational terms such as "first" and "second" are only used to distinguish different components or steps and do not indicate their importance or sequential relationship. The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, various modifications and changes can be made to the present invention without departing from the spirit and principles of the present invention. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. An inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting functions, characterized in that, include: Inorganic adhesive composite bamboo-steel composite column, inorganic adhesive composite bamboo spliced ​​beam, energy-dissipating steel sleeve connector, steel components for beam-column joint connection; The inorganic adhesive composite bamboo-steel composite column has a hollow rounded corner cross-shaped steel inserted in the center. The hollow rounded corner cross-shaped steel has an outwardly extending connecting energy-dissipating steel filler plate in the middle. The cross-shaped steel also has a through hole in the middle for the prestressed steel strands of the beam to pass through, so that the prestressed system of the beam can pass through the core area of ​​the node to form a continuous stress system. The energy-consuming steel sleeve connector includes four-sided steel caps and energy-consuming angle steel. The four-sided steel caps are connected to the lintel end of the inorganic adhesive composite bamboo splicing beam, and the energy-consuming angle steel is arranged opposite to the top and bottom of the four-sided steel caps. The beam-column joint connecting steel components include a first anchoring steel plate, a second anchoring steel plate, and a column surface anchoring bolt; the first anchoring steel plate and the second anchoring steel plate are fixed to both sides of the inorganic adhesive composite bamboo-steel composite column; one end of the column surface anchoring bolt is connected to the first anchoring steel plate, and the other end passes through the hollow rounded corner cross-shaped steel, the inorganic adhesive composite bamboo-steel composite column, and the second anchoring steel plate in sequence to connect with the energy-dissipating angle steel; The connecting energy-dissipating steel filler plate passes sequentially through the inorganic adhesive composite bamboo-steel composite column, the second anchoring steel plate, and is connected to the four-sided covered steel cap. An energy-dissipating hole is provided at the connection end between the connecting energy-dissipating steel filler plate and the four-sided covered steel cap.

2. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 1, characterized in that, The hollow rounded corner cross-shaped steel is set between two inorganic adhesive composite bamboo splicing columns, and the connecting energy-consuming steel filler plate extends from the middle of the cross-shaped steel and passes through the plate groove reserved in one of the splicing columns.

3. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 1, characterized in that, The inorganic adhesive composite bamboo splicing beam includes an upper section of inorganic adhesive composite bamboo splicing beam and a lower section of inorganic adhesive composite bamboo splicing beam, which are combined to form an integral beam body.

4. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 3, characterized in that, The inorganic adhesive composite bamboo spliced ​​beam has PVC unbonded prestressed sleeves installed inside along the beam length for threading prestressed steel strands through the beam components.

5. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 4, characterized in that: The beam member has two prestressed steel strands, which are set at the neutral axis position of the inorganic adhesive composite bamboo spliced ​​beam and arranged horizontally along the beam length direction.

6. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 5, characterized in that, The prestressed steel strands of the beam members are arranged along the length of the inorganic adhesive composite bamboo spliced ​​beam and are anchored by beam end anchors.

7. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 1, characterized in that, The prestressed steel strands of the column members are arranged along the height of the composite column and are anchored by protective steel plates at the top and bottom of the column.

8. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 1, characterized in that, The energy-dissipating angle steel is an L-shaped angle steel, one end of which is connected to the composite column through a column anchor bolt, and the other end is connected to the four-sided steel cap. Under seismic action, it yields and dissipates energy.

9. The inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in claim 1, characterized in that, It also includes column top protective steel plates and column bottom protective steel plates, which are installed at the top and bottom of the inorganic adhesive composite bamboo-steel composite column, respectively.

10. An assembly method for an inorganic adhesive composite bamboo-steel composite column-beam connection node with graded energy dissipation and self-resetting function as described in any one of claims 1-9, characterized in that, Includes the following steps: Step 1: Align and splice two inorganic adhesive composite bamboo splicing columns with hollow rounded corner cross-shaped steel, apply organic adhesive to the contact interface to form an inorganic adhesive composite bamboo-steel combination column, and make the connecting energy-consuming steel filler plate pass through the reserved plate groove of the splicing column. Step 2: Install the beam-column joint connecting steel components in the composite column joint area. First, set the column surface anchoring steel plate on one side of the composite column and connect and fix it with the column surface anchoring bolts. Then, insert the column surface anchoring steel plate on the other side into the position of the energy dissipation steel filler plate through the reserved groove on it and form a mating connection with it, thereby completing the installation of the beam-column joint connecting steel components. Step 3: Connect the inorganic adhesive composite bamboo splicing beam to the energy-consuming steel sleeve connector using beam end connecting bolts, so that the four sides covered with steel caps and the ends of the splicing beam form an integral beam assembly; Step 4: Install the beam assembly to the node area, so that the energy-dissipating angle steel is connected and anchored to the composite column node area through the column anchor bolts, and install anti-spinning nuts at the ends of the bolts for tightening to prevent the nodes from loosening or disengaging under repeated loads. Step 5: Install the protective steel plate at the top and bottom of the column; Step 6: Thread the prestressed steel strands of the column members along the height direction of the composite column, and tension and anchor them through anchorages; Step 7: Thread the prestressed steel strands through the beam members along the length of the spliced ​​beam and tension them through the beam end anchors; Step 8: After completing the prestressing tensioning of the nodes, an overall stress system for the beam-column joint is formed.

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