An assembled replaceable energy-dissipating hybrid connection joint and installation method

Abstract

The present invention discloses an assembled replaceable energy-dissipating hybrid connection node and an installation method, which include concrete-filled steel tube, precast concrete beam and energy-dissipating connector; the concrete-filled steel tube includes high-strength concrete and steel tube, and high-strength concrete is poured into the steel tube to form the concrete-filled steel tube; a column-end H-shaped steel is arranged on the outer side of the concrete-filled steel tube, and part of the concrete is poured on the side surface of the column-end H-shaped steel; the precast concrete beam includes precast concrete, precast H-shaped steel and longitudinal bars; the longitudinal bars are fixed at the flange part of the precast H-shaped steel, and the precast concrete beam is formed after pouring the precast concrete; H-shaped steel webs are arranged on both the precast H-shaped steel and the column-end H-shaped steel, and the H-shaped steel webs are connected by a pin shaft; the energy-dissipating connector is connected to the column-end H-shaped steel and the precast H-shaped steel by high-strength bolts. It can significantly improve the construction efficiency, sectional load-bearing capacity and energy-dissipating capacity of the assembled building.

Description

Technical Field

[0001] The invention belongs to the technical field of structural engineering, and particularly relates to an assembled replaceable energy-dissipating hybrid connection joint and an installation method thereof. Background Art

[0002] The components used in prefabricated buildings need to be prefabricated in the factory in advance and can be installed in a short time after simple treatment at the construction site, which greatly optimizes the construction period of the building and reduces problems such as noise, pollution, maintenance, and high cost during the on-site installation process. However, in prefabricated buildings, the connection joints are crucial for the overall performance and seismic performance of the building. Unreasonable joint design and complex construction procedures may cause the components to be insecurely installed, resulting in serious damage or even collapse of the building under earthquake action.

[0003] At present, common prefabricated buildings mainly include concrete structures, steel structures, and modern timber structures, etc. Traditional prefabricated concrete structures often use sleeve grouting connections or mechanical connections, which have high requirements for construction accuracy and it is difficult to guarantee the construction quality; in common prefabricated steel structures, the steel consumption is large, the cost is high, and problems such as fire protection and rust prevention are inevitable; modern timber structures have problems such as material corrosion and insufficient bearing capacity and are difficult to be applied to high-rise buildings. Buildings often suffer local damage under earthquake action. Due to the generation of plastic hinges in the components, large cracks and deformations appear on the surface of the components, which are difficult to repair by simple means, and the energy-dissipating capacity of the cast-in-place joints under earthquake action is poor, which is not conducive to improving the seismic capacity of the building.

[0004] Traditional concrete-filled steel tube columns-concrete beams adopt a completely wet connection scheme, which has high requirements for construction quality, a long maintenance period, and it is difficult to improve the construction efficiency. Moreover, it is difficult to guarantee the overall performance and seismic performance of the frame of this structural form. Summary of the Invention

[0005] In order to solve the problems existing in the prior art, the invention provides an assembled replaceable energy-dissipating hybrid connection joint and an installation method thereof, which can significantly improve the construction efficiency, cross-section bearing capacity, and energy-dissipating capacity of prefabricated buildings. The invention can effectively improve problems such as "thick beams and fat columns", excessive residual deformation, low construction efficiency, poor overall performance, and seismic performance caused by insufficient material strength in traditional cast-in-place or fully prefabricated concrete-filled steel tube-concrete beam joints.

[0006] To achieve the above object, the invention provides the following technical solutions:

[0007] An assembled replaceable energy-dissipating hybrid connection joint, comprising concrete-filled steel tube, precast concrete beam, and energy-dissipating connector;

[0008] The concrete-filled steel tube includes high-strength concrete and a steel tube. High-strength concrete is poured into the steel tube to form the concrete-filled steel tube. A column-end H-shaped steel is arranged on the outer side of the concrete-filled steel tube, and part of the concrete is poured on the side surface of the column-end H-shaped steel.

[0009] The precast concrete beam includes precast concrete, a precast H-shaped steel, and longitudinal bars.

[0010] The longitudinal bars are fixed at the flange parts of the precast H-shaped steel, and after pouring the precast concrete, the precast concrete beam is formed.

[0011] H-shaped steel webs are arranged on both the precast H-shaped steel and the column-end H-shaped steel, and the H-shaped steel webs are connected by a pin shaft.

[0012] The energy-dissipating connector is connected to the column-end H-shaped steel and the precast H-shaped steel by high-strength bolts.

[0013] Preferably, a ring plate is arranged on the outer side of the concrete-filled steel tube, and the column-end H-shaped steel is fixed on the ring plate.

[0014] Furthermore, the ring plate is welded to the outer surface of the steel tube.

[0015] Preferably, a plurality of circular holes are formed in the middle part of the energy-dissipating connector, and arc-shaped notches are arranged on both sides of the middle part.

[0016] Preferably, a through longitudinal bar is arranged inside the concrete-filled steel tube, and the through longitudinal bar passes through the concrete-filled steel tube and is connected to the flange part of the column-end H-shaped steel.

[0017] Preferably, the longitudinal bars are fixed and welded to the flange parts of the precast H-shaped steel by stirrups.

[0018] Preferably, the strength grade of the steel tube is not lower than Q460.

[0019] Preferably, the strength grade of the high-strength concrete is not lower than C60.

[0020] An installation method of an assembled replaceable energy-dissipating hybrid connection joint, based on the assembled replaceable energy-dissipating hybrid connection joint described in any one of the above, includes the following processes.

[0021] Fix the longitudinal bars on the precast H-shaped steel and pour the precast concrete.

[0022] Fix an energy-dissipating connector on the top of the precast H-shaped steel by high-strength bolts.

[0023] Fix the column-end H-shaped steel on the steel tube and pour the high-strength concrete and part of the concrete.

[0024] Fix an energy-dissipating connector on the bottom of the column-end H-shaped steel by high-strength bolts.

[0025] Fix the pin shaft through the H-shaped steel web of the column-end H-shaped steel and the precast H-shaped steel.

[0026] Fix the energy dissipation connectors on the precast H-shaped steel and the column-end H-shaped steel to each other with high-strength bolts.

[0027] Preferably, erect the steel pipe, make holes at the positions where longitudinal bars are set, then weld the ring plate and the column-end H-shaped steel to the surface of the steel pipe, weld the protruding parts of the longitudinal bars to the surface of the ring plate, and pour high-strength concrete and part of the concrete.

[0028] Compared with the prior art, the present invention has the following beneficial technical effects:

[0029] The present invention provides an assembled replaceable energy dissipation hybrid connection node. By arranging a hinge between the precast H-shaped steel and the column-end H-shaped steel through a pin shaft and setting a replaceable energy dissipation connector, the beam-column members can be protected from damage under earthquake action. Through the plastic deformation of the energy dissipation connector, the energy dissipation capacity of the node is enhanced; after the energy dissipation connector is damaged under earthquake action, it can be replaced in time, which is conducive to the implementation of the medium earthquake repairable scheme. And during the installation process, the energy dissipation connector can also be used as an external corbel. During the hoisting of the test piece, the concrete beam can be lapped on the surface of the energy dissipation connector, and then the mechanical equipment can carry out the hoisting work of the next component, which is conducive to improving the construction speed of hoisting and simplifying the construction process. The present invention can set steel bars and post-cast concrete sections on the upper part of the H-shaped steel and the concrete beam, which is conducive to the installation of the assembled floor slab, and while reducing the construction period and on-site casting process, it meets the requirements of modern green assembled building construction.

[0030] Further, the connection node adopts a Q690 high-strength thin-walled square steel tube concrete column. The application of high-strength materials can significantly enhance the restraint effect and buckling resistance of the steel tube, and the self-compacting concrete poured inside is conducive to improving the compactness during the pouring process of the steel tube;

[0031] Further, weld the longitudinal bars of the precast concrete beam to the surface of the flange of the H-shaped steel, fix and weld them together with stirrups, and set rebars with hooks on the surface of the web to improve the bonding performance between the web position and the concrete.

[0032] Further, the structural form of the energy dissipation connector is made by the circular hole-opening method, and an arc-shaped groove is opened on the side, which is more in line with the force transmission path of the connector. The weak position in the middle is conducive to the plastic development of the steel plate, avoiding the increase of the load at the connector and protecting the component from bearing too much load.

[0033] Furthermore, multiple rows of steel bars are arranged inside the precast concrete-filled steel tube column, and ring plates are provided on the outer surface, and then concrete is poured to protect the steel bars from corrosion and improve the overall performance of the concrete-filled steel tube column and the external precast H-shaped steel, ensuring that the load transmitted from the beam end can be transferred to the core concrete and reducing the problems of stress concentration and local tearing on the surface of the high-strength thin-walled steel tube.

[0034] Furthermore, the arrangement of the through longitudinal bars is beneficial to improving the overall performance of the joint core area and avoiding problems such as inconsistent force transmission between the beam and column. Brief Description of the Drawings

[0035] Figure 1 is a schematic diagram of an assembled replaceable energy-dissipating hybrid connection joint;

[0036] Figure 2 is a schematic diagram of the connection structure of the replaceable energy-dissipating hybrid connection joint;

[0037] Figure 3 is a schematic diagram of the precast part of the concrete-filled steel tube column;

[0038] Figure 4 is a schematic diagram of the connection part of the precast concrete beam;

[0039] Figure 5 is a schematic diagram of the internal structure of the concrete-filled steel tube column.

[0040] In the drawings: high-strength concrete 1; steel tube 2; ring plate 3; precast concrete 4; pin shaft 5; energy-dissipating connector 6; partial concrete 7; precast H-shaped steel 8; H-shaped steel web 9; longitudinal bar 10; stirrup 11; column-end H-shaped steel 12; through longitudinal bar 13; high-strength bolt 14. Detailed Embodiments

[0041] The following further elaborates on the present invention with specific embodiments, which are explanations rather than limitations of the present invention.

[0042] Embodiment

[0043] The present invention provides an assembled replaceable energy-dissipating hybrid connection joint, which can meet the overall performance and seismic performance between the beam and column under the condition of quickly hoisting the beam and column members, and can be quickly replaced after damage.

[0044] As Figures 1 to 5 shown, an assembled replaceable energy-dissipating hybrid connection joint is composed of a high-strength thin-walled square concrete-filled steel tube column, a precast concrete beam, a steel jacketed corbel and a connecting device. The high-strength thin-walled square concrete-filled steel tube is composed of a steel tube 2 and the core high-strength concrete 1 filled therein; the precast concrete beam is prefabricated in batches in the factory, and the connection work at the joint part can be completed by on-site lapping and installing high-strength bolts 14 and pin shafts 5.

[0045] The strength grade of the steel tube 2 of the high-strength square steel tube concrete column is not less than Q460, and the core high-strength concrete 1 is characterized in that the strength grade is not less than C60.

[0046] The whole of the precast concrete beam is completely prefabricated in the factory. Precast H-shaped steel 8 and thickened H-shaped steel web 9 are installed at the end of the beam. The longitudinal reinforcement 10 and stirrups 11 of the beam are welded to the flange of the precast H-shaped steel 8, and then the precast concrete 4 is poured. In order to simplify the construction process, an energy-absorbing connector 6 is fixed in advance on the top of the H-shaped steel 8 with high-strength bolts 14.

[0047] The whole of the prefabricated high-strength square steel tube concrete column is completely prefabricated in the factory, and is mainly composed of core high-strength concrete 1, steel tube 2, ring plate 3, energy dissipation connector 6 and column end H-shaped steel 12. The ring plate 3 needs to be welded to the surface of the steel tube 2 by welding technology, and the column end H-shaped steel 12 and the ring plate 3 are also connected by welding. The energy dissipation connector 6 at the bottom is connected by high-strength bolts 14. In addition, part of the concrete 7 is poured on the side surface of the column end H-shaped steel 12 to avoid local buckling of the steel flange.

[0048] The energy-absorbing connector 6 has three circular holes in the middle part, and the edge of the plate is also weakened by an arc. By weakening the effective cross-sectional area in the middle part of the plate, the local steel can quickly reach the yield strength and enter the plastic deformation stage. The rotation of the pin 5 provides a plastic hinge for the precast concrete beam, and the plastic deformation of the steel can provide better energy dissipation capacity. In addition, the stress of the steel entering the plastic stage will not increase significantly. The stable stress state can also avoid the unlimited increase of the load on the core area of ​​the node, thereby protecting the core area of ​​the node, which is more conducive to achieving the design goal of "strong node and weak component". In addition, the energy-absorbing connector 6 also meets the requirement of being replaceable. If it is damaged under the action of an earthquake, the energy-absorbing connector 6 can be replaced on site by disassembling the high-strength bolts 14, which is conducive to achieving the seismic design goal of "repairable in medium earthquakes".

[0049] The internal structure of the prefabricated high-strength square steel tube concrete column uses multiple through-core longitudinal bars 13 that pass through the steel tube 2 and are welded to the inner surface of the flange of the H-shaped steel 12 at the column end. The provision of the through-core longitudinal bars 13 is conducive to improving the overall performance of the core area of ​​the node and avoiding problems such as uncoordinated force transmission between beams and columns. In order to protect the outer through-core longitudinal bars from erosion, part of the concrete 7 is also poured on the side of the H-shaped steel 12 at the column end. The presence of the through-core longitudinal bars 13 also ensures that part of the concrete 7 has good bonding performance with the H-shaped steel 12 at the column end, which is conducive to the joint work of the two.

[0050] The construction sequence of the new joint scheme of the present invention is as follows: the precast high-strength square concrete-filled steel tube columns are erected on-site. Secondly, the precast concrete beams are hoisted and placed on the replaceable energy-dissipating connection 6 at the bottom of the column end. Subsequently, the hoisting work of other components can be carried out, without affecting the use efficiency of the hoisting machinery. When complete installation is required, the pin shaft 5 is passed through the H-shaped steel 12 at the column end and the precast H-shaped steel 8, and the pin shaft is fixed with the ear plate, enabling it to rotate while bearing the shear force at the joint part. In addition, the energy-dissipating connectors 6 at the column end and the beam end need to be fixed with high-strength bolts 14. This invention is applicable to structures with high requirements for fast construction speed, high mechanical utilization rate, and overall structural performance and seismic performance.

[0051] The new connection joint of the present invention adopts a Q690 high-strength thin-walled square concrete-filled steel tube column. The application of high-strength materials can significantly enhance the confinement effect and buckling resistance of the steel tube, and the self-compacting concrete poured inside is beneficial to improving the compactness during the pouring process of the steel tube;

[0052] The present invention welds the longitudinal bars of the precast concrete beam on the flange surface of the H-shaped steel, fixes and welds them together with stirrups, and sets rebars with hooks on the web surface to improve the bonding performance between the web position and the concrete;

[0053] The present invention arranges multiple rows of steel bar connections inside the precast concrete-filled steel tube column, sets ring plates on the outer surface, and pours concrete to protect the steel bars from corrosion and improve the overall performance of the concrete-filled steel tube column and the external precast H-shaped steel, ensuring that the load transmitted from the beam end can be transferred to the core concrete and reducing the surface stress concentration and local tearing problems of the high-strength thin-walled steel tube;

[0054] The present invention sets a hinge between the precast H-shaped steel and the H-shaped steel end of the precast concrete, and sets a replaceable energy-dissipating connection device. These two devices can protect the beam-column members from damage under earthquake action, and enhance the energy-dissipating capacity of the joint through the plastic deformation of the energy-dissipating connector;

[0055] After the energy-dissipating connector of the present invention is damaged under earthquake action, it can be replaced in time, which is beneficial to the implementation of the mid-earthquake reparable scheme. And during the installation process, the energy-dissipating connector can also be used as an external corbel. During the hoisting of the test piece, the concrete beam can be lapped on the surface of the energy-dissipating connector, and then the mechanical equipment can carry out the hoisting work of the next component, which is beneficial to improving the construction speed of hoisting and simplifying the construction process.

[0056] The energy-dissipating connector of the present invention is fabricated in the form of a circular hole opening, and an arc-shaped groove is opened on the side, which is more in line with the force transmission path of the connector. The weak position in the middle is beneficial to the plastic development of the steel plate, avoiding the increase of the load at the connector and protecting the component from bearing excessive load.

[0057] In the present invention, steel bars and post-cast concrete sections can be arranged on the upper part of the H-shaped steel and concrete beam, which is beneficial to the installation of prefabricated floor slabs. While reducing the construction period and on-site casting procedures, it meets the requirements of modern green prefabricated building construction.

[0058] An installation method for an assembled replaceable energy-dissipating hybrid connection joint of the present invention includes the following processes, mainly divided into: factory prefabrication of components, on-site erection of concrete-filled steel tubular columns, hoisting of precast concrete beams, and on-site overall installation.

[0059] (1) Factory prefabrication of specimens

[0060] When the factory fabricates the precast concrete beam, the precast H-shaped steel 8 is installed at the end of the beam. The precast H-shaped steel 8 is welded through the longitudinal bars 10 and stirrups 11 to ensure that the load borne by the beam is transferred to the precast H-shaped steel 8, and then the precast concrete 4 is poured. In order to simplify the construction process, a high-strength bolt 14 is used to fix an energy-dissipating connector 6 in advance at the top of the H-shaped steel 8. When the factory prefabricates the high-strength concrete-filled square steel tubular column, first the steel pipe 2 is erected, holes are made at the positions where the longitudinal bars 13 are set, then the ring plate 3 and the column-end H-shaped steel 12 are welded to the surface of the steel pipe 2, the extended parts of the longitudinal bars 13 are welded to the surface of the ring plate 3, and then the core high-strength concrete 1 and part of the concrete 7 are poured, and the high-strength bolt 14 is tightened to fix the energy-dissipating connector 6 at the bottom to the column-end H-shaped steel 12.

[0061] (2) On-site erection of concrete-filled steel tubular columns

[0062] The fabricated concrete-filled steel tubular column in the factory is hoisted onto the on-site foundation, and the bottom of the concrete-filled steel tubular column can be fixed by high-strength bolts.

[0063] (3) Hoisting of precast (prestressed) concrete beams

[0064] The precast concrete beam component is transported from the factory to the construction site for hoisting, placed on the surface of the energy-dissipating connector 6, and the pin shaft 5 is quickly passed through the column-end H-shaped steel 12 and the precast H-shaped steel 8 to prevent it from being bent due to bearing a large vertical load for a long time.

[0065] (4) On-site overall installation

[0066] The pin shaft is fixed by the ear plate so that it can rotate while bearing the shear force at the joint part, and the energy-dissipating connectors 6 at the column end and the beam end are fixed by high-strength bolts 14 to achieve the common force transmission between the beam and the column.

[0067] An assembled replaceable energy-dissipating hybrid connection joint of the present invention can improve the construction efficiency by adopting a completely assembled installation. The connection method of the pin shaft can improve the use efficiency of the machinery. The setting of the energy-dissipating connector can ensure that the joint or the frame structure has good seismic performance and achieve the goal of being repairable.

[0068] The high-strength steel and high-strength concrete used in the high-strength thin-walled concrete-filled square steel tube can overcome the problem of excessive cross-sections caused by insufficient strength of traditional materials. Moreover, the high-strength steel has a greater confinement effect on the core concrete, which can give full play to the bearing capacity of high-strength materials and is beneficial to reducing problems such as the use of building materials and excessive construction costs. This type of joint with a pin connection form can achieve convenient construction after rapid hoisting and improve the construction efficiency of on-site machinery. Setting the force transfer mode of the ring plate - steel plate - longitudinal reinforcement in the joint core area is beneficial to improving the overall performance of the structure. The energy dissipation connectors provided on the precast concrete beam are beneficial to improving the seismic performance of the frame.

[0069] The assembled replaceable energy dissipation hybrid connection joint provided by the present invention meets the requirements of the assembly rate for the construction of today's assembled structures and can effectively overcome problems such as large cross-section design, low bearing capacity, low construction efficiency, long maintenance period, and poor seismic performance of traditional cast-in-place or fully assembled concrete-filled steel tube columns - concrete beams. Adopting a new cross-section form and joint structure scheme can effectively improve the construction efficiency and structural performance of the new hybrid structure of concrete-filled steel tube columns - precast concrete beams, and has good economic benefits and technical advantages in the application of modern civil buildings, industrial buildings, special buildings, and other multi-story important buildings.

[0070] The present invention provides an assembled replaceable energy dissipation hybrid connection joint, which can overcome the problem of excessive cross-sections caused by insufficient strength of traditional materials. Moreover, the high-strength steel has a greater confinement effect on the core concrete, which can give full play to the bearing capacity of high-strength materials and is beneficial to reducing problems such as the use of building materials and excessive construction costs.

Claims

1. An assembled replaceable energy-dissipating hybrid connection joint, characterized in that, It includes concrete-filled steel tube, precast concrete beam and energy dissipation connector (6); The concrete-filled steel tube includes high-strength concrete (1) and steel tube (2). High-strength concrete (1) is poured into the steel tube (2) to form the concrete-filled steel tube. At the outside of the concrete-filled steel tube, column-end H-shaped steel (12) is provided, and part of the concrete (7) is poured on the side of the column-end H-shaped steel (12); The precast concrete beam includes precast concrete (4), precast H-shaped steel (8) and longitudinal reinforcement (10); The longitudinal reinforcement (10) is fixed at the flange part of the precast H-shaped steel (8), and after pouring the precast concrete (4), the precast concrete beam is formed; H-shaped steel webs (9) are provided on both the precast H-shaped steel (8) and the column-end H-shaped steel (12), and the H-shaped steel webs (9) are connected by a pin shaft (5); The energy dissipation connector (6) is connected to the column-end H-shaped steel (12) and the precast H-shaped steel (8) by high-strength bolts (14); A ring plate (3) is provided at the outside of the concrete-filled steel tube, and the column-end H-shaped steel (12) is fixed on the ring plate (3); the ring plate (3) is welded to the outer surface of the steel tube (2); A through longitudinal reinforcement (13) is provided inside the concrete-filled steel tube, and the through longitudinal reinforcement (13) passes through the concrete-filled steel tube and connects to the flange part of the column-end H-shaped steel (12); The longitudinal reinforcement (10) is fixed and welded to the flange part of the precast H-shaped steel (8) by stirrups (11).

2. The prefabricated replaceable energy-dissipating hybrid connection joint according to claim 1, characterized in that The ring plate (3) is welded to the outer surface of the steel tube (2).

3. The prefabricated replaceable energy-dissipating hybrid connection joint according to claim 1, characterized in that, Multiple circular holes are provided in the middle part of the energy dissipation connector (6), and arc-shaped notches are provided on both sides of the middle part.

4. The prefabricated replaceable energy-dissipating hybrid connection joint according to claim 1, wherein, The strength grade of the steel tube (2) is not lower than Q460.

5. A prefabricated replaceable energy-dissipating hybrid connection joint according to claim 1, wherein The strength grade of the high-strength concrete (1) is not lower than C60.

6. An installation method for an assembled replaceable energy-dissipating hybrid connection joint, characterized in that, For an assembled replaceable energy dissipation hybrid connection joint according to any one of claims 1-5, it includes the following process Fix the longitudinal reinforcement (10) on the precast H-shaped steel (8), and pour the precast concrete (4); Fix an energy dissipation connector (6) on the top of the precast H-shaped steel (8) by high-strength bolts (14); Fix the column-end H-shaped steel (12) on the steel tube (2), and pour the high-strength concrete (1) and part of the concrete (7); Fix an energy dissipation connector (6) on the bottom of the column-end H-shaped steel (12) by high-strength bolts (14); Pass the pin shaft (5) through the H-shaped steel webs (9) on the column-end H-shaped steel (12) and the precast H-shaped steel (8) for fixation; Mutually fix the energy dissipation connectors (6) on the precast H-shaped steel (8) and the column-end H-shaped steel (12) by high-strength bolts (14).

7. The installation method of an assembled replaceable energy-dissipating hybrid connection node according to claim 6, characterized in that, Erect the steel tube (2), make a hole at the position where the through longitudinal reinforcement (13) is provided, then weld the ring plate (3) and the column-end H-shaped steel (12) to the surface of the steel tube (2), weld the protruding part of the through longitudinal reinforcement (13) to the surface of the ring plate (3), and pour the high-strength concrete (1) and part of the concrete (7).

Images