Externally-attached tough energy-dissipation frame structure suitable for existing building and assembling method of externally-attached tough energy-dissipation frame structure

Abstract

The invention relates to an externally-attached tough energy-dissipation frame structure suitable for an existing building and an assembling method thereof.The externally-attached tough energy-dissipation frame structure comprises an externally-attached frame used for reinforcing an original frame, and the externally-attached frame comprises a prefabricated reinforced concrete beam, a prefabricated reinforced concrete column and an energy-dissipation connecting piece used for connecting the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column; the energy dissipation connecting piece sequentially comprises a buckling restrained steel plate system and a rotating friction hinge system from top to bottom, through steel bar planting hole channels I are evenly formed in the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, and steel bar planting hole channels II are formed in the positions, corresponding to the steel bar planting hole channels I in the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, of the original frame. Screw rods are inserted into the steel bar planting hole channels I and the steel bar planting hole channels II to achieve fixed connection of the externally-attached frame and the original frame, a multi-stage earthquake defense mechanism is established through a parallel working mode of a buckling restrained steel plate system and a rotating friction hinge system in the externally-attached ductile frame structure, and multi-target collaborative energy dissipation and shock absorption control over the building structure is achieved.

Description

Technical Field

[0001] The present invention belongs to the field of seismic reinforcement of civil engineering, and relates to an externally attached toughness energy dissipation frame structure applicable to existing buildings and an assembly method thereof, and in particular to an interface reinforcement connection method applicable to existing structures and assembled externally attached substructures. Background Art

[0002] In the context of urban renewal policies, the renovation and reinforcement of older buildings has become a major issue. Due to their age, the strength of materials may have declined, joints may have aged, and lower design standards may have led to insufficient seismic performance, making it difficult to meet the requirements of modern seismic standards.

[0003] Additional substructure reinforcement is to use the collaborative working mechanism of the additional substructure and the original structure to enhance the overall seismic resistance of the original structure, or change the plane and facade stiffness distribution of the original structure, thereby improving the stress state and deformation mode of the original structure, thereby improving the overall seismic performance of the structure. It is a reinforcement method at the structural system level.

[0004] However, the existing additional substructure's single energy-dissipating structure makes it difficult to meet the seismic performance requirements under earthquakes of varying intensities. Furthermore, the existing connection method between the existing structure and the additional substructure requires extensive interfacial rebar installation, and the existing structure's internal defects are unknown. This results in a massive amount of rebar installation work at the interface between the new and old structures, and makes it difficult to ensure interfacial shear strength. Summary of the Invention

[0005] In view of this, the present invention provides an externally attached tough energy-absorbing frame structure suitable for existing buildings and its assembly method in order to solve the problems that the existing additional integral substructure energy-absorbing structure is single and difficult to meet the seismic performance requirements under earthquakes of different intensities, and the amount of embedded reinforcement at the connection interface between the new and old structures is large and the shear strength of the interface is difficult to ensure.

[0006] In order to achieve the above object, the present invention provides the following technical solutions:

[0007] The invention discloses an externally attached tough energy-absorbing frame structure suitable for existing buildings, comprising an externally attached frame for reinforcing an original frame, wherein the externally attached frame comprises precast reinforced concrete beams, precast reinforced concrete columns and energy-absorbing connectors for connecting the precast reinforced concrete beams and the precast reinforced concrete columns, wherein the energy-absorbing connectors comprise, from top to bottom, a buckling-restrained steel plate system for absorbing energy under large deformation and a rotational friction hinge system for absorbing energy under small deformation, and the precast reinforced concrete beams and the precast reinforced concrete columns are uniformly provided with penetrating rebar holes I, and the original frame is provided with rebar holes II corresponding to the rebar holes I on the precast reinforced concrete beams and the precast reinforced concrete columns, and screws are inserted into the rebar holes I and the rebar holes II to achieve fixed connection between the externally attached frame and the original frame.

[0008] Furthermore, the buckling restraint steel plate system includes a dog-bone inner core steel plate, out-of-plane restraint plates respectively arranged on the upper and lower sides of the inner core steel plate, and connecting end plates fixedly connected to the left and right sides of the inner core steel plate, and the connecting end plates are used to connect with the corresponding precast reinforced concrete beams and precast reinforced concrete columns.

[0009] Furthermore, a through hole is provided in the middle of the core steel plate, into which a filler plate is slidably connected. The filler plate's width matches the through hole's width, but its length is shorter than the through hole, ensuring a gap between the filler plate and the through hole to facilitate displacement of the core steel plate. Beneficial Effect: The filler plate limits lateral movement of the core steel plate.

[0010] Furthermore, the through hole is a waist-shaped hole.

[0011] Furthermore, stiffening ribs are provided at both ends of the inner core steel plate, and slots adapted to the stiffening ribs are provided on the outer out-of-plane constraint plate at positions corresponding to the stiffening ribs.

[0012] Furthermore, lateral constraint plates are provided on both sides of the front and rear of the middle position of the inner core steel plate. A gap is left between the left and right sides of the lateral constraint plates and the inner core steel plate to facilitate the displacement of the inner core steel plate. Bolt holes are opened at corresponding positions on the lateral constraint plates and the out-of-plane constraint plates. High-strength bolts are inserted into the bolt holes to assemble the inner core steel plate, lateral constraint plates and out-of-plane constraint plates into one.

[0013] Furthermore, the rotary friction hinge system includes double L-shaped ear plates and T-shaped ear plates that are used to connect with corresponding prefabricated reinforced concrete beams and prefabricated reinforced concrete columns and can be plugged into each other. After the double L-shaped ear plates and T-shaped ear plates are plugged into each other, pin holes are opened at corresponding positions to facilitate the insertion of pin shafts. Several rows of arc-shaped grooves are opened on the vertical plate of the T-shaped ear plate. Circular bolt holes corresponding to the arc-shaped grooves are reserved on the vertical plate corresponding to the double L-shaped ear plate, and pre-tightening bolts are installed in the circular bolt holes to facilitate sliding in the arc-shaped grooves.

[0014] Furthermore, the pre-tightening bolts on the outside of the T-shaped lug risers are fitted with friction plates made of metal alloy or fiber-reinforced organic material, while the pre-tightening bolts on the outside of the double L-shaped lug risers are fitted with disc springs and secured with nuts. Beneficial Effect: Both the friction plates and disc springs ensure stable energy dissipation during relative rotation between the double L-shaped and T-shaped lugs.

[0015] Furthermore, steel plate connecting frames are fixedly installed at the precast reinforced concrete beams and precast reinforced concrete columns where the energy-absorbing connectors are installed. The steel plate connecting frames are fixedly connected to the corresponding connecting end plates, double L-shaped ear plates and T-shaped ear plates by bolt fasteners.

[0016] An assembly method for an externally attached toughness energy dissipation frame structure applicable to an existing building comprises the following steps:

[0017] S1. Existing structure interface treatment

[0018] S11. Drill holes in the outer surface of the existing structural beams and columns, inject rebar glue, and then insert screws;

[0019] S12. When the anchoring glue reaches the designed strength, a friction cover plate is placed on the screw rod and bolts are used to apply pre-tightening force to the contact surface between the friction cover plate and the existing structure;

[0020] The shear resistance of the interface between the existing frame and the attached frame is reinforced by a preloaded friction cover. This preload increases the effective extrusion contact area between the interfacial rebar and the concrete, increasing the shear strength of each rebar and reducing the number of rebars required.

[0021] S2. Assembly of energy-consuming connection components

[0022] S21, assembling the buckling restraint steel plate system: assemble the inner core steel plate with the out-of-plane restraint plate and the in-plane lateral restraint plate and filler plate using bolts;

[0023] S22. Assemble the rotating friction hinge system. Complete the assembly of the ear plates, friction plates, high-strength bolts, and disc springs on both sides. Apply pre-tightening force to the high-strength bolts.

[0024] S3. Construction of external toughness frame

[0025] S31. Precast reinforced concrete beams and columns are prefabricated in a factory. The connections between the precast reinforced concrete beams and columns are equipped with steel plate connecting frames that are integrated with the components. The steel plate connecting frames are welded to the steel bars inside the components.

[0026] S32. Erect a full-length precast reinforced concrete column and securely anchor it to the externally attached flexible frame foundation. Place temporary isolation pads between the new and old components to reserve a certain width for grouting. Then, install a gasket with an air hole and a nut at the free end of the screw to temporarily secure the precast reinforced concrete column.

[0027] S33. Connect the rotary friction hinge system to the steel plate connecting frame on the precast reinforced concrete column using bolt fasteners;

[0028] S34. Hoist the precast reinforced concrete beams in sequence and connect them to the nodes of the friction hinge system using bolt fasteners. Then, temporarily secure them by installing gaskets with air holes and nuts at the free ends of the screws in the same manner as for the precast reinforced concrete columns.

[0029] S35. Install the buckling restrained steel plate system at the beam-column joints in sequence and connect them with bolt fasteners;

[0030] S4. Interface processing between new and old structures

[0031] S41. Use templates to seal the sides and bottom of the reserved grouting joints, and then use high-flow grouting material to perform pressure injection from the bottom of the grouting joints;

[0032] S42. During the pouring process, observe whether there is slurry overflow from the reserved hole of the air hole gasket at the free end of the prefabricated component. If there is slurry overflow, it means that the reserved hole of the prefabricated component is filled;

[0033] S43. After the grouting material reaches the designed strength, remove the blocking formwork to complete the reinforcement.

[0034] The beneficial effects of the present invention are:

[0035] 1. The present invention discloses an externally attached toughness energy-absorbing frame structure suitable for existing buildings. In the buckling restraint steel plate system, gaps are retained between the inner core steel plate and the outer out-of-plane restraint plate, the lateral restraint plates on the front and rear sides, and the filler plate. Under vibration, the inner core steel plate can fully undergo tensile and compressive deformation to provide additional structural energy absorption capacity. At the same time, the friction plate in the rotating friction hinge system, which is pre-tightened by the pre-tightening bolts, can rotate around the pin shaft along the arc groove trajectory. During the movement, the friction between the friction plate and the surface of the T-shaped steel plate generates heat to further dissipate the seismic energy. The parallel working mode of the buckling restraint steel plate system and the rotating friction hinge system establishes a clear multi-level earthquake defense mechanism, which can meet the multi-target seismic performance requirements under earthquakes of different intensities and realize multi-target coordinated energy dissipation and shock absorption control of building structures.

[0036] 2. The present invention discloses an externally attached tough energy-dissipating frame structure suitable for existing buildings. The buckling-restrained steel plate system for dissipating energy under large deformation and the rotational friction hinge system for dissipating energy under small deformation are connected with prefabricated reinforced concrete beams and prefabricated reinforced concrete columns using an assembled connection method. This facilitates the maintenance and replacement of energy-dissipating components after an earthquake, and the fully assembled connection improves the construction efficiency of disassembly and replacement.

[0037] 3. The present invention discloses a method for reinforcing the interface connection between an existing structure and an assembled external sub-structure. Rebar planting holes II are evenly drilled on the reinforced concrete beams and columns of the original frame to be reinforced, and rebar planting holes I are opened on the precast reinforced concrete beams and precast reinforced concrete columns. The same screw is implanted. After the slurry at the interface connection between the new and old structures solidifies, a grouting layer is formed. A friction plate is sleeved on the screw on the surface side of the existing structure and a pre-tightening force is applied by bolts. A gasket with an air hole is sleeved on the screw on the surface side of the precast component. The friction plate applying the pre-tightening force increases the interface rebar and the concrete of the existing structure. The effective extrusion contact area increases the shear resistance of a single rebar, effectively reduces the number of anchor bolts required, and improves the assembly tolerance of prefabricated components. The improvement in the shear interface bearing capacity of the existing structure promotes the effective transfer of the weak interface to the shear interface of the prefabricated component. The reliable quality control of the prefabricated component can ensure that the shear bearing capacity of the interface meets the design requirements. In addition, the introduction of friction plates on the surface of the existing structure improves the shear bearing capacity, reduces the need to make rough interfaces on the connection interfaces of the existing structure, and eliminates the adverse impact of roughening the concrete of the existing structure on the environment during the reinforcement construction of the external sub-structure.

[0038] Other advantages, objects, and features of the present invention will be described in part in the following description and, in part, will be apparent to those skilled in the art upon examination of the following description or may be learned from practice of the present invention. The objects and other advantages of the present invention may be realized and obtained through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] In order to make the purpose, technical solutions and advantages of the present invention more clear, the present invention will be described in detail below with reference to the accompanying drawings, in which:

[0040] Figure 1 This is a schematic structural diagram of an externally attached tough energy dissipation frame structure applicable to an existing building according to the present invention;

[0041] Figure 2 This is a top view of the externally attached tough energy dissipation frame structure of an existing building applicable to the present invention;

[0042] Figure 3 For the present invention Figure 1 Assembly drawings of precast reinforced concrete beams and precast reinforced concrete columns;

[0043] Figure 4 For the present invention Figure 3 Exploded diagram of the medium energy dissipation connector;

[0044] Figure 5 For the present invention Figure 4 Structural diagram of the rotating friction hinge system;

[0045] Figure 6For the present invention Figure 4 6a is a schematic diagram of the assembled friction hinge system, and 6b is an exploded view of the friction hinge system;

[0046] Figure 7 For the present invention Figure 4 Structural diagram of the moderate buckling restrained steel plate system;

[0047] Figure 8 For the present invention Figure 4 Assembly drawing of the buckling-restrained steel plate system; 8a is a schematic diagram of the assembled structure of the buckling-restrained steel plate system, and 8b is an exploded view of the buckling-restrained steel plate system;

[0048] Figure 9 For the present invention Figure 3 Schematic diagram of the forces acting on the medium energy dissipation connector;

[0049] Figure 10 This is an ideal bending moment-rotation angle curve diagram of the externally attached toughness energy dissipation frame structure applicable to existing buildings of the present invention;

[0050] Figure 11 This is a flow chart of the interface connection between the old and new structures of an existing building and an externally attached tough energy-absorbing frame structure applicable to the present invention;

[0051] Figure 12 For the present invention Figure 11 Schematic diagram of the middle friction cover plate;

[0052] Figure 13 For the present invention Figure 11 Schematic diagram of the gasket with air holes;

[0053] Figure 14 This is a flow chart of the installation of an externally attached frame in the assembly method of an externally attached tough energy-absorbing frame structure applicable to existing buildings of the present invention; wherein 14a is a schematic diagram of the original frame, 14b is a schematic diagram of 14a after precast reinforced concrete columns are installed, 14c is a schematic diagram of 14b after a rotating friction hinge system is installed, and 14d is a schematic diagram of 14c after a buckling-restrained steel plate system and precast reinforced concrete beams are installed.

[0054] Figure numerals: original frame 1, external frame 2, precast reinforced concrete beam 3, precast reinforced concrete column 4, buckling restraint steel plate system 5, inner core steel plate 51, out-of-plane restraint plate 52, connecting end plate 53, filling plate 54, stiffening rib 55, slot 56, lateral restraint plate 57, rotational friction hinge system 6, double L-shaped ear plate 61, T-shaped ear plate 62, pin 63, arc-shaped slot 64, pin hole 65, friction plate 66, disc spring 67, pre-tightening bolt 68, anchor bolt channel I 7, anchor bolt channel II 8, screw 9, friction cover plate 10, grouting material 11, formwork 12, steel plate connecting frame 13, gasket with air vent 14. DETAILED DESCRIPTION

[0055] The following describes the embodiments of the present invention by means of specific examples, and those skilled in the art can easily understand other advantages and effects of the present invention from the contents disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and the details in this specification can also be modified or changed in various ways based on different viewpoints and applications without departing from the spirit of the present invention. It should be noted that the illustrations provided in the following embodiments are only schematic illustrations of the basic concept of the present invention, and the following embodiments and features in the embodiments can be combined with each other without conflict.

[0056] like Figures 1-8 The shown structure is an externally attached tough energy-dissipating frame suitable for existing buildings, comprising an externally attached frame 2 for reinforcing an original frame 1, the externally attached frame 2 comprising precast reinforced concrete beams 3, precast reinforced concrete columns 4, and energy-dissipating connectors for connecting the precast reinforced concrete beams 3 and precast reinforced concrete columns 4, wherein the energy-dissipating connectors comprise, from top to bottom, a buckling-restrained steel plate system 5 for dissipating energy under large deformation and a rotational friction hinge system 6 for dissipating energy under small deformation.

[0057] Reference Figure 7-8 The buckling restraint steel plate system 5 includes a dog-bone inner core steel plate 51, out-of-plane restraint plates 52 respectively arranged on the upper and lower sides of the inner core steel plate 51, and connecting end plates 53 fixedly connected to the left and right sides of the inner core steel plate 51. The connecting end plates 53 are used to connect with the corresponding precast reinforced concrete beams 3 and precast reinforced concrete columns 4. A through hole is provided in the middle of the inner core steel plate 51, and a filling plate 54 is slidably connected in the through hole. The width of the filling plate 54 is adapted to the width of the through hole, and its length is less than the length of the through hole, ensuring that there is a gap between the filling plate 54 and the through hole to facilitate the displacement of the inner core steel plate 51. The filling plate 54 is used to limit the lateral movement of the inner core steel plate 51. The through hole is a waist-shaped hole. Stiffening ribs 55 are provided at both ends of the core steel plate, and a slot 56 adapted to the stiffening rib 55 is provided on the outer out-of-plane restraint plate 52 at a position corresponding to the stiffening rib 55. Lateral constraint plates 57 are provided on both the front and rear sides of the middle position of the inner core steel plate 51. A gap is left between the left and right sides of the lateral constraint plates 57 and the inner core steel plate 51 to facilitate the displacement of the inner core steel plate 51. Bolt holes are opened at corresponding positions on the lateral constraint plates 57 and the out-of-plane constraint plates 52. High-strength bolts are inserted into the bolt holes to assemble the inner core steel plate 51, the lateral constraint plates 57 and the out-of-plane constraint plates 52 into one.

[0058] Reference Figure 5-6The rotary friction hinge system 6 includes a double L-shaped ear plate 61 and a T-shaped ear plate 62 for connecting with the corresponding precast reinforced concrete beams 3 and precast reinforced concrete columns 4 and being plugged into each other. After the double L-shaped ear plate 61 and the T-shaped ear plate 62 are plugged into each other, pin holes 65 for facilitating the insertion of the pin shaft 63 are opened at corresponding positions. Two rows of arc grooves 64 are opened on the vertical plate of the T-shaped ear plate 62. Circular bolt holes corresponding to the arc grooves 64 are reserved on the vertical plate corresponding to the double L-shaped ear plate 61. Pre-tightening bolts 68 that are convenient for sliding in the arc grooves 64 are installed in the circular bolt holes. Two pre-tightening bolts 68 are adapted for each row of arc grooves 64. The pre-tightening bolts 68 on the outer side of the vertical plate of the T-shaped ear plate 62 are fitted with a friction plate 66 made of metal alloy or fiber-reinforced organic material, and a circular bolt hole is provided on the friction plate 66. The pre-tightening bolts 68 on the outer side of the vertical plate of the double L-shaped ear plate 61 are fitted with a disc spring 67 and fixed with a nut. The friction plate 66 and the disc spring 67 both ensure that the double L-shaped ear plate 62 and the T-shaped ear plate 61 exhibit stable energy consumption during relative rotation.

[0059] The precast reinforced concrete beams 3 and precast reinforced concrete columns 4 where the energy dissipation connectors are installed are fixedly installed with steel plate connecting frames 13, which are fixedly connected to the corresponding connecting end plates 53, double L-shaped ear plates 62, and T-shaped ear plates 61 by bolt fasteners.

[0060] Reference Figure 7-Figure 8 The buckling restrained steel plate system 5 is centered on the yield section formed by the waist-shaped part of the inner core steel plate 51, and the two sides are divided into transition sections and connection sections in sequence.

[0061] Reference Figure 9-10 Under the action of an earthquake, the external frame 2 undergoes lateral displacement along with the existing main original frame 1. When relative rotation occurs between the precast reinforced concrete beam 3 and the precast reinforced concrete column 4, the friction energy dissipation hinge system 6 reaches the starting point and enters the rotation energy dissipation stage, providing the structure with seismic energy dissipation under small displacement. When the relative rotation between the precast reinforced concrete beam 3 and the precast reinforced concrete column 4 continues to increase, the deformation of the inner core steel plate 51 in the buckling restrained steel plate system 5 increases accordingly. When the yield strength of the inner core steel plate 51 is reached, the buckling restrained steel plate system 5 no longer provides greater lateral resistance and instead dissipates seismic energy through its own excellent deformation capacity. Through the parallel coordinated operation of the friction energy dissipation hinge system 6 and the buckling restrained energy dissipation steel plate system 5, the external frame 2 establishes a multi-level earthquake defense mechanism for the original structure 1. The external frame 2 adopts a reasonable design method coordinated with the earthquake level, which can achieve multi-objective coordinated energy dissipation and seismic control of the building structure.

[0062] Reference Figure 11-13The precast reinforced concrete beams 3 and precast reinforced concrete columns 4 are evenly provided with penetrating rebar embedding holes I 7, and the original frame 1 corresponding to the rebar embedding holes I 7 on the precast reinforced concrete beams 3 and precast reinforced concrete columns 4 is provided with non-penetrating rebar embedding holes II 8. Screws 9 are inserted into the rebar embedding holes I 7 and the rebar embedding holes II 8 to realize the fixed connection between the external frame 2 and the original frame 1.

[0063] An assembly method for an externally attached toughness energy dissipation frame structure applicable to an existing building comprises the following steps:

[0064] S1. Existing structure interface treatment

[0065] S11, after drilling holes on the outer surface of the existing structural beams and columns, inject rebar glue, and then insert the screw 9;

[0066] S12. When the anchoring glue reaches the designed strength, a friction cover plate is placed over the screw 9 and a pre-tightening force is applied to the contact surface between the friction cover plate 10 and the existing structure using bolts;

[0067] S2. Assembly of energy-consuming connection components

[0068] S21, assembling the buckling restraint steel plate system 5, assembling the inner core steel plate 51 with the out-of-plane restraint plate 52 and the in-plane lateral restraint plate 57 and filler plate 54 by bolts;

[0069] S22, assemble the rotating friction hinge system 6, complete the assembly of the ear plates on both sides, the friction plate 66, the high-strength bolts and the disc spring 67, and apply pre-tightening force to the high-strength bolts;

[0070] S3. Reference Figure 14 , external toughness frame construction

[0071] S31, precast reinforced concrete beams 3 and precast reinforced concrete columns 4 are prefabricated in the factory. The connection parts of the precast reinforced concrete beams and columns are all equipped with steel plate connecting frames 13 made integrally with the components. The steel plate connecting frames 13 are welded to the steel bars inside the components.

[0072] S32. Erect the full-length precast reinforced concrete column 4 and securely anchor it to the externally attached flexible frame foundation. Place temporary isolation pads between the new and old components to reserve a certain width for grouting. Then, install a gasket 14 with an air hole at the free end of the screw 9 and temporarily secure the precast reinforced concrete column 4 with a nut.

[0073] S33, connecting the rotary friction hinge system 6 to the steel plate connecting frame 13 on the precast reinforced concrete column 4 by means of bolt fasteners;

[0074] S34. Hoist the precast reinforced concrete beams 3 in sequence and connect them to the nodes of the rotating friction hinge system 6 using bolt fasteners. Then, use the same method as for the precast reinforced concrete columns 4 to temporarily secure the precast reinforced concrete beams 3 by installing gaskets 14 with air holes and bolts at the free ends of the screw rods 9.

[0075] S35, sequentially install the buckling restrained steel plate system 5 at the beam-column nodes and connect them with bolt fasteners;

[0076] S4. Interface processing between new and old structures

[0077] S41, the side and bottom surfaces of the reserved grouting joint are sealed with a template 12, and then a high-flow grouting material 11 is pressure-injected from the bottom of the grouting joint;

[0078] S42. During the pouring process, observe whether there is slurry overflowing from the reserved hole of the air hole gasket 14 at the free end of the prefabricated component. If there is slurry overflowing, it means that the reserved hole of the prefabricated component is filled;

[0079] S43. After the grouting material 11 reaches the designed strength, the blocked formwork is removed to complete the reinforcement.

[0080] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not limiting. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical solutions of the present invention can be modified or replaced by equivalents without departing from the purpose and scope of the technical solutions, which should all be included in the scope of the claims of the present invention.

Claims

1. An externally attached toughness energy dissipation frame structure suitable for existing buildings, characterized by: It includes an external frame for reinforcing the original frame, the external frame includes precast reinforced concrete beams, precast reinforced concrete columns and energy-absorbing connectors for connecting the precast reinforced concrete beams and precast reinforced concrete columns, wherein the energy-absorbing connectors include, from top to bottom, a buckling-restrained steel plate system for absorbing energy under large deformation and a rotational friction hinge system for absorbing energy under small deformation, the precast reinforced concrete beams and precast reinforced concrete columns are evenly provided with through-rebar holes I, and the original frame corresponding to the rebar holes I on the precast reinforced concrete beams and precast reinforced concrete columns is provided with rebar holes II, and screws are inserted in the rebar holes I and II to realize the fixed connection between the external frame and the original frame.

2. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 1, characterized in that: The buckling restraint steel plate system includes a dog-bone inner core steel plate, out-of-plane restraint plates respectively arranged on the upper and lower sides of the inner core steel plate, and connecting end plates fixedly connected to the left and right sides of the inner core steel plate, and the connecting end plates are used to connect with corresponding precast reinforced concrete beams and precast reinforced concrete columns.

3. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 2, characterized in that: A through hole is opened in the middle of the inner core steel plate, and a filling plate is slidably connected in the through hole. The width of the filling plate is adapted to the width of the through hole, and its length is smaller than the length of the through hole, ensuring that there is a gap between the filling plate and the through hole to facilitate the displacement of the inner core steel plate.

4. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 3, characterized in that: The through hole is a waist-shaped hole.

5. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 2, characterized in that: Both ends of the inner core steel plate are provided with stiffening ribs, and slots adapted to the stiffening ribs are provided on the outer out-of-plane constraint plate at positions corresponding to the stiffening ribs.

6. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 3, characterized in that: Lateral constraint plates are provided on both sides of the front and rear of the middle part of the inner core steel plate. A gap is left between the left and right sides of the lateral constraint plates and the inner core steel plate to facilitate the displacement of the inner core steel plate. Bolt holes are opened at corresponding positions on the lateral constraint plates and the out-of-plane constraint plates. High-strength bolts are inserted into the bolt holes to assemble the inner core steel plate, lateral constraint plates and out-of-plane constraint plates into one.

7. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 6, characterized in that: The rotary friction hinge system includes double L-shaped ear plates and T-shaped ear plates that are used to connect with corresponding prefabricated reinforced concrete beams and prefabricated reinforced concrete columns and can be plugged into each other. After the double L-shaped ear plates and T-shaped ear plates are plugged into each other, pin holes are opened at corresponding positions to facilitate the insertion of pin shafts. Several rows of arc-shaped grooves are opened on the vertical plates of the T-shaped ear plates. Circular bolt holes corresponding to the arc-shaped grooves are reserved on the vertical plates corresponding to the double L-shaped ear plates, and pre-tightening bolts are installed in the holes to facilitate sliding in the arc-shaped grooves.

8. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 7, characterized in that: The pre-tightening bolts on the outside of the T-shaped ear plate vertical plate are covered with friction plates made of metal alloy or fiber-reinforced organic material, and the pre-tightening bolts on the outside of the double L-shaped ear plate vertical plate are covered with disc springs and fixed with nuts.

9. The externally attached tough energy dissipation frame structure applicable to existing buildings as claimed in claim 7, characterized in that: The precast reinforced concrete beams and precast reinforced concrete columns where the energy-absorbing connectors are installed are fixedly installed with steel plate connecting frames, which are fixedly connected to the corresponding connecting end plates, double L-shaped ear plates and T-shaped ear plates by bolt fasteners.

10. The method for assembling an externally attached tough energy dissipation frame structure applicable to an existing building as claimed in claim 8, characterized in that: The following steps are involved: S1. Existing structure interface treatment S11. Drill holes in the outer surface of the existing structural beams and columns, inject rebar glue, and then insert screws; S12. When the anchoring glue reaches the designed strength, a friction cover plate is placed on the screw rod and bolts are used to apply pre-tightening force to the contact surface between the friction cover plate and the existing structure; S2. Assembly of energy-consuming connection components S21, assembling the buckling restraint steel plate system: assemble the inner core steel plate with the out-of-plane restraint plate and the in-plane lateral restraint plate and filler plate using bolts; S22. Assemble the rotating friction hinge system. Complete the assembly of the ear plates, friction plates, high-strength bolts, and disc springs on both sides. Apply pre-tightening force to the high-strength bolts. S3. Construction of external toughness frame S31. Precast reinforced concrete beams and columns are prefabricated in a factory. The connections between the precast reinforced concrete beams and columns are equipped with steel plate connecting frames that are integrated with the components. The steel plate connecting frames are welded to the steel bars inside the components. S32. Erect a full-length precast reinforced concrete column and securely anchor it to the externally attached flexible frame foundation. Place temporary isolation pads between the new and old components to reserve a certain width for grouting. Then, install a gasket with an air hole and a nut at the free end of the screw to temporarily secure the precast reinforced concrete column. S33. Connect the rotary friction hinge system to the steel plate connecting frame on the precast reinforced concrete column using bolt fasteners; S34. Hoist the precast reinforced concrete beams in sequence and connect them to the nodes of the friction hinge system using bolt fasteners. Then, temporarily secure them by installing gaskets with air holes and nuts at the free ends of the screw rods of the precast reinforced concrete beams in the same manner as for the precast reinforced concrete columns. S35. Install the buckling restrained steel plate system at the beam-column joints in sequence and connect them with bolt fasteners; S4. Interface processing between new and old structures S41. Use templates to seal the sides and bottom of the reserved grouting joints, and then use high-flow grouting material to perform pressure injection from the bottom of the grouting joints; S42. During the pouring process, observe whether there is slurry overflow from the reserved hole of the air hole gasket at the free end of the prefabricated component. If there is slurry overflow, it means that the reserved hole of the prefabricated component is filled; S43. After the grouting material reaches the designed strength, remove the blocking formwork to complete the reinforcement.

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