A seismic toughness assembled concrete frame structure and construction method thereof

Abstract

The present invention provides a seismic toughness prefabricated concrete frame structure and a construction method thereof. The frame structure includes prefabricated solid columns, prefabricated composite beams, notched T-shaped shear connectors and buckling-resistant energy-absorbing connecting plates; the prefabricated composite beams are connected to the prefabricated solid columns, and the prefabricated composite beams include prefabricated composite middle beams and prefabricated composite cantilever beams arranged on both sides of the prefabricated composite middle beams; the tops of the prefabricated composite cantilever beams and the prefabricated composite middle beams are connected by notched T-shaped shear connectors, and the notches in the notched T-shaped shear connectors are located at the zero point of the bending moment under the vertical load of the frame structure; the sides of the prefabricated composite cantilever beams and the prefabricated composite middle beams are connected by buckling-resistant energy-absorbing connecting plates. The present invention adopts a suspended rotating energy-absorbing mechanism, which has the advantages of simple construction and installation, weak floor effect, controllable component damage, sufficient energy-absorbing capacity, efficient post-earthquake repair and significant economic benefits.

Description

Technical Field

[0001] The present invention relates to the field of earthquake resistance of building structures, and in particular to an earthquake-resistant toughness assembled concrete frame structure with multi-objective coordination of load-bearing, energy consumption and recovery, and a construction method thereof. Background Art

[0002] my country is one of the countries with frequent earthquake disasters. Previous earthquake damage surveys have shown that the destruction and collapse of building structures are the root causes of casualties and economic losses. For this reason, the traditional earthquake-resistant design of buildings aims to prevent collapse in order to protect the lives and property of the people. However, the drawbacks of anti-collapse design have been fully exposed in several recent major earthquakes at home and abroad. Although a large number of buildings have not collapsed, they are facing a large number of demolitions due to serious structural damage, and the reconstruction costs are high and the reconstruction process is slow, which has a huge impact on the functional recovery of the post-earthquake area. For this reason, the recoverability of structural functions has attracted much attention, and the concept of earthquake-resistant design of buildings has also changed from anti-collapse design to recoverable design, that is, not only focusing on ensuring the structural state during an earthquake, but also considering the recovery of structural functions after an earthquake. At the same time, under the national strategy of "carbon peak and carbon neutrality", prefabricated buildings, as one of the representatives of green buildings, have been widely used due to their energy-saving, emission reduction, and high resource utilization. Therefore, in the context of vigorously developing functionally recoverable structures and promoting prefabricated buildings, the development of seismic-resistant structural systems with excellent seismic performance, which can be restored to use with little or no repair after an earthquake, and with a high degree of assembly has become an urgent need in the current earthquake engineering field. It is of great significance to promote the construction of seismic-resilient cities and the green transformation and upgrading of the economy and society in my country.

[0003] Concrete frame structure has become one of the most studied and applied industrialized structural systems because it meets the requirements of flexible building space layout and easy standardization of structural components. Figure 1 As shown in the figure, a typical prefabricated concrete frame structure is mainly composed of prefabricated solid columns 1, prefabricated composite beams 2 and prefabricated composite slabs 3. After the above three prefabricated components are hoisted in place, the steel bars in the composite cast-in-place layer are tied and the formwork is supported. Concrete is poured on the prefabricated beam-column nodes, prefabricated composite beams and the composite surfaces of prefabricated composite slabs to form a complete frame structure. Figure 2As shown in the figure, when the frame structure is subjected to earthquake, it mainly dissipates earthquake energy by yielding the steel bars and then forming plastic hinges 4 at the beam ends and plastic hinges 5 at the column ends in turn. Although the above-mentioned anti-collapse design based on ductility can prevent the frame structure from collapsing when it is subjected to a rare earthquake with a higher seismic fortification intensity than the local area, that is, it meets the "no collapse in a large earthquake" in the three-level seismic fortification target, the structure is severely damaged after the earthquake and there is a large residual deformation, which makes it difficult to achieve post-earthquake functional recovery of the structure. In view of this, scholars at home and abroad have proposed a recoverable design method based on damage control. A damage-controllable frame structure refers to: setting replaceable energy-absorbing components at the seismically vulnerable parts of the structure (such as the beam ends), using a specific node deformation mechanism to transfer earthquake damage to the energy-absorbing components, thereby ensuring that the main structure is free from damage or low damage, and replacing the energy-absorbing components to restore the use function after the earthquake to achieve the seismic toughness of the structure. Combined with this emerging building seismic design method, the overall seismic performance and functional recoverability of prefabricated concrete frame structures can be greatly improved, promoting their application in a large number of high-intensity earthquake areas. However, the existing new assembled concrete frame structure with replaceable energy-absorbing components still has the following problems:

[0004] (1) It is difficult to coordinate the multiple objectives of “carrying capacity, energy consumption, and recovery”

[0005] First, from the perspective of structural bearing, in order to make the energy-absorbing components enter the energy-absorbing working state first and transfer the damage of the main structure to it, the cross-section where the energy-absorbing components are located is often weakened, such as Figure 3 The location of the middle energy-absorbing component 02, but the weakening of some sections also leads to the weakening of the structural rigidity.

[0006] Secondly, from the perspective of structural energy consumption, the existing new prefabricated concrete frame structure sets the energy-absorbing components at the ends of the beams close to the column wall, such as Figure 3 The position of the energy-absorbing component 02 in the Figure 4 There is a certain distance between the bending moment zero point 03 of the middle frame beam. The energy-absorbing components need to bear the corresponding vertical internal force and horizontal seismic internal force under the vertical load and horizontal earthquake action. Figure 4-Figure 5 , producing a coupling effect of internal forces in two directions, resulting in the energy absorption capacity of the structure not only depending on the horizontal seismic internal force demand, but also on the vertical internal force demand, making it difficult to accurately regulate its working state according to the magnitude of the earthquake action; in addition, the energy-absorbing components must bear both structural shear force and structural bending moment, and there is a coupling effect of shear force and bending moment, which causes problems such as unclear structural energy absorption mechanism, uncontrollable yield time and failure mode.

[0007] Finally, from the perspective of structural recovery, since energy-absorbing components play a role under both vertical loads and horizontal earthquakes, they are components that not only dissipate earthquake energy but also serve as load-bearing components for vertical internal forces. This violates the original principle of only dissipating earthquake energy, leading to the mutual coupling of structural load-bearing and energy-absorbing mechanisms. In the post-earthquake repair stage, after the energy-absorbing components with accumulated equivalent damage are removed, the transmission path of the vertical load is cut off, and the structure also loses its vertical self-bearing capacity due to the lack of energy-absorbing components. Figure 6 The jack 04 shown assists in transmitting force to the floors, causing a greater safety hazard and increasing the cost and time of structural repair, thereby causing mutual constraints on the structural load-bearing-energy-dissipation-recovery mechanism.

[0008] In summary, although the existing new prefabricated concrete frame structure adopts different node structures and energy-absorbing components, which basically realizes the transfer and replaceability of damage, it still cannot fundamentally solve the multi-objective coordination problem of "bearing-energy-absorbing-recovery" of the frame structure.

[0009] (2) The floor effect is significant and the overall structural damage control is insufficient

[0010] The analysis of earthquake damage in the past shows that for concrete frame structures, regardless of whether the prefabricated construction method or the cast-in-place construction method is used, the floor slab significantly improves the bending bearing capacity and bending stiffness of the frame beam, making it difficult to achieve the structural "strong column and weak beam" design principle. Instead, it turns to a "strong beam and weak column" yield mechanism, that is, the plastic hinge 5 at the column end appears before the plastic hinge 4 at the beam end. Figure 2 As shown in the figure, the hinges at the column ends of the frame nodes are formed before the beam ends, which often causes the formation of a weak layer in the structure, becoming an important reason for the collapse of the structure under earthquake action. At the same time, the existing new assembled concrete frame structure focuses on controlling the damage of the main structure (such as frame beams), ignoring the cracking and damage of the floor slab under reciprocating earthquake action, and there is a problem of insufficient control of the overall damage of the structure. Figure 3 As shown in the figure, when the frame node rotates around the rotation center 01 under the action of an earthquake, because the height of the rotation center is lower than the center height of the floor slab, the floor slab will be severely cracked due to the rotation of the constrained node, which is not conducive to the post-earthquake repair of the structure.

[0011] In summary, although the existing new prefabricated concrete frame structure transfers earthquake damage to energy-absorbing components through a specific node deformation mechanism, it still cannot fundamentally solve the problems of "strong beams and weak columns" and floor cracking caused by the floor effect.

[0012] The solution to the above problems is of great scientific and practical significance for establishing a frame structure with seismic resilience and quickly restoring its post-earthquake function. Summary of the invention

[0013] In order to solve the problems of existing damage controllable technology, such as complex and changeable structure, serious weakening of rigidity, alternating rotation center, significant floor effect, insufficient energy dissipation capacity, and difficult post-earthquake repair, the present invention proposes a seismic-tough prefabricated concrete frame structure and construction method with multi-objective coordination of load-bearing, energy dissipation and recovery.

[0014] In order to solve the above technical problems, the present invention adopts the following technical solutions based on practical engineering applications:

[0015] The present invention provides a seismic-tough prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy dissipation and recovery, comprising a prefabricated solid column, a prefabricated composite beam, a notched T-shaped shear connector and an anti-buckling energy dissipation connecting plate; the prefabricated composite beam is connected to the prefabricated solid column, and the prefabricated composite beam comprises a prefabricated composite middle beam and prefabricated composite cantilever beams arranged on both sides of the prefabricated composite middle beam; the tops of the prefabricated composite cantilever beam and the prefabricated composite middle beam are connected by a notched T-shaped shear connector; the sides of the prefabricated composite cantilever beam and the prefabricated composite middle beam are connected by an anti-buckling energy dissipation connecting plate, wherein the aspect ratio of the notched T-shaped shear connector is smaller than the aspect ratio of the anti-buckling energy dissipation connecting plate, and the notch in the notched T-shaped shear connector is located at the zero point of the bending moment under the vertical load of the frame structure.

[0016] Furthermore, it also includes a shear stud; the shear stud is welded to the web of the notched T-shaped shear connector. The technical effect of this technical solution is that the shear stud effectively ensures the joint work of the notched T-shaped shear connector and concrete, and has excellent shear force redistribution capability.

[0017] Furthermore, it also includes a first steel plate, a second steel plate, a first short steel bar and a second short steel bar; the first steel plate is welded to the edge of the cantilever section side wing plate of the notched T-shaped shear connector; the second steel plate is welded to the edge of the middle section side wing plate of the notched T-shaped shear connector; the first short steel bar is welded to the surface of the first steel plate; the second short steel bar is welded to the surface of the second steel plate.

[0018] Furthermore, it also includes a first box-type connector, a second box-type connector, a first U-shaped stirrup, a second U-shaped stirrup, a first thin-walled round steel pipe, a second thin-walled round steel pipe and a second integral closed stirrup; the first thin-walled round steel pipe is welded to the reserved bolt holes of the first box-type connector; the second thin-walled round steel pipe is welded to the reserved bolt holes of the second box-type connector.

[0019] The bottom surface of the web of the notched T-shaped shear connector is welded to the upper surfaces of the top plates of the first box-type connector and the second box-type connector; the first U-shaped stirrup is welded to the upper surface of the top plate of the first box-type connector; the second U-shaped stirrup is welded to the upper surface of the top plate of the second box-type connector; the lower longitudinal reinforcement of the prefabricated composite cantilever beam is welded to the upper surface of the bottom plate of the first box-type connector; the lower longitudinal reinforcement of the prefabricated composite intermediate beam is welded to the upper surface of the bottom plate of the second box-type connector; the middle waist reinforcement of the prefabricated composite cantilever beam is welded to the upper surface of the top plate of the first box-type connector; the middle waist reinforcement of the prefabricated composite intermediate beam is welded to the upper surface of the top plate of the second box-type connector; the second integral closed stirrup is tied to the lower longitudinal reinforcement and the middle waist reinforcement of the prefabricated composite cantilever beam and the prefabricated composite intermediate beam.

[0020] The technical effects of this technical solution are: the notched T-shaped shear connector is welded to the box-type connector to form a whole, which is conducive to the precise positioning of the steel member in the frame beam template; the provision of U-shaped stirrups can avoid the problem of the box-type connector blocking the installation of ordinary stirrups, and prevent shear damage of concrete due to the lack of stirrups in this area; when the anti-buckling energy-absorbing connecting plate enters the energy-absorbing working state, a large axial tensile pressure is generated, and the box-type connector is welded to the lower longitudinal reinforcement and the middle waist reinforcement in the frame beam respectively, with the purpose of directly transmitting the axial tensile pressure to the longitudinal reinforcement in the frame beam, thereby avoiding local damage of the concrete due to indirect transmission of the concrete.

[0021] Furthermore, the prefabricated composite cantilever beam and the prefabricated composite middle beam are completely disconnected, a certain horizontal gap is reserved between them, and a reliable connection is achieved through the notched T-shaped shear connector. The technical effect of this technical solution is that the reserved horizontal gap can prevent the bottom of the prefabricated composite cantilever beam and the prefabricated composite middle beam from colliding when the components rotate relative to each other; the use of the notched T-shaped shear connector can effectively transmit the vertical shear force of the structure under various working conditions, and at the same time, the rotation center is further moved upward to reach the same height as the center of the floor, significantly reducing the floor effect.

[0022] Furthermore, it also includes tension bolts; the anti-buckling energy dissipation connection plate is bolted to the side surfaces of the first box-type connector and the second box-type connector through the tension bolts. The technical effect of this technical solution is that the anti-buckling energy dissipation connection plate is arranged on the outer side surface of the frame beam through the tension bolts, which is not only conducive to the arrangement of the lower wall, doors and windows of the frame beam, but also convenient for disassembly and replacement after the earthquake, so as to achieve the coordination between the restorable functional structure and the building use function; compared with the notched T-shaped shear connector, the anti-buckling energy dissipation connection plate has a smaller stiffness, so the rotation center is always fixed to the center of the floor slab.

[0023] Furthermore, it also includes a first integral closed stirrup; the first integral closed stirrup is tied and connected to the upper reserved longitudinal reinforcement of the prefabricated solid column (the prefabricated solid column on the first floor uses high-strength steel bar HRB600).

[0024] Furthermore, it also includes a partially reinforced prefabricated composite plate; the partially reinforced prefabricated composite plate is installed on the prefabricated composite cantilever beam and the prefabricated composite middle beam.

[0025] Furthermore, it also includes the upper longitudinal reinforcement of the prefabricated composite cantilever beam, the upper longitudinal reinforcement of the prefabricated composite middle beam, the first mechanical connection sleeve and the second mechanical connection sleeve; the first mechanical connection sleeve is completely screwed into the upper longitudinal reinforcement of the prefabricated composite cantilever beam; the second mechanical connection sleeve is completely screwed into the upper longitudinal reinforcement of the prefabricated composite middle beam; the first mechanical connection sleeve and the second mechanical connection sleeve are respectively screwed into the first short steel bar and the second short steel bar in reverse; the second integral closed stirrup is tied and connected with the upper longitudinal reinforcement of the prefabricated composite cantilever beam and the upper longitudinal reinforcement of the prefabricated composite middle beam respectively. The technical effect of this technical solution is that under the condition of ensuring the continuous force transmission of the upper longitudinal reinforcement of the frame beam, the on-site welding operation of the upper longitudinal reinforcement of the prefabricated composite cantilever beam and the prefabricated composite middle beam and the notched T-shaped shear connector is avoided through the conversion of the mechanical connection sleeve, the short steel bar and the rectangular steel plate, and the quality and speed of on-site construction are guaranteed and accelerated.

[0026] Furthermore, it also includes a partially reinforced prefabricated composite slab top steel mesh; the partially reinforced prefabricated composite slab top steel mesh is erected on the partially reinforced prefabricated composite slab; the end of the partially reinforced prefabricated composite slab top steel mesh is tightly attached to the upper surface of the wing plate of the notched T-shaped shear connector; the prefabricated solid column (the prefabricated solid column on the first floor uses high-strength steel bars HRB600) and the prefabricated composite cantilever beam, the prefabricated composite middle beam and the partially reinforced prefabricated composite slab are formed as a whole by post-casting concrete. The technical effect of this technical solution is that compared with "dry connection", the structure formed by post-poured concrete, i.e. "wet connection", has better joint strength and overall performance; the prefabricated solid columns on the first floor adopt high-strength steel bars HRB600, with the aim of ensuring the elasticity of the steel bars at the column base under large or even super-large earthquakes, avoiding the formation of plastic hinges in the column base area, so as to give full play to the suspension rotation energy dissipation mechanism of the frame structure and achieve structural seismic toughness; because the fracture area of ​​the frame beam (the notch of the T-shaped shear connector) is close to the beam end, it is mainly subjected to negative bending moment. The use of prefabricated composite slabs with local non-reinforcement in the fracture area can prevent the collision between the bottom steel bars of the slab and the web of the notched T-shaped shear connector, and avoid affecting the seismic bending bearing capacity of the structure.

[0027] The invention proposes a load-bearing-energy-dissipation-recovery multi-objective coordinated seismic toughness assembled concrete frame structure, and its construction method comprises the following steps:

[0028] 1. Factory processing of steel frame

[0029] (1) Welding connection between the shear studs and the web of the notched T-shaped shear connector;

[0030] (2) The first steel plate is welded to the edge of the cantilever section side wing plate of the notched T-shaped shear connector; the second steel plate is welded to the edge of the middle section side wing plate of the notched T-shaped shear connector;

[0031] (3) welding the first short steel bar to the surface of the first steel plate; welding the second short steel bar to the surface of the second steel plate;

[0032] (4) welding the first thin-walled round steel pipe to the reserved bolt holes of the first box-shaped connecting piece; welding the second thin-walled round steel pipe to the reserved bolt holes of the second box-shaped connecting piece;

[0033] (5) inserting a certain number of second integral closed stirrups into the notched T-shaped shear connector;

[0034] (6) Welding the bottom surface of the web of the notched T-shaped shear connector to the upper surface of the top plate of the first box-type connector and the second box-type connector;

[0035] (7) welding the first U-shaped stirrup to the upper surface of the top plate of the first box-type connector; welding the second U-shaped stirrup to the upper surface of the top plate of the second box-type connector;

[0036] (8) inserting a certain number of second integral closed stirrups into the lower longitudinal reinforcement of the prefabricated composite cantilever beam; inserting a certain number of second integral closed stirrups into the lower longitudinal reinforcement of the prefabricated composite intermediate beam;

[0037] (9) Welding the lower longitudinal reinforcement of the prefabricated composite cantilever beam to the upper surface of the bottom plate of the first box-type connector; welding the lower longitudinal reinforcement of the prefabricated composite intermediate beam to the upper surface of the bottom plate of the second box-type connector;

[0038] (10) Welding the middle waist reinforcement of the prefabricated composite cantilever beam to the upper surface of the top plate of the first box-type connector; welding the middle waist reinforcement of the prefabricated composite intermediate beam to the upper surface of the top plate of the second box-type connector;

[0039] (11) Adjust the spacing of all second integral closed stirrups and tie them together with the lower longitudinal reinforcement and middle waist reinforcement of the prefabricated composite cantilever beam and prefabricated composite intermediate beam. At this point, the processing of the embedded steel components is completed.

[0040] 2. Factory production of precast concrete components

[0041] (1) Set up the formwork and accurately place the steel frame processed in step 1 into the formwork;

[0042] (2) pouring concrete into the formwork and performing routine treatments such as curing;

[0043] (3) The buckling-resistance energy dissipation connecting plate is installed on the sides of the first box-type connecting member and the second box-type connecting member by using tension bolts. At this point, the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) is completed;

[0044] (4) Screw the first mechanical connection sleeve completely into the upper longitudinal reinforcement of the prefabricated composite cantilever beam; screw the second mechanical connection sleeve completely into the upper longitudinal reinforcement of the prefabricated composite intermediate beam;

[0045] (5) Prefabricated solid columns are made, of which the prefabricated solid columns on the first floor are made of high-strength steel bars HRB600;

[0046] (6) Produce partially reinforced prefabricated composite slabs and partially reinforced prefabricated composite slab top steel meshes, wherein no extended slab bottom steel bars are provided at the local positions corresponding to the notched T-shaped shear connectors.

[0047] 3. On-site installation of precast concrete components

[0048] (1) Hoist the prefabricated solid column to the drawn positioning line;

[0049] (2) Set up temporary support at the bottom of the beam and hoist the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) to the drawn positioning line;

[0050] (3) inserting a certain number of first integral closed stirrups into the upper reserved longitudinal reinforcement of the precast solid column and tying and connecting them;

[0051] (4) Set up temporary support at the bottom of the slab and hoist the partially reinforced prefabricated composite slab to the drawn positioning line;

[0052] (5) reversely screwing the first mechanical connection sleeve into the first short steel bar; tying and connecting the upper longitudinal reinforcement of the prefabricated composite cantilever beam and the second integral closed stirrup of the prefabricated composite cantilever beam;

[0053] (6) Screwing the second mechanical connection sleeve into the second short steel bar in reverse direction; tying and connecting the upper longitudinal reinforcement of the prefabricated composite middle beam and the second integral closed stirrup of the prefabricated composite middle beam;

[0054] (7) Arrange the steel mesh on the top of the partially reinforced prefabricated composite slab, with its end close to the upper surface of the wing plate of the notched T-shaped shear connector;

[0055] (8) Support the formwork of the composite cast-in-place layer, pour concrete on the composite beam-column joints, precast composite beams (precast composite cantilever beams + precast composite intermediate beams) and the composite surfaces of some reinforced precast composite slabs, and perform conventional treatment such as curing;

[0056] (9) Repeat steps (1) to (8) and carry out the construction and installation of each layer from bottom to top, and finally realize the seismic toughness prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy dissipation and recovery proposed by the present invention.

[0057] Compared with the prior art, the beneficial effects of the present invention are: under the condition of clarifying the earthquake-resistant mechanism of load-bearing-energy dissipation-recovery coordination, the present invention proposes a load-bearing-energy dissipation-recovery multi-objective coordinated earthquake-resistant toughness prefabricated concrete frame structure, which has the advantages of simple construction and installation, weak floor effect, controllable component damage, sufficient energy dissipation capacity, efficient post-earthquake repair and significant economic benefits, and is suitable for actual civil engineering applications. The advantages of the present invention are at least specifically manifested in the following aspects:

[0058] (1) All weld connections and bolt connections in the structure are completed in the prefabrication factory. On site, it is only necessary to screw the mechanical connection sleeve of the upper longitudinal reinforcement of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) into the short steel bar in reverse, which not only ensures the quality of the connection but also speeds up the construction efficiency. The buckling-resistance energy-absorbing connection plate is arranged on the outer side of the frame beam by tension bolts, which can effectively solve the influence of the setting method of energy-absorbing components on the arrangement of the lower wall, doors and windows of the frame beam, and realize the coordination between the recoverable functional structure and the building use function.

[0059] (2) The fracture of the frame beam (the notch of the T-shaped shear connector) is arranged at the zero point of the bending moment under the vertical load of the frame structure, which can realize the decoupling of the vertical internal force and the horizontal seismic internal force; the notched T-shaped shear connector is a steel component with a small aspect ratio, and the buckling-resistance connecting plate is a steel component with a large aspect ratio. The difference in shear stiffness between the two makes the shear force of the fracture entirely borne by the notched T-shaped shear connector, realizing the decoupling of the shear force and bending moment of the buckling-resistance connecting plate; the two decouplings enable the buckling-resistance connecting plate to focus on axial tensile and compressive yield energy dissipation, without having to act as a bearing member for vertical internal forces, greatly improving the energy dissipation capacity of the structure.

[0060] (3) When the structure rotates under the action of reciprocating earthquakes, the notch area of ​​the T-shaped shear connector serves as a fixed rotation center, which is at the same height as the center of the floor slab, which helps to reduce the constraint effect and post-earthquake cracking of the floor slab and improve the repairability of the floor slab. In addition, due to the upward shift of the node rotation center, the force arm of the buckling-resistance energy-dissipating connection plate is further increased, which can better ensure that the structural stiffness is not lost.

[0061] (4) During the post-earthquake repair phase, after the buckling-resistance connecting plate is removed, the fracture of the frame beam (the notch of the T-shaped shear connector) is arranged at the zero point of the bending moment under the vertical load of the frame structure. The structure does not need to use the buckling-resistance connecting plate to transfer the internal force of the bending moment. Instead, it can rely on the notched T-shaped shear connector to transfer the vertical shear force. No additional jacks are required to assist the transmission of force from the floor, which improves the post-earthquake recovery speed and reduces the repair cost, with significant economic benefits.

[0062] (5) During the structural design, by changing the length and cross-sectional area of ​​the buckling-resistance energy-absorbing connecting plate, the frame nodes can be given an adjustable yield moment characteristic of “equal stiffness but unequal strength”, which helps to achieve dispersed energy consumption at the nodes of each layer of the structure, reduce the internal force requirements at the beam ends, column ends and column bases, and thus facilitate the optimization of the overall structural damage of the “strong column and weak beam” mechanism. In addition, the prefabricated solid columns on the first floor are made of high-strength steel bars, which can ensure the elasticity of the steel bars at the column base under large or even extremely large earthquakes, avoid the formation of plastic hinges in the column base area, and thus give full play to the energy-absorbing mechanism of suspension rotation, achieving low damage and functional recovery at the overall structural level. BRIEF DESCRIPTION OF THE DRAWINGS

[0063] In order to more clearly illustrate the technical solution of the specific implementation of the present invention, the following is a brief introduction to the drawings required for the description of the specific implementation. For comparison, the drawings of the prior art are also included in the drawings. Obviously, the drawings described below are an implementation of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0064] Figure 1 It is a typical schematic diagram of a prefabricated concrete frame structure;

[0065] Figure 2 yes Figure 1 Schematic diagram of traditional energy dissipation mode of the frame structure shown;

[0066] Figure 3 It is a deformation schematic diagram of a prefabricated concrete frame structure provided with replaceable energy-absorbing components;

[0067] Figure 4 yes Figure 3 The bending moment internal force diagram of the frame structure shown under vertical load;

[0068] Figure 5 yes Figure 3 The bending moment internal force diagram of the frame structure shown under horizontal earthquake action;

[0069] Figure 6 yes Figure 3 Schematic diagram of the post-earthquake repair phase of the frame structure shown;

[0070] Figure 7 It is a structural schematic diagram of a prefabricated solid column in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention;

[0071] Figure 8 It is a structural schematic diagram of a prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite middle beam) in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention;

[0072] Fig. 9 yes Figure 8 A front view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown;

[0073] Fig.10 yes Figure 8 A top view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam);

[0074] Fig.11 yes Figure 8 A side view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown;

[0075] Fig.12 yes Figure 8 The schematic diagram of the structure of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) is shown;

[0076] Fig.13 yes Figure 8 Perspective view of the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown

[0077] Fig.14 yes Fig.12 The schematic diagram of the structure of the T-shaped shear connector with a notch in the prefabricated composite beam (prefabricated composite cantilever beam + prefabricated composite intermediate beam) shown.

[0078] Fig.15 It is a structural schematic diagram of a partially reinforced prefabricated composite slab in a seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention;

[0079] Fig.16 It is a practical engineering application diagram of the seismic toughness assembled concrete frame structure proposed in an embodiment of the present invention.

[0080] Reference numerals:

[0081] 1-prefabricated solid column; 2-prefabricated composite beam; 3-prefabricated composite plate; 4-beam end plastic hinge; 5-column end plastic hinge; 01-rotation center; 02-energy dissipation component; 03-bending moment zero point; 04-jack; 6-first integral closed stirrup; 700-prefabricated composite cantilever beam; 701-prefabricated composite middle beam; 702-prefabricated composite cantilever beam upper longitudinal reinforcement; 703-prefabricated composite middle beam upper longitudinal reinforcement; 704-notched T-shaped shear connector; 705-shear stud; 706-first steel plate; 707-second steel plate; 708-first Short steel bar; 709-second short steel bar; 710-first mechanical connection sleeve; 711-second mechanical connection sleeve; 712-first box-type connector; 713-second box-type connector; 714-first thin-walled circular steel pipe; 715-second thin-walled circular steel pipe; 716-first U-shaped stirrup; 717-second U-shaped stirrup; 718-second integral closed stirrup; 719-buckling-resistant energy-absorbing connecting plate; 720-tension bolts; 8-partially reinforced prefabricated composite slab; 9-partially reinforced prefabricated composite slab top steel mesh; 10-lightweight panel wall; 11-window. DETAILED DESCRIPTION

[0082] The technical solution of the present invention will be described clearly and completely below in conjunction with the accompanying drawings. Obviously, the described embodiment is one embodiment of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0083] In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", etc., indicating the orientation or positional relationship, are based on the orientation or positional relationship shown in the drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore cannot be understood as limiting the present invention. In addition, the terms "first", "second", and "third" are used for descriptive purposes only, and cannot be understood as indicating or implying relative importance.

[0084] In the description of the present invention, it should be noted that, unless otherwise clearly specified and limited, the terms "installed", "connected", and "connected" should be understood in a broad sense, for example, it can be a fixed connection, a detachable connection, or an integral connection; it can be a mechanical connection or an electrical connection; it can be a direct connection, or an indirect connection through an intermediate medium, or the internal communication of two components. For ordinary technicians in this field, the specific meanings of the above terms in the present invention can be understood according to specific circumstances.

[0085] The present invention provides a seismic toughness assembled concrete frame structure, comprising a prefabricated solid column 1, a prefabricated composite beam 2, a notched T-shaped shear connector 704 and an anti-buckling energy dissipation connector plate 719; the prefabricated composite beam 2 is connected to the prefabricated solid column 1, and the prefabricated composite beam 2 comprises a prefabricated composite middle beam 701 and prefabricated composite cantilever beams 700 arranged on both sides of the prefabricated composite middle beam 701; the prefabricated composite cantilever beam 700 and the prefabricated composite The top of the middle beam 701 is connected by a notched T-shaped shear connector 704; the sides of the prefabricated composite cantilever beam 700 and the prefabricated composite middle beam 701 are connected by an anti-buckling energy-absorbing connecting plate 719, wherein the aspect ratio of the notched T-shaped shear connector 704 is smaller than the aspect ratio of the anti-buckling energy-absorbing connecting plate 719, and the notch in the notched T-shaped shear connector 704 is located at the zero point of the bending moment under the vertical load of the frame structure.

[0086] The embodiment of the present invention proposes a seismic toughness prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy consumption and recovery, and correspondingly, also proposes its construction method, which is divided into three steps: factory processing of steel skeleton, factory production of precast concrete components and on-site installation of precast concrete components. The following is a description of the steps of the construction method.

[0087] 1. Factory processing of steel frame

[0088] like Figure 8 — Fig.14As shown, a prefabricated composite beam 2 includes a prefabricated composite middle beam 701 and prefabricated composite cantilever beams 700 located on both sides of the prefabricated composite middle beam 701. In the order of construction, specifically, the shear studs 705 are welded to the web of the notched T-shaped shear connector 704; the first steel plate 706 is welded to the edge of the cantilever section side wing plate of the notched T-shaped shear connector 704; the second steel plate 707 is welded to the edge of the middle section side wing plate of the notched T-shaped shear connector 704; the first short steel bar 708 is welded to the surface of the first steel plate 706; the second short steel bar 709 is welded to the surface of the second steel plate 707; The first thin-walled round steel pipe 714 is welded to the reserved bolt hole of the first box-type connector 712; the second thin-walled round steel pipe 715 is welded to the reserved bolt hole of the second box-type connector 713; a certain number of second integral closed stirrups 718 are inserted into the notched T-shaped shear connector 704; the bottom surface of the web of the notched T-shaped shear connector 704 is welded to the first box-type connector 712 and the top surface of the second box-type connector 713; the first U-shaped stirrup 716 is welded to the first box-type connector The upper surface of the top plate of the prefabricated composite cantilever beam 700 is welded to the upper surface of the top plate of the first box-type connector 712; the second U-shaped stirrup 717 is welded to the upper surface of the top plate of the second box-type connector 713; a certain number of second integral closed stirrups 718 are inserted into the lower longitudinal reinforcement of the prefabricated composite cantilever beam 700; a certain number of second integral closed stirrups 718 are inserted into the lower longitudinal reinforcement of the prefabricated composite middle beam 701; the lower longitudinal reinforcement of the prefabricated composite cantilever beam 700 is welded to the upper surface of the bottom plate of the first box-type connector 712; the lower longitudinal reinforcement of the prefabricated composite middle beam 701 ... The reinforcement is welded to the upper surface of the bottom plate of the second box-type connector 713; the middle waist reinforcement of the prefabricated composite cantilever beam 700 is welded to the upper surface of the top plate of the first box-type connector 712; the middle waist reinforcement of the prefabricated composite middle beam 701 is welded to the upper surface of the top plate of the second box-type connector 713; the spacing of all second integral closed stirrups 718 is adjusted and tied together with the lower longitudinal reinforcement and the middle waist reinforcement of the prefabricated composite cantilever beam 700 and the prefabricated composite middle beam 701, and the processing of the embedded steel components is completed.

[0089] In some embodiments of the present invention, the notch is provided on the web of the T-shaped shear connector 704, and the notch is located at the inflection point of the beam under the vertical load of the frame beam.

[0090] In some embodiments of the present invention, the cross-sections of the first steel plate 706 and the second steel plate 707 are both rectangular.

[0091] 2. Factory production of precast concrete components

[0092] like Figure 8 — Fig.14As shown, further, the steel frame that has been processed in step one is placed in the erected formwork; concrete is poured in the formwork and conventional treatments such as maintenance are carried out; the anti-buckling energy-absorbing connecting plate 719 is installed on the sides of the first box-type connecting piece 712 and the second box-type connecting piece 713 through the tension bolts 720, and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite intermediate beam 701) is completed.

[0093] like Figure 8 — Fig.14 As shown, in some embodiments of the present invention, the first mechanical connection sleeve 710 is completely screwed into the upper longitudinal reinforcement 702 of the prefabricated composite cantilever beam; the second mechanical connection sleeve 711 is completely screwed into the upper longitudinal reinforcement 703 of the prefabricated composite intermediate beam;

[0094] like Figure 7 As shown, in some embodiments of the present invention, a prefabricated solid column 1 is manufactured, wherein the prefabricated solid column of the first floor adopts high-strength steel bar HRB600.

[0095] like Fig.15 As shown, in some embodiments of the present invention, partially reinforced prefabricated composite slabs 8 and partially reinforced prefabricated composite slab top reinforcement meshes 9 are manufactured, wherein no protruding bottom reinforcement is provided at the local position of the partially reinforced prefabricated composite slabs 8 corresponding to the notched T-shaped shear connector 704.

[0096] 3. On-site installation of precast concrete components

[0097] like Figure 7 — Fig.16 As shown, further, the prefabricated solid column 1 is hoisted to the drawn positioning line; a temporary support is set at the bottom of the beam, and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) is hoisted to the drawn positioning line; a certain number of first integral closed stirrups 6 are inserted into the upper reserved longitudinal reinforcement of the prefabricated solid column 1 and tied and connected; a temporary support is set at the bottom of the plate, and the partially reinforced prefabricated composite plate 8 is hoisted to the drawn positioning line; the first mechanical connection sleeve 710 is reversely screwed into the first short steel bar 708; the upper longitudinal reinforcement 702 of the prefabricated composite cantilever beam and the second integral closed stirrup 718 of the prefabricated composite cantilever beam 700 are tied connection; the second mechanical connection sleeve 711 is reversely screwed into the second short steel bar 709; the upper longitudinal reinforcement 703 of the prefabricated composite middle beam and the second integral closed stirrup 718 of the prefabricated composite middle beam 701 are tied and connected; the top steel mesh 9 of the partially reinforced prefabricated composite plate is arranged, and its end is close to the upper surface of the wing plate of the T-shaped shear connector 704 with a notch; the template of the composite cast-in-place layer is supported, concrete is poured in the template and conventional treatment such as maintenance is carried out; the above steps are repeated, and the construction and installation of each layer are carried out in turn from bottom to top, and finally a seismic toughness prefabricated concrete frame structure with multi-objective coordination of load-bearing, energy dissipation and recovery proposed by the present invention is realized.

[0098] In some embodiments of the present invention, Fig.16 As shown, further, a lightweight panel wall 10 is installed on the partially reinforced prefabricated composite panel 8, and a window 11 is provided on the lightweight panel wall 10. A certain gap is left between the lightweight panel wall 10 and the prefabricated solid column 1 and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) to prevent the lightweight panel wall 10 from colliding with the prefabricated solid column 1 and the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) under the action of an earthquake.

[0099] The working principle of the present invention is as follows: under the action of vertical load, the notched T-shaped shear connector 704 bears the vertical shear force and bending moment of the beam end; under the action of small earthquakes, the notched T-shaped shear connector 704 and the buckling-resistance energy-dissipating connecting plate 719 jointly bear the bending moment of the beam end caused by the horizontal earthquake, while the additional beam end shear force caused by the horizontal earthquake is borne by the notched T-shaped shear connector 704; and under the action of small earthquakes, the buckling-resistance energy-dissipating connecting plate 719 has entered plasticity, which not only dissipates the seismic energy but also increases the damping ratio of the frame structure under small earthquakes, thereby reducing Mechanical response of the main structure; Under the action of moderate or large earthquakes, since the column base of the frame column adopts high-strength steel bars, the column base area will always remain in an elastic state, the energy dissipation mechanism of the suspension rotation will be fully utilized, and the damage to the structure will be concentrated on the anti-buckling energy dissipation connecting plate 719; In the post-earthquake repair stage, the prefabricated solid column 1, the prefabricated composite beam (prefabricated composite cantilever beam 700 + prefabricated composite middle beam 701) and the partially reinforced prefabricated composite plate 8 all remain in an elastic state, and the normal use function of the structure can be restored by only loosening the tension bolts 720 and replacing the anti-buckling energy dissipation connecting plate 719.

[0100] Finally, it should be noted that the seismic toughness prefabricated concrete frame structure and construction method with multi-objective coordination of load-bearing-energy dissipation-recovery provided in this embodiment is essentially to realize the suspension rotation energy dissipation mechanism of the prefabricated concrete frame structure to solve the problems of difficulty in coordination of multi-objectives of "load-bearing-energy dissipation-recovery", significant floor effect and insufficient overall structural damage control. As a commonly used energy dissipation component, the buckling-resistance energy dissipation connecting plate 719 has relatively clear working principle and detailed structure, so it will not be elaborated.

[0101] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that the technical solutions described in the aforementioned embodiments may still be modified, or some or all of the technical features thereof may be replaced by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A seismic toughness assembled concrete frame structure, characterized in that: The invention comprises a prefabricated solid column (1), a prefabricated composite beam (2), a notched T-shaped shear-resistant connector (704), and an anti-buckling energy-dissipating connector plate (719); the prefabricated composite beam (2) is connected to the prefabricated solid column (1), and the prefabricated composite beam (2) comprises a prefabricated composite middle beam (701) and prefabricated composite cantilever beams (700) arranged on both sides of the prefabricated composite middle beam (701); the prefabricated composite cantilever beam (700) and the prefabricated composite middle beam (701) are connected to each other. The top is connected by a notched T-shaped shear connector (704); the sides of the prefabricated composite cantilever beam (700) and the prefabricated composite intermediate beam (701) are connected by an anti-buckling energy-absorbing connecting plate (719), wherein the length-to-width ratio of the notched T-shaped shear connector (704) is smaller than the length-to-width ratio of the anti-buckling energy-absorbing connecting plate (719), and the notch in the notched T-shaped shear connector (704) is located at the zero point of the bending moment under the vertical load of the frame structure.

2. The seismic toughness assembled concrete frame structure according to claim 1 is characterized in that: The prefabricated laminated cantilever beam (700) and the prefabricated laminated intermediate beam (701) are completely disconnected from each other, and a horizontal gap is reserved between them.

3. The seismic toughness assembled concrete frame structure according to claim 1 is characterized in that: It also includes a shear stud (705), a first steel plate (706), a second steel plate (707), a first short steel bar (708) and a second short steel bar (709); the shear stud (705) is welded to the web of the notched T-shaped shear connector (704); the first steel plate (706) is welded to the edge of the wing plate on the cantilever section side of the notched T-shaped shear connector (704), and the second steel plate (707) is welded to the edge of the wing plate on the middle section side of the notched T-shaped shear connector (704); the first short steel bar (708) is welded to the surface of the first steel plate (706); and the second short steel bar (709) is welded to the surface of the second steel plate (707).

4. The seismic toughness assembled concrete frame structure according to claim 3 is characterized in that: The invention also includes a first box-type connector (712), a second box-type connector (713), a first thin-walled round steel tube (714), a second thin-walled round steel tube (715), a first U-shaped stirrup (716), a second U-shaped stirrup (717) and a second integral closed stirrup (718); the first thin-walled round steel tube (714) is welded to the first box-type connector (712); the second thin-walled round steel tube (715) is welded to the second box-type connector (713); the first U-shaped stirrup (716) is welded to the upper surface of the top plate of the first box-type connector (712); the second U-shaped stirrup (717) is welded to the upper surface of the top plate of the second box-type connector (713); the pre- The lower longitudinal reinforcement in the prefabricated composite cantilever beam (700) is welded to the upper surface of the bottom plate of the first box-type connector (712); the lower longitudinal reinforcement in the prefabricated composite middle beam (701) is welded to the upper surface of the bottom plate of the second box-type connector (713); the middle waist reinforcement in the prefabricated composite cantilever beam (700) is welded to the upper surface of the top plate of the first box-type connector (712); the middle waist reinforcement in the prefabricated composite middle beam (701) is welded to the upper surface of the top plate of the second box-type connector (713); and the second integral closed stirrup (718) is tied to the lower longitudinal reinforcement and the middle waist reinforcement in the prefabricated composite cantilever beam (700) and the prefabricated composite middle beam (701).

5. The seismic toughness assembled concrete frame structure according to claim 4 is characterized in that: The web bottom surface of the notched T-shaped anti-shear connector (704) is welded to the top plate upper surfaces of the first box-type connector (712) and the second box-type connector (713).

6. The seismic toughness assembled concrete frame structure according to claim 5, characterized in that: The invention also includes a prefabricated upper longitudinal reinforcement (702) of a composite cantilever beam, a prefabricated upper longitudinal reinforcement (703) of a composite middle beam, a first mechanical connection sleeve (710) and a second mechanical connection sleeve (711); the first mechanical connection sleeve (710) is completely screwed into the upper longitudinal reinforcement (702) of the prefabricated composite cantilever beam; the second mechanical connection sleeve (711) is completely screwed into the upper longitudinal reinforcement (703) of the prefabricated composite middle beam; the first mechanical connection sleeve (710) and the second mechanical connection sleeve (711) are respectively screwed into the first short steel bar (708) and the second short steel bar (709) in reverse; the second integral closed stirrup (718) is respectively tied and connected to the upper longitudinal reinforcement (702) of the prefabricated composite cantilever beam and the upper longitudinal reinforcement (703) of the prefabricated composite middle beam.

7. The seismic toughness assembled concrete frame structure according to claim 6 is characterized in that: It also includes tension bolts (720); the anti-buckling energy dissipation connecting plate (719) is connected to the side bolts of the first box-type connecting piece (712) and the second box-type connecting piece (713) through the tension bolts (720).

8. The seismic toughness assembled concrete frame structure according to claim 1, characterized in that: The notch in the notched T-shaped anti-shear connector (704) is provided on the web of the T-shaped anti-shear connector (704).

9. The seismic toughness assembled concrete frame structure according to claim 7, characterized in that: It also includes a partially reinforced prefabricated composite slab (8) and a partially reinforced prefabricated composite slab top steel mesh (9); the partially reinforced prefabricated composite slab (8) is installed on the prefabricated composite cantilever beam (700) and the prefabricated composite middle beam (701); the partially reinforced prefabricated composite slab top steel mesh (9) is erected on the partially reinforced prefabricated composite slab (8), wherein the end of the partially reinforced prefabricated composite slab top steel mesh (9) is in close contact with the upper surface of the wing plate of the notched T-shaped shear connector (704).

10. A construction method for a seismic toughness assembled concrete frame structure according to claim 9, characterized in that: The method comprises the following steps:

1. Factory processing of steel frame (1) Welding the shear stud (705) to the web of the notched T-shaped shear connector (704); (2) welding the first steel plate (706) to the edge of the cantilever section side wing plate of the notched T-shaped shear connector (704); welding the second steel plate (707) to the edge of the middle section side wing plate of the notched T-shaped shear connector (704); (3) welding the first short steel bar (708) to the surface of the first steel plate (706); welding the second short steel bar (709) to the surface of the second steel plate (707); (4) welding the first thin-walled round steel pipe (714) into the first box-shaped connecting piece (712); welding the second thin-walled round steel pipe (715) into the second box-shaped connecting piece (713); (5) inserting the second integral closed stirrup (718) into the notched T-shaped shear connector (704); (6) welding the bottom surface of the web of the notched T-shaped shear connector (704) to the top plate upper surfaces of the first box-type connector (712) and the second box-type connector (713); (7) welding the first U-shaped stirrup (716) to the upper surface of the top plate of the first box-shaped connecting piece (712); welding the second U-shaped stirrup (717) to the upper surface of the top plate of the second box-shaped connecting piece (713); (8) inserting the second integral closed stirrup (718) into the lower longitudinal reinforcement in the prefabricated composite cantilever beam (700); inserting the second integral closed stirrup (718) into the lower longitudinal reinforcement in the prefabricated composite intermediate beam (701); (9) welding the lower longitudinal reinforcement in the prefabricated composite cantilever beam (700) to the upper surface of the bottom plate of the first box-type connector (712); welding the lower longitudinal reinforcement in the prefabricated composite intermediate beam (701) to the upper surface of the bottom plate of the second box-type connector (713); (10) welding the middle waist reinforcement in the prefabricated composite cantilever beam (700) to the upper surface of the top plate of the first box-shaped connecting member (712); welding the middle waist reinforcement in the prefabricated composite intermediate beam (701) to the upper surface of the top plate of the second box-shaped connecting member (713); (11) adjusting the spacing of all second integral closed stirrups (718) and tying and connecting them with the lower longitudinal reinforcement and the middle waist reinforcement of the prefabricated composite cantilever beam (700) and the prefabricated composite intermediate beam (701), and thus the processing of the embedded steel member is completed; 2. Factory production of precast concrete components (1) Set up the formwork and accurately place the steel frame processed in step 1 into the formwork; (2) Pouring concrete into the formwork; (3) The buckling-resisting energy-dissipating connecting plate (719) is installed on the side surfaces of the first box-type connecting member (712) and the second box-type connecting member (713) by means of tension bolts (720), and the prefabricated composite beam is now completed; (4) The first mechanical connection sleeve (710) is completely screwed into the upper longitudinal reinforcement (702) of the prefabricated composite cantilever beam; the second mechanical connection sleeve (711) is completely screwed into the upper longitudinal reinforcement (703) of the prefabricated composite intermediate beam; (5) manufacturing prefabricated solid columns (1), wherein the prefabricated solid columns on the first floor are made of high-strength steel bars; (6) manufacturing a partially reinforced prefabricated composite slab (8) and a partially reinforced prefabricated composite slab top steel mesh (9), wherein no protruding slab bottom steel bars are provided at the local position corresponding to the notched T-shaped shear connector (704); 3. On-site installation of precast concrete components (1) Lift the prefabricated solid column (1) onto the drawn positioning line; (2) Set up temporary support at the bottom of the beam and hoist the prefabricated composite beam to the drawn positioning line; (3) inserting the first integral closed stirrup (6) into the upper reserved longitudinal reinforcement of the prefabricated solid column (1) and tying and connecting them; (4) Temporary support is set at the bottom of the slab, and the partially reinforced prefabricated composite slab (8) is hoisted to the drawn positioning line; (5) Screwing the first mechanical connection sleeve (710) into the first short steel bar (708) in reverse; and tying and connecting the upper longitudinal reinforcement (702) of the prefabricated composite cantilever beam and the second integral closed stirrup (718) of the prefabricated composite cantilever beam; (6) Screwing the second mechanical connection sleeve (711) into the second short steel bar (709) in reverse direction; and tying and connecting the upper longitudinal bars (703) of the prefabricated composite middle beam and the second integral closed stirrups (718) of the prefabricated composite middle beam; (7) arranging a partially reinforced prefabricated composite slab top steel mesh (9), with its end closely attached to the upper surface of the wing plate of the notched T-shaped shear connector (704); (8) Support the formwork for the superimposed cast-in-place layer and pour concrete into the formwork; (9) Repeat steps (1) to (8) to carry out the construction and installation of each layer from bottom to top, and complete the construction of a seismic-resistant and resilient prefabricated concrete frame structure with coordinated load-bearing, energy-dissipation and recovery multi-objectives.

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