A prefabricated self-resetting artificially controllable plastic hinge joint structure and assembly method

Abstract

This invention relates to the field of building earthquake resistance and disaster reduction technology, specifically a prefabricated self-resetting artificially controllable plastic hinge joint structure and construction method. By providing an extension on the back side of the first and second end steel plates, an internally threaded sleeve used to fix the longitudinal reinforcing bars in the beam can be connected. This allows the number of SMA bars between the upper or lower ends of the first and second end steel plates to be consistent with the number of longitudinal reinforcing bars in the beam, and can be flexibly arranged according to actual conditions. A connecting component is provided between the first and second end steel plates, greatly improving the tightness of the connection system in the energy-dissipating component and the convenience of installation and disassembly. The energy-dissipating component between the first and second end steel plates improves the overall energy dissipation capacity, i.e., the earthquake resistance.

Description

TECHNICAL FIELD

[0001] The application relates to the technical field of building anti-seismic disaster mitigation, and particularly relates to a fabricated self-centering artificial controllable plastic hinge joint structure and a construction method. BACKGROUND

[0002] In order to accelerate the updating of standards for building energy conservation, municipal infrastructure, improve the requirements for energy saving and carbon reduction, popularize green and low-carbon building materials and green building methods, accelerate the promotion of new building industrialization, and vigorously develop fabricated buildings, fabricated buildings have become a hot spot in the building industry and ushered in a new development opportunity. It is an environmentally friendly, energy-saving and sustainable building method, which has many advantages, such as energy saving, pollution reduction, simple construction, short construction period, good overall performance, low energy consumption, good quality, etc. The joint connecting the prefabricated beams and columns of the fabricated building is a frequently damaged part of the structure under the action of earthquakes. The joint design is a key link in seismic design, and it is related to the overall safety. The weak joint area performs poorly in terms of seismic performance and overall performance, which will directly lead to the easy damage of the entire fabricated building. Therefore, the joint design of the fabricated building is particularly important.

[0003] The existing fabricated joint has poor connection performance and seismic performance, and needs to install an artificial plastic hinge as an energy dissipation system at the joint to improve the seismic performance of the fabricated building. The post-earthquake repair work of buildings is very heavy, and the components such as beams, columns and shear walls often suffer irreversible damage, especially at the beam-column joint using ordinary artificial controllable plastic hinge joints, which cannot be reset. In order to improve the repairability of buildings and extend the service life of buildings, a high-performance joint needs to be designed to enable the fabricated building to realize the repairability and improve the self-centering property under the action of earthquakes.

[0004] The existing fabricated building often obtains higher strength structures by tensioning prestressed tendons, and uses the reverse camber of the prestressed tendons to offset a part of the structural deformation, thereby improving the seismic performance of the structure. Therefore, the prestressed tendon has a certain self-centering function. However, its construction process is relatively complex, the quality requirement is high, the prestressed reverse camber is not easy to control, and the joint assembly is complex. In actual engineering, it is difficult to repair the damaged parts of the beam-column joint using this method.

[0005] The fabricated beam-column joint with a traditional energy dissipation device often shows the characteristics of insufficient ductility in the middle and later stages, cannot continuously dissipate energy, and its self-centering ability needs to be improved. The joint is a semi-rigid joint, which is quite different from the hinged and rigidly connected joints, and it is difficult to ensure the seismic design requirement of "strong joint and weak component". In actual engineering, it is difficult to replace the energy dissipation device of the beam-column joint using this method, and the operation is complex.

[0006] Traditional energy dissipation plastic hinge component structure is complex, and ensuring the close connection between related components brings challenges to the already complex installation steps; under the action of earthquake, the plastic hinge with steel plate as the main energy dissipation component consumes a certain amount of seismic energy, and after the damage of the energy dissipation steel plate, the operation of replacing the energy dissipation component is complex and difficult; the traditional energy dissipation system does not have the self-resetting function, and cannot help the beam and column to restore to the original position in time after the earthquake, and the crack development aggravates the insecurity of the structure. SUMMARY

[0007] In order to overcome the defects existing in the prior art, the purpose of the present application is to provide a kind of assembled self-resetting artificial controllable plastic hinge joint structure and assembly method, to solve the technical problems of complex node assembly, low repairability and self-resetting of assembled building in prior art.

[0008] The present application is realized by the following technical solutions:

[0009] An assembled self-resetting artificial controllable plastic frame hinge joint, comprising two groups of energy dissipation components and a plate body connecting assembly, the plate body connecting assembly comprises a connecting assembly, a first plate end steel plate and a second plate end steel plate; the first plate end steel plate and the second plate end steel plate are placed vertically opposite, two groups of energy dissipation components are respectively arranged horizontally between the upper end and the lower end of the first plate end steel plate and the second plate end steel plate, the connecting assembly is arranged between the middle part of the first plate end steel plate and the second plate end steel plate, the back side of the first plate end steel plate and the second plate end steel plate is respectively provided with an extension part for assembling a beam bar assembly.

[0010] Preferably, the energy dissipation component comprises a plurality of horizontally arranged energy dissipation rods, both ends of the energy dissipation rod are respectively sleeved with a steel sleeve, the energy dissipation rod is respectively penetrated between the upper end or the lower end of the first plate end steel plate and the second plate end steel plate through the steel sleeve and is fixed by screw thread connection on the steel sleeve.

[0011] Further, the lengths of the plurality of energy dissipation rods are equal, and the material of the energy dissipation rod is shape memory alloy material.

[0012] Preferably, the connecting assembly comprises a first ear plate group, a second ear plate group and a pin shaft; the first ear plate group is arranged on the first plate end steel plate, the second ear plate group is arranged on the second plate end steel plate, the first ear plate group and the second ear plate group are both provided with pin shaft holes, and after the first ear plate group and the second ear plate group are inserted, the pin shaft holes of the first ear plate group and the second ear plate group are coaxially arranged, and the pin shaft is arranged in the pin shaft holes of the first ear plate group and the second ear plate group.

[0013] Preferably, the first ear plate group comprises two ear plates, one end of the two ear plates is fixed on the first plate end steel plate, and pin shaft holes are coaxially arranged on the two ear plates for inserting the pin shaft after being inserted with the second ear plate group.

[0014] Preferably, the second ear plate group comprises two ear plates, one end of the two ear plates is fixed on the second plate end steel plate, and pin shaft holes are coaxially arranged on the two ear plates respectively for inserting the pin shaft after interlacing with the first ear plate group.

[0015] Preferably, the extension part of the first plate end steel plate comprises a first L-shaped extension plate and a second L-shaped extension plate, the first L-shaped extension plate and the second L-shaped extension plate are arranged on the upper end part and the lower end part of the back side of the first plate end steel plate, the first L-shaped extension plate and the second L-shaped extension plate are arranged in opposite directions on the back side of the first plate end steel plate, and the first L-shaped extension plate and the second L-shaped extension plate are respectively provided with a first beam bar group arranged horizontally.

[0016] Preferably, the extension part of the second plate end steel plate comprises a third L-shaped extension plate and a fourth L-shaped extension plate; the third L-shaped extension plate and the fourth L-shaped extension plate are arranged on the upper end part and the lower end part of the back side of the second plate end steel plate, the third L-shaped extension plate and the fourth L-shaped extension plate are arranged in opposite directions on the back side of the second plate end steel plate, and the third L-shaped extension plate and the fourth L-shaped extension plate are respectively provided with a second beam bar group arranged horizontally.

[0017] Preferably, the middle part of the back side of the first plate end steel plate is provided with a first anchoring bar, the first anchoring bar is inserted into the first plate end steel plate and fixed by the first high-strength bolt group, and the middle part of the back side of the second plate end steel plate is provided with a second anchoring bar, the second anchoring bar is inserted into the second plate end steel plate and fixed by the second high-strength bolt group.

[0018] An assembly method of a fabricated self-centering artificial controllable plastic hinge joint structure, based on the fabricated self-centering artificial controllable plastic hinge joint structure, comprising the following steps:

[0019] Step 1, connecting the prefabricated concrete column and the prefabricated concrete beam with the first plate end steel plate and the second plate end steel plate respectively, connecting the beam bars in the inner threaded sleeves reserved in the extension parts of the first plate end steel plate and the second plate end steel plate, and connecting the anchoring steel bars embedded in the prefabricated concrete column and the prefabricated concrete beam to the middle part of the back side of the first plate end steel plate and the second plate end steel plate respectively, and fixing them by the first high-strength bolt group and the second high-strength bolt group respectively;

[0020] Step 2, connecting the assembly by electric arc welding on the middle part of the first plate end steel plate and the second plate end steel plate, wherein the assembly is the first ear plate group and the second ear plate group, the first ear plate group is welded on the first plate end steel plate, the second ear plate group is welded on the second plate end steel plate, the first ear plate group and the second ear plate group are kept staggered and parallel during the welding process, and it is ensured that the pin shaft can pass through the pin shaft holes on the first ear plate group and the second ear plate group effectively, and then the first ear plate group and the second ear plate group and the first plate end steel plate and the second plate end steel plate are treated to prevent rust;

[0021] Step 3, insert the pin into the pin hole on the first ear plate group and the second ear plate group, and fix it through high-strength bolts;

[0022] Step 4, the energy consumption rod is threaded between the upper end or lower end of the first plate end steel plate and the second plate end steel plate through the steel sleeve, and is fixed by screwing the steel sleeve, thereby completing the assembly of the assembled self-resetting artificial controllable plastic hinge joint structure.

[0023] Compared with the prior art, the present application has the following beneficial technical effects:

[0024] The present application provides an assembled self-resetting artificial controllable plastic hinge joint structure, which can connect the internal threaded sleeve for fixing the longitudinal stress steel bars in the beam by setting the extension part on the back side of the first plate end steel plate and the second plate end steel plate, so that the number of SMA rods between the upper end or lower end of the first plate end steel plate and the second plate end steel plate and the number of longitudinal bars in the beam do not have to be consistent, and can be arranged according to actual conditions; the connection assembly is arranged between the first plate end steel plate and the second plate end steel plate, which greatly improves the tightness of the connection system in the energy dissipation component and the convenience of installation and disassembly; the energy dissipation assembly is arranged between the first plate end steel plate and the second plate end steel plate, which improves the energy dissipation capacity of the overall energy dissipation component, i.e. the seismic capacity; the connection assembly and the energy dissipation assembly in the present application are independently controlled, the connection assembly bears the shear force, and the energy dissipation assembly bears the bending moment. The bending capacity can be improved by controlling the size, shape, number and other parameters of the energy dissipation assembly, and the shear capacity can be improved by controlling the material properties of the connection assembly. At the same time, filling some fireproof buffer materials between the energy dissipation assemblies can also inhibit the local buckling and deformation of the energy consumption rod, and improve the plasticity of the structure.

[0025] Further, the energy dissipation assembly includes a plurality of horizontally arranged energy dissipation rods, both ends of the energy dissipation rods are sleeved with steel sleeves, the energy dissipation rods pass through the upper end or the lower end of the first plate end steel plate and the second plate end steel plate through the steel sleeves, and are fixed by being screwed on the steel sleeves, the energy dissipation assembly is changed from the energy dissipation thin steel plate to the energy dissipation rod made of a shape memory alloy material (SMA), the energy dissipation capacity, i.e. the seismic capacity, of the overall energy dissipation component is improved, the energy dissipation assembly has good ductility and damping capacity, has better hysteresis performance and higher bearing capacity, and has advantages over the use of traditional steel materials: compared with traditional Q235B steel and Q345B steel, the residual deformation of the node of the SMA material is controlled within 2%. The dissipated seismic energy is reduced, but the energy dissipation can be sustained. The shape memory effect, super-elastic effect and high-damping effect of the SMA material enable the entire node to automatically return to the original position after the action of an earthquake, realize the cyclic use of the energy dissipation rod, improve the performance and service life of the structure, and effectively reduce the economic cost and labor cost of post-earthquake repair work and installation and disassembly. Even if the energy dissipation rod is damaged after multiple uses, it can be manually disassembled and installed with a new energy dissipation rod for work, and still has great advantages compared with traditional energy dissipation systems.

[0026] Further, the connecting assembly includes a first ear plate group, a second ear plate group and a pin shaft, the first ear plate group and the second ear plate group include two ear plates, a four-ear-plate direct cross-stacking and pin shaft connecting mode is adopted, the component is simple to manufacture, and the tightness of the connecting system in the energy dissipation component and the convenience of installation and disassembly are greatly improved.

[0027] Further, the extension part of the first plate end steel plate and the second plate end steel plate is an L-shaped extension plate, which is directly in contact with the plate end relative to the concrete, the part of the concrete that is deep into the cavity in the middle of the two L-shaped extension plates increases the integrity of the node, improves the seismic capacity of the node, and the installation of the self-resetting manually controllable plastic hinge is more convenient due to the increase of the L-shaped extension plate, which is convenient for construction.

[0028] The application also provides an assembly method of the self-resetting manually controllable plastic hinge node structure, the two groups of energy dissipation assemblies are horizontally arranged between the upper end and the lower end of the first plate end steel plate and the second plate end steel plate, the connecting assembly is arranged between the middle part of the first plate end steel plate and the second plate end steel plate, the back side of the first plate end steel plate and the second plate end steel plate is respectively provided with an extension part, the operation is simple, convenient to install and disassemble, the component is simple, the rotating capacity is prominent, the component division is clear, the cost is low, and the like, and the self-resetting manually controllable plastic hinge node structure has high damping, self-resetting, high plasticity, excellent overall performance, excellent seismic performance and the like, which is conducive to promoting the development of the assembly type building industrialization. BRIEF DESCRIPTION OF DRAWINGS

[0029] Figure 1 It is a connection diagram of the self-resetting manually controllable plastic hinge node structure in the application.

[0030] Figure 2 It is the schematic diagram of the assembled self-centering artificial controllable plastic hinge joint structure in the application;

[0031] Figure 3 It is the local split view of the assembled self-centering artificial controllable plastic hinge joint structure in the application;

[0032] Figure 4 It is the local split front view of the assembled self-centering artificial controllable plastic hinge joint structure in the application;

[0033] Figure 5 It is the front view of the assembled self-centering artificial controllable plastic hinge joint structure in the application;

[0034] Figure 6 It is the schematic diagram of the ear plate structure in the application;

[0035] Figure 7 It is the size diagram of the assembled self-centering artificial controllable plastic hinge joint structure in the application;

[0036] Figure 8 It is the schematic diagram of the equivalent spring model and the simplified model of the assembled self-centering artificial controllable plastic frame hinge joint in the application;

[0037] Figure 9 It is the hysteretic curve diagram of the assembled self-centering artificial controllable plastic hinge in the application;

[0038] Figure 10 It is the stress-strain nephogram of the beam-column steel bar connected by the assembled self-centering artificial controllable plastic hinge in the application;

[0039] Figure 11 It is the stress-strain nephogram of the SACPH energy dissipation bar at the displacement of 80mm in the application;

[0040] Figure 12 It is the stress-strain nephogram of the end steel plate of the SACPH plate at the displacement of 80mm in the application.

[0041] In the figure: 1 is an energy dissipation component; 2 is a connecting component; 3 is a first end steel plate; 4 is a first L-shaped extension plate; 5 is a second L-shaped extension plate; 6 is a first beam bar group; 7 is a first anchoring bar group; 8 is a second end steel plate; 9 is a third L-shaped extension plate; 10 is a fourth L-shaped extension plate; 11 is a second beam bar group; 12 is a second anchoring bar group; 13 is a first high-strength bolt group; 14 is a second high-strength bolt group; 15 is a first steel sleeve group; 16 is a second steel sleeve group; 1-1 is an energy dissipation bar; 1-2 is a steel sleeve; 2-1 is a first ear plate group; 2-2 is a second ear plate group; 2-3 is a pin shaft. DETAILED DESCRIPTION

[0042] In order to better understand the technical scheme of the present application, the technical scheme in the embodiments of the present application will be clearly and completely described below in conjunction with the accompanying drawings of the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative efforts shall fall within the scope of the present application.

[0043] The present application will be further described in detail below in conjunction with the accompanying drawings:

[0044] The present application aims to provide an assembled self-resetting artificial controllable plastic hinge node structure and an assembling method, so as to solve the technical problems of complex node assembly, low repairability and self-resetting of the assembled building in the prior art.

[0045] Referring to Figure 1 and Figure 2 , the present application provides an assembled self-resetting artificial controllable plastic frame hinge node, comprising two groups of energy dissipation components 1 and a plate body connecting component, the plate body connecting component comprises a connecting component 2, a first plate end steel plate 3 and a second plate end steel plate 8; the first plate end steel plate 3 and the second plate end steel plate 8 are placed vertically opposite to each other, the two groups of energy dissipation components are respectively horizontally arranged between the upper end and the lower end of the first plate end steel plate 3 and the second plate end steel plate 8, the connecting component 2 is arranged between the middle part of the first plate end steel plate 3 and the second plate end steel plate 8, and the back side of the first plate end steel plate 3 and the second plate end steel plate 8 is respectively provided with an extension part for assembling a beam bar assembly.

[0046] Specifically, the energy dissipation component comprises a plurality of horizontally arranged energy dissipation rods 1-1, both ends of the energy dissipation rod 1-1 are respectively sleeved with a steel sleeve 1-2, the energy dissipation rod 1-1 is respectively penetrated between the upper end or the lower end of the first plate end steel plate 3 and the second plate end steel plate 8 through the steel sleeve 1-2, and is fixed by being threadedly connected on the steel sleeve 1-2; wherein the lengths of the plurality of energy dissipation rods 1-1 are equal, and the material of the energy dissipation rod 1-1 is shape memory alloy material.

[0047] Specifically, the connecting component 2 comprises a first ear plate group 2-1, a second ear plate group 2-2 and a pin shaft 2-3; the first ear plate group 2-1 is arranged on the first plate end steel plate 3, the second ear plate group 2-2 is arranged on the second plate end steel plate 8, pin shaft holes are arranged on the first ear plate group 2-1 and the second ear plate group 2-2, the first ear plate group 2-1 and the second ear plate group 2-2 are inserted after the first ear plate group 2-1 and the second ear plate group 2-2 are coaxially arranged, and the pin shaft 2-3 is arranged in the pin shaft holes of the first ear plate group 2-1 and the second ear plate group 2-2.

[0048] The first ear plate group 2-1 includes two ear plates, one end of the two ear plates is fixed on the first plate end steel plate 3, pin shaft holes are coaxially arranged on the two ear plates respectively, and the pin shaft holes are used for inserting pin shafts 2-3 after interlacing with the second ear plate group 2-2. The second ear plate group 2-2 includes two ear plates, one end of the two ear plates is fixed on the second plate end steel plate 8, pin shaft holes are coaxially arranged on the two ear plates respectively, and the pin shaft holes are used for inserting pin shafts 2-3 after interlacing with the first ear plate group 2-1.

[0049] Specifically, the extension part of the first plate end steel plate 3 includes a first L-shaped extension plate 4 and a second L-shaped extension plate 5, the first L-shaped extension plate 4 and the second L-shaped extension plate 5 are arranged on the back side upper end part and the back side lower end part of the first plate end steel plate 3, the first L-shaped extension plate 4 and the second L-shaped extension plate 5 are arranged in opposite directions on the back side of the first plate end steel plate 3, and the first L-shaped extension plate 4 and the second L-shaped extension plate 5 are respectively provided with a first beam bar group 6 arranged horizontally.

[0050] Specifically, the extension part of the second plate end steel plate 8 includes a third L-shaped extension plate 9 and a fourth L-shaped extension plate 10; the third L-shaped extension plate 9 and the fourth L-shaped extension plate 10 are arranged on the back side upper end part and the back side lower end part of the second plate end steel plate 8, the third L-shaped extension plate 9 and the fourth L-shaped extension plate 10 are arranged in opposite directions on the back side of the second plate end steel plate 8, and the third L-shaped extension plate 9 and the fourth L-shaped extension plate 10 are respectively provided with a second beam bar group 11 arranged horizontally.

[0051] In the application, the back side of the middle part of the first plate end steel plate 3 is provided with a first anchoring bar 7, the first anchoring bar 7 is inserted into the first plate end steel plate 3 and is fixed by a first high-strength bolt group 13, the back side of the middle part of the second plate end steel plate 8 is provided with a second anchoring bar 12, and the second anchoring bar 12 is inserted into the second plate end steel plate 8 and is fixed by a second high-strength bolt group 14.

[0052] The present application utilizes longitudinal stress steel bars in the beam and anchoring bars to connect the first plate end steel plate 3 and the second plate end steel plate 8 with the prefabricated column structure beam and the prefabricated beam respectively. The concrete cover thickness of the longitudinal stress steel bars (longitudinal stress steel bars and anchoring bars) in the beam is determined according to the specific conditions and the specification. The embedded anchoring bars are HRB400 steel bars, the frame seismic grade is one or two levels, the anchoring length of the anchoring bars is greater than or equal to 41 times the diameter of the anchoring bars, the frame seismic grade is three levels, the anchoring length of the anchoring bars is greater than or equal to 37 times the diameter of the anchoring bars, the anchoring bars extend to the right end plate outside and the scribed length should be greater than or equal to 40mm. The first anchoring bar group 7 is connected in the middle bolt hole reserved in the first plate end steel plate 3 through the first high-strength bolt group 13, the second anchoring bar group 12 is connected in the middle bolt hole reserved in the second plate end steel plate 8 through the second high-strength bolt group 14, and the connection mode of the first high-strength bolt group 13 and the second high-strength bolt group 14 ensures that the node first plate end steel plate 3 and the second plate end steel plate 8 are stably connected at the end of the prefabricated reinforced concrete beam column structure beam and the end of the prefabricated reinforced concrete beam respectively, and better meet the strength requirements of the node core area. This dry connection method effectively reduces the workload of on-site installation and is conducive to improving the assembly efficiency of prefabricated buildings.

[0053] The present application utilizes internal threaded steel sleeves to fix the longitudinal stress steel bars and energy dissipation bars in the beam to the internal threaded steel sleeve reserved holes reserved in the first plate end steel plate 3 and the second plate end steel plate 8. The internal diameter of the internal threaded steel sleeve is the same as the diameter of the corresponding steel bar and the diameter of the energy dissipation bar, the thread pitch is 1mm fine thread, so the thread outer diameter is 2mm more than the diameter of the energy dissipation bar, and the steel sleeve outer diameter is the sum of the diameter of the steel bar, the thread thickness and the steel sleeve wall thickness. Six internal threaded steel sleeves are divided into two groups, one group is welded on the upper end of the first plate end steel plate 3 to connect the longitudinal stress steel bars at the right end of the substructure beam in the point welding mode, and the other group is welded on the lower end of the first plate end steel plate 3 to connect the longitudinal stress steel bars at the right end of the substructure beam in the same way, and the weld quality grade is greater than or equal to two levels. The second plate end steel plate 8 is the same. The bolts used are 10.9 grade high-strength hexagonal thread bolts.

[0054] In the present application, the first plate end steel plate 3 and the second plate end steel plate 8 are made of Q345B steel, the thickness of the first plate end steel plate 3 and the second plate end steel plate 8 should be not less than 60% of the diameter of the anchoring steel bar and not less than 0.125 times the spacing of the anchoring steel bars. The length and width of the first plate end steel plate 3 and the second plate end steel plate 8 are consistent with the cross-sectional size of the prefabricated reinforced concrete column structure beam and the prefabricated reinforced concrete beam, and the reserved hole diameter is 1-1.5mm larger than the diameter of the anchoring bar. The L-shaped extension part of the upper and lower parts of the first plate end steel plate 3 and the second plate end steel plate 8 is substantially flush with the lug plate, such as Figure 4 and Figure 5The L-shaped extension part has the same horizontal and vertical dimensions, i.e., the length is the length from the horizontal edge of the lug plate to the same side edge of the beam or the left plate end, and the size of the entire L-shaped extension part is determined by the length.

[0055] In the present application, the first plate end steel plate 3 and the second plate end steel plate 8 are connected together by the first lug plate group 2-1, the second lug plate group 2-2 and the pin shaft 2-3. The first lug plate group 2-1 and the second lug plate group 2-2 are made of Q345B steel. The recommended size of the first lug plate group 2-1 and the second lug plate group 2-2 is as follows: the thickness of the lug plate should be not less than 60% of the diameter of the anchoring steel bar and not less than 0.125 times the spacing between the anchoring steel bars, the diameter of the pin shaft hole is d0, the distance from the hole diameter edge to the upper and lower plate edge is 0.75d0, and the total height of the lug plate is 2.5d0; the radius of the lug plate arc part is 1.3d0, the distance from the arc center to the hole diameter center is 0.3d0, and the maximum distance from the hole diameter center to the end of the lug arc is 1.6d0. The first lug plate group 2-1 and the second lug plate group 2-2 and the first plate end steel plate 3 and the second plate end steel plate 8 are connected by arc welding, and the weld quality grade is greater than or equal to level two. After the lug plate and the first plate end steel plate 3 and the second plate end steel plate 8 are welded, they are respectively installed on the beam end of the prefabricated reinforced concrete beam-column structure and the end of the prefabricated reinforced concrete beam, and then rust-proof treatment is performed. The four lug plates are divided into two groups and welded on the first plate end steel plate 3 and the second plate end steel plate 8 respectively, and the internal spacing of each group of lug plates is 1-1.5 mm more than the thickness of the lug plate. The positions of the two groups of lug plates are staggered, so that one of the lug plates in one group can be inserted between the other two lug plates.

[0056] Specifically, the first lug plate group 2-1 and the second lug plate group 2-2 are connected by the pin shaft 2-3 to form a rotatable connection system, the length of the pin shaft 2-3 is more than twice its diameter, and the gap between the diameter of the pin shaft and the hole diameter of the lug is 1-1.5 mm. The shear force and axial force transmitted by the first plate end steel plate 3 and the second plate end steel plate 8 are mainly borne by the shaft pin, and in order to avoid causing structural damage due to insufficient local strength, the shear bearing capacity is required to be greater than the bearing capacity of the concrete.

[0057] In the present application, the pin shaft design process and the shear bearing capacity calculation formula of the new type of assembled self-centering artificial controllable plastic hinge beam-column joint (SACPH) are as follows:

[0058]

[0059] Take t≥t e ,

[0060] d0≤2.5t (2)

[0061] Take d≥d0.

[0062] F=f y• A (3)

[0063]

[0064]

[0065] The maximum shear stress of the pin is:

[0066]

[0067] Therefore, the allowable stress of the pin is,

[0068]

[0069] where t e is the minimum limit thickness of the lug; t is the design thickness of the lug; γ M0 is the section resistance coefficient, generally taken as 1.0; f y is the yield strength of the lug; d0 is the minimum limit diameter of the pin hole; F s is the concentrated load under shear action; τ is the maximum shear stress of the pin; F is the external force borne on the connection system; A is the sectional area of the pin; d is the design diameter of the pin; σ e,VonMises is the allowable stress of the pin; σ is the normal stress of the pin; σ y is the yield strength of the pin; and η is the safety factor, taken as 1.0.

[0070] The energy dissipation component bears the bending moment and is composed of six symmetrical nickel-titanium shape memory alloy (SMA) energy dissipation bars. The six energy dissipation bars are completely identical in size. The diameter is in the range of 18-22 mm, and the length is in the range of 200-250 mm. Three bars form a group, and there is one group on each of the upper and lower sides of the first plate end steel plate 3 and the second plate end steel plate 8. The two ends of the energy dissipation bar are threaded, and are connected to the first plate end steel plate 3 and the second plate end steel plate 8 through the internal thread steel sleeve.

[0071] The size of the node is shown in Figure 7 The finite element simulation results Figures 9-11 show that, due to the symmetry of the node, the rotation center of the SACPH node under the limit state is the center of the pin, and the energy dissipation bars on the compression side will undergo compression buckling, so that the SMA bars on the compression side will undergo reverse martensite transformation, resulting in that the bearing capacity of the energy dissipation bars on the compression side is lower than that of the energy dissipation bars on the tension side. In addition, considering the quantitative relationship that the bending resistance is equal to the force multiplied by the force arm, it can be known from the analysis that the force arm of the SMA bars on the compression side is obviously smaller than that of the SMA bars on the tension side, so the formula for the ultimate bearing capacity of the SACPH node under the limit state ignores the influence of the SMA bars on the compression side, and the formula for the bending ultimate bearing capacity is as follows:

[0072] Mu = nσ s Ah1 (8)

[0073] wherein, M u is the ultimate flexural capacity of the tensile side SMA rod; n is the number of tensile side SMA rods; σ s is the calculated stress of the tensile side SMA rod; A is the cross-sectional area of the tensile side SMA rod; h1 is the distance between the axis of the tensile side SMA rod and the compression side SMA rod; h2 is the distance between the flanges of the lug plate.

[0074] The beam end load value is:

[0075]

[0076] wherein, L q is the distance between the center of the pin shaft and the loading position.

[0077] The new type of assembled self-resetting artificial controllable

[0078] The displacement calculation process of the plastic hinge beam column joint (SACPH) is as follows:

[0079] The rotational stiffness K of the joint is:

[0080]

[0081] wherein: M is the bending moment acting on the SACPH joint; θ is the rotation angle of the SACPH joint under the action of the bending moment M.

[0082] From the relationship between the bending moment and the equivalent force, the expression of the external force F can be obtained:

[0083]

[0084]

[0085] wherein, H s is the height of the SACPH joint; H h is the height of the energy dissipation rod, and F' is the bearing capacity of a single energy dissipation rod.

[0086] According to Figure 8 shown, from the Hooke's law of the spring F=kx, the total rotational stiffness of the SACPH joint and the equivalent spring stiffness of each component are:

[0087]

[0088]

[0089]

[0090]

[0091] where H4 is the lower energy dissipation bar height; K S K1 is the SACPH node stiffness; K2 is the single bolt stiffness; K3 is the single end plate stiffness; K4 is the single energy dissipation bar stiffness.

[0092] The deformation of the bolt is composed of the elongation of the bolt and the gap of the bolt:

[0093]

[0094] According to the basic assumptions of steel joint in Eurocode 3, the joint under the equivalent force can be regarded as the upper energy dissipation bar in tension and the lower energy dissipation bar in compression. The deformation of the tension part is composed of the bolt steel sleeve (K2), the end plate (K3), and the energy dissipation bar (K4), and the deformation of the compression part only considers the energy dissipation bar. Since the inner side plate end is constrained by the bolt steel sleeve, and the outer side plate end is only constrained by the bolt steel sleeve on one side, the deformation of the end plate of the tension part is the average value of the deformations of the inner and outer side plate ends, i.e., δ3.

[0095]

[0096]

[0097]

[0098] where δ O3 is the deformation of the outer side plate end; δ I3 is the deformation of the inner side plate end; and δ3 is the deformation of the single end plate under the bending moment M.

[0099] The deformation of the SMA bar is:

[0100]

[0101] The deformation of the SACPH joint is:

[0102] δ = δ2+ δ3+ δ4 (22)

[0103] The beam end displacement can be calculated as:

[0104]

[0105] The joint rotation under the bending moment is:

[0106]

[0107] Wherein: H2 is the height of the bolt steel sleeve; H4 is the height of the lower energy consumption rod; δ2 is the deformation amount of the bolt steel sleeve under the action of the bending moment M; δ3 is the deformation amount of the single plate end steel plate under the action of the bending moment M; δ4 is the deformation amount of the single energy consumption rod under the action of the bending moment M.

[0108] Embodiment

[0109] According to Figure 1 It is shown that the embodiment provides a fabricated self-resetting artificial controllable plastic hinge, which is composed of a plate body connecting assembly and two groups of energy consumption assemblies 1. The plate body connecting assembly bears the shear force, and the two groups of energy consumption assemblies 1 bear the bending moment.

[0110] According to Figure 3 , Figure 4 and Figure 5 It is shown that the fabricated self-resetting artificial controllable plastic hinge, the plate body connecting assembly includes a first ear plate group 2-1, a second ear plate group 2-2, a first plate end steel plate 3 and a second plate end steel plate 8, and 24 inner threaded steel sleeves: divided into two categories, the inner threaded steel sleeves 1-2 connecting the energy consumption rods and the plate ends and the first steel sleeve group 15 and the second steel sleeve group 16 connecting the beam longitudinal reinforcement and the plate ends, each category is divided into two groups. The inner threaded steel sleeves connecting the first plate end steel plate 3 and the second plate end steel plate 8 and the energy consumption rods are 12. In addition, 12 inner threaded steel sleeves, 3 are used to connect the upper end longitudinal stress reinforcement in the precast column structure beam with the first plate end steel plate 3, 3 are used to connect the lower end longitudinal stress reinforcement in the precast column structure beam with the first plate end steel plate 3, 3 are used to connect the upper end longitudinal stress reinforcement in the precast beam with the second plate end steel plate 8, and 3 are used to connect the lower end longitudinal stress reinforcement in the precast beam with the second plate end steel plate 8.

[0111] According to Figure 2 and Figure 3 It is shown that the anchor bar is 8, and they are divided into four groups. The first anchor bar group 6-2 and the second anchor bar group 11-2 are connected to the middle bolt holes reserved in the first plate end steel plate 3 and the second plate end steel plate 8 through the first high-strength bolt group 13 and the second high-strength bolt group 14 respectively. Each group of high-strength bolts has four, and there are eight in total.

[0112] According to Figure 3 , Figure 4 and Figure 5 It is shown that the fabricated self-resetting artificial controllable plastic hinge, the energy consumption assembly 1 includes 6 SMA energy consumption rods 1-1, which are divided into three groups. The upper and lower of the first plate end steel plate 3 and the second plate end steel plate 8 are each a group. The two ends of the energy consumption rod 1-1 are threaded, and are connected to the inner threaded steel sleeve reserved holes on the first plate end steel plate 3 and the second plate end steel plate 8 through the inner threaded steel sleeve 1-2.

[0113] The present application provides a method for manufacturing a beam hinge type fabricated self-resetting friction joint and an energy consumption principle:

[0114] Overall size design of the fabricated node:

[0115] The basic structure of the fabricated self-centering artificial controllable plastic hinge beam column node is that the column section size is a mm x b mm, the column length is L1 mm, the beam section size is c mm x d mm, the beam net length is L2 mm. The node net length is L3 mm, the node net width (i.e. the plate width) is c mm, the node net height (i.e. the plate height) is d mm. The energy dissipation rod length is L4 mm, and the diameter is D mm.

[0116] Wherein, a = 300 mm, b = 300 mm, L1 = 1800 mm, c = 180 mm, d = 300 mm, L2 = 1500 mm, L3 = 290 mm, L4 = 250 mm, D = 22 mm.

[0117] As Figures 3 to 4 , the node component manufacturing process and selection of the application are as follows.

[0118] The L-shaped extension part of the first plate end steel plate 3 and the second plate end steel plate 8 on which the inner threaded steel sleeve reserved hole for fixing the inner longitudinal reinforcement of the beam is fixed, the length and width are consistent, and the length is from the horizontal edge of the ear plate to the same side edge of the first plate end steel plate 3 or the second plate end steel plate 8, see Figure 1 . The L-shaped extension part is welded in a spot welding manner at the position approximately flush with the ear plate.

[0119] The energy dissipation rod length is L4 mm (200 mm ≤ L4 ≤ 250 mm), and the diameter is D mm (18 mm ≤ D ≤ 22 mm).

[0120] The inner threaded steel sleeve is 800 mm long, the inner diameter is D mm, the threaded outer diameter is (D+2) mm, the sleeve outer diameter is (D+2+ sleeve wall thickness) mm (the sleeve wall thickness is generally selected to be 5 mm), the thread pitch is 1 mm fine thread, and the thread length should be greater than or equal to 40 mm.

[0121] The bolts used in the node are all 10.9 grade high-strength hexagonal thread bolts.

[0122] The beam internal reinforcement (longitudinal force steel and anchoring reinforcement) adopts HRB 400 steel, the thread length is 40 mm, and the concrete protection layer thickness is determined according to the specification. Generally, the anchoring reinforcement diameter and the longitudinal force steel diameter are the same to meet the bearing capacity demand and seismic requirements.

[0123] According to the lug plate recommended size as follows: the lug plate thickness should be not less than 60% of the diameter of the anchoring steel bar and not less than 0.125 times the spacing of the anchoring steel bars, the pin shaft hole diameter is d0, the hole diameter edge is 0.75d0 away from the upper and lower plate edges, the total height of the lug plate is 2.5d0, the lug plate arc portion radius is 1.3d0, the arc center is 0.3d0 away from the hole center, and the hole center to the farthest distance of the lug arc end is 1.6d0.

[0124] The lug plate thickness is about 0.1 times the plate width, i.e. 0.1c mm, and the pin shaft diameter is determined by using formulas (1) and (2).

[0125] As shown in Figure 2 and Figure 5 , the assembly process of the fabricated node is as follows.

[0126] a. Pretreatment of the longitudinal load-bearing bars in the beam and the embedded anchoring bars: after rust removal and polishing, filleting is performed, and the filleting length needs to be greater than or equal to 40 mm.

[0127] b. Connection of the first plate end steel plate 3 and the second plate end steel plate 8 with the longitudinal load-bearing bars in the beam and the embedded anchoring bars of the prefabricated concrete beam and the prefabricated concrete column structure beam: the beam longitudinal bars are connected at the first steel sleeve group 15 and the second steel sleeve group 16 reserved in the first plate end steel plate 3 and the second plate end steel plate 8, respectively, and the embedded anchoring bars are connected at the first high-strength bolt group 13 and the second high-strength bolt group 14.

[0128] c. Connection of the first plate end steel plate 3 and the second plate end steel plate 8 with the lug plate: the lug plate and the first plate end steel plate 3 and the second plate end steel plate 8 are connected by arc welding, and the four lug plates are divided into two groups and welded on the first plate end steel plate 3 and the second plate end steel plate 8, respectively. During the welding process, the lug plates on both sides of the plate end (i.e. the first plate end steel plate 3 and the second plate end steel plate 8) are kept parallel and the pin shaft is ensured to effectively pass through the hole ring on the lug plate, realizing the close connection of the two lug plates. The internal spacing of each group of lug plates is 1-1.5 mm more than the thickness of the lug plate. The positions of the two groups of lug plates are staggered, so that one of the lug plates in one group can be inserted between the two lug plates on the opposite side. The lug plate and the first plate end steel plate 3 and the second plate end steel plate 8 are installed on the prefabricated concrete column structure beam and the prefabricated concrete beam and are subjected to rust-proof treatment. The two groups of lug plates are connected by the pin shaft to form a rotatable connection system, and the gap between the diameter of the pin shaft and the hole diameter is 1-1.5 mm.

[0129] d. Connection of the lug plate with the lug plate: after the pin shaft 2-3 passes through the first lug plate group 2-1 and the second lug plate group 2-2 which intersect with each other, the lug plates are connected by high-strength bolts.

[0130] e.The connection of the first plate end steel plate 3 and the second plate end steel plate 8 with the energy dissipation rod: the energy dissipation rod is first filigreed, the filigree length is greater than or equal to 40mm, and then is tightly connected with the inner threaded steel sleeve reserved hole of the first plate end steel plate 3 and the second plate end steel plate 8 through the reserved inner threaded steel sleeve 1-2.

[0131] The working process of the novel assembled self-resetting friction energy dissipation node provided by the application.

[0132] The working process of the application is as follows:

[0133] The assembled self-resetting artificial controllable plastic hinge node can bear the combined action of shear force, axial force and bending moment, the shaft pin in the connecting system mainly bears the shear force and axial force transmitted by the plate end, and the symmetrical energy dissipation rods in the energy dissipation system mainly bear the bending moment transmitted by the plate end. The stress analysis of the energy dissipation rod shows that the upper side of the rod end is subjected to extrusion, and the lower side of the rod end is subjected to tension, and the stress state of the node remains symmetrical under the action of load. The two systems do not interfere with each other and work independently, realizing the purpose of performance artificial controllable.

[0134] As shown in Figures 9-12 the initial stage of bearing load, the test piece is not yielded and is in the elastic stage, the slope of the skeleton curve is the largest, the initial stiffness of the test piece is the largest, the test piece can bear a larger bearing capacity, the displacement of the test piece is positively related to the load, and the test piece can better absorb the energy of the earthquake action. Due to the high damping effect of the material, the energy dissipation rod only changes from austenite to martensite when the load reaches a certain displacement, and with the increase of displacement, the slope of the skeleton curve begins to decrease slowly, the stiffness decreases, but the bearing capacity slowly increases, and enters the plastic energy dissipation state, until the test piece energy dissipation rod occurs bending deformation, and the energy dissipation rod enters the strain hardening section, and the bending stiffness of the structure increases. The SACPH component can bear a larger load, has good seismic performance and hysteresis performance.

[0135] When unloading, the SMA material changes from martensite to austenite, the shaft pin of the node plays its superior rotating role, the direction changes, the load value decreases, and the node displacement decreases, when the precast column continues to occur lateral displacement, the beam-column joint begins to load reversely, due to the super-elastic effect and shape memory effect of the energy dissipation rod, the beam-column joint can provide a certain restoring force, the node can recover to the original position, with the continuous increase of the loading amplitude, the residual deformation of the node is less than 2%, effectively controlling the residual deformation of the node, meeting the self-resetting function of the assembled self-resetting artificial controllable plastic hinge beam-column joint, and realizing multiple reuse under the action of earthquake.

[0136] The building structure or bridge structure in normal use state, under wind load, urban subway vibration load, bridge vehicle load or small earthquake, can also play a role, can quickly enter the working stage, dissipate energy, reduce or even eliminate the residual deformation of the building structure under stress.

[0137] The application further provides an assembly method of the prefabricated self-resetting artificial controllable plastic hinge joint structure.

[0138] Step 1, the prefabricated concrete column and the prefabricated concrete beam are connected with the first plate end steel plate 3 and the second plate end steel plate 8 respectively, the beam reinforcement is connected in the internal thread sleeve reserved in the extension part of the first plate end steel plate 3 and the second plate end steel plate 8 respectively, and the anchor steel bars embedded in the prefabricated concrete column and the prefabricated concrete beam are connected to the middle back of the first plate end steel plate 3 and the second plate end steel plate 8 respectively and are fixed through the first high-strength bolt group 13 and the second high-strength bolt group 14 respectively.

[0139] Step 2, the connecting assembly 2 is connected in the middle part of the first plate end steel plate 3 and the second plate end steel plate 8 through arc welding, wherein the connecting assembly 2 is a first ear plate group 2-1 and a second ear plate group 2-2, the first ear plate group 2-1 is welded on the first plate end steel plate 3, and the second ear plate group 2-2 is welded on the second plate end steel plate 8, the first ear plate group 2-1 and the second ear plate group 2-2 are kept staggered and parallel during the welding process, and it is ensured that the pin shaft 2-3 can effectively pass through the pin shaft hole on the first ear plate group 2-1 and the second ear plate group 2-2, and then the first ear plate group 2-1 and the second ear plate group 2-2 and the first plate end steel plate 3 and the second plate end steel plate 8 are rust-proof treated.

[0140] Step 3, the pin shaft 2-3 is inserted into the pin shaft hole on the first ear plate group 2-1 and the second ear plate group 2-2, and is fixed through a high-strength bolt.

[0141] Step 4, the energy dissipation rod 1-1 is threaded through between the upper end part or the lower end part of the first plate end steel plate 3 and the second plate end steel plate 8 through the steel sleeve 1-2 and is fixed through the bolt thread connection on the steel sleeve 1-2, and the assembly of the prefabricated self-resetting artificial controllable plastic hinge joint structure is completed.

[0142] In summary, the application provides a kind of assembled self-resetting artificial controllable plastic hinge joint structure and construction method, when arranging the node, should meet the seismic fortification requirements, compared with traditional plastic hinge, the newly added L-shaped extension part increases the integrity of the node, can consume a part of energy more than traditional plastic hinge in the process of force transmission, further improve the seismic capacity of node.Energy dissipation bar due to the high damping effect of material enters plastic energy dissipation state after generating a certain displacement under earthquake, fully consumes the energy generated by earthquake, but the rest of the node is in elastic stage, prefabricated beam appears a small amount of cracks, prefabricated steel is in elastic state, does not yield, after the action of earthquake, energy dissipation bar begins to restore to the state before the earthquake due to the shape memory effect and superelasticity effect of SMA material, the structure can realize reuse, reduce the complex process of replacing components.

[0143] The plastic hinge can fully consume seismic energy under earthquake, effectively control the residual deformation of structure, and restore deformation to the initial position, improve the repairability of building and prolong the service life of building;The plastic hinge can strengthen the connection between prefabricated components, improve the seismic performance and overall performance of prefabricated building, achieve the seismic fortification goal of "no damage under small earthquake, repairable under medium earthquake, and not fall under large earthquake", effectively reduce the damage and disaster of prefabricated building in earthquake area, further reduce economic loss, and promote the development of prefabricated node connection.

[0144] Finally, it should be noted that: the above examples are used to illustrate the technical solutions of the present application, but not to limit it, although the present application has been described in detail with reference to the above examples, those skilled in the art should understand that: the specific embodiments of the present application can be modified or replaced by equivalent, without departing from the spirit and scope of the present application, any modification or equivalent replacement, which should be covered in the protection scope of the claims of the present application.

Claims

1. A fabricated self-centering artificial controllable plastic frame hinge joint, characterized in that, The application relates to a steel plate energy dissipation component, which comprises two groups of energy dissipation components (1) and a plate body connecting component, the plate body connecting component comprising a connecting component (2), a first plate end steel plate (3) and a second plate end steel plate (8); the first plate end steel plate (3) and the second plate end steel plate (8) are vertically placed opposite to each other, the two groups of energy dissipation components (1) are horizontally arranged between the upper end portions and the lower end portions of the first plate end steel plate (3) and the second plate end steel plate (8) respectively, the connecting component (2) is arranged between the middle portions of the first plate end steel plate (3) and the second plate end steel plate (8), and the back sides of the first plate end steel plate (3) and the second plate end steel plate (8) are respectively provided with extension portions for assembling beam bar components. The energy dissipation component (1) comprises a plurality of horizontally arranged energy dissipation rods (1-1), the two ends of the energy dissipation rod (1-1) are respectively sleeved with steel sleeves (1-2), the energy dissipation rod (1-1) penetrates through the upper end portions or the lower end portions of the first plate end steel plate (3) and the second plate end steel plate (8) through the steel sleeves (1-2) respectively and is fixed through threaded connection of the steel sleeves (1-2) on the steel sleeves (1-2). The connecting component (2) comprises a first ear plate group (2-1), a second ear plate group (2-2) and a pin shaft (2-3); the first ear plate group (2-1) is arranged on the first plate end steel plate (3), the second ear plate group (2-2) is arranged on the second plate end steel plate (8), pin shaft holes are arranged on the first ear plate group (2-1) and the second ear plate group (2-2), the first ear plate group (2-1) and the second ear plate group (2-2) are interlaced, the pin shaft holes of the first ear plate group (2-1) and the second ear plate group (2-2) are coaxially arranged, and the pin shaft (2-3) is arranged in the pin shaft holes of the first ear plate group (2-1) and the second ear plate group (2-2). The extension portion of the first plate end steel plate (3) comprises a first L-shaped extension plate (4) and a second L-shaped extension plate (5), the first L-shaped extension plate (4) and the second L-shaped extension plate (5) are arranged on the back side upper end portions and the back side lower end portions of the first plate end steel plate (3), the first L-shaped extension plate (4) and the second L-shaped extension plate (5) are arranged in opposite directions on the back side of the first plate end steel plate (3), and first beam bar groups (6) are horizontally arranged on the first L-shaped extension plate (4) and the second L-shaped extension plate (5) respectively. The extension portion of the second plate end steel plate (8) comprises a third L-shaped extension plate (9) and a fourth L-shaped extension plate (10); the third L-shaped extension plate (9) and the fourth L-shaped extension plate (10) are arranged on the back side upper end portions and the back side lower end portions of the second plate end steel plate (8), the third L-shaped extension plate (9) and the fourth L-shaped extension plate (10) are arranged in opposite directions on the back side of the second plate end steel plate (8), and second beam bar groups (11) are horizontally arranged on the third L-shaped extension plate (9) and the fourth L-shaped extension plate (10) respectively.

2. The fabricated self-centering man-made controllable plastic frame hinge joint according to claim 1, wherein, The lengths of the plurality of energy dissipation rods (1-1) are equal, and the material of the energy dissipation rods (1-1) is shape memory alloy material.

3. The fabricated self-centering man-made controllable plastic frame hinge joint of claim 1, wherein, The first ear plate group (2-1) includes two ear plates, one end of the two ear plates is fixed on the first plate end steel plate (3), pin shaft holes are coaxially arranged on the two ear plates respectively, and the pin shaft holes are used for inserting the pin shaft (2-3) after interlacing with the second ear plate group (2-2).

4. The fabricated self-centering man-made controllable plastic frame hinge joint of claim 1, wherein, The second ear plate group (2-2) includes two ear plates, one end of the two ear plates is fixed on the second plate end steel plate (8), pin shaft holes are coaxially arranged on the two ear plates respectively, and the pin shaft holes are used for inserting the pin shaft (2-3) after interlacing with the first ear plate group (2-1).

5. The fabricated self-centering man-made controllable plastic frame hinge joint of claim 1, wherein, The middle part of the back side of the first plate end steel plate (3) is horizontally provided with a first anchoring rib (7), the first anchoring rib (7) is fixed and arranged after being inserted into the first plate end steel plate (3) through the first high-strength bolt group (13), and the middle part of the back side of the second plate end steel plate (8) is horizontally provided with a second anchoring rib (12), the second anchoring rib (12) is fixed and arranged after being inserted into the second plate end steel plate (8) through the second high-strength bolt group (14).

6. An assembly method of the fabricated self-centering artificial controllable plastic-hinge joint structure, based on any one of claims 1-5, characterized in that, The method comprises the following steps: Step 1, the prefabricated concrete column and the prefabricated concrete beam are connected with the first plate end steel plate (3) and the second plate end steel plate (8) respectively, the beam rib is connected in the inner threaded sleeve reserved in the extension part of the first plate end steel plate (3) and the second plate end steel plate (8), and the anchoring steel rib embedded in the prefabricated concrete column and the prefabricated concrete beam is connected to the middle part of the back side of the first plate end steel plate (3) and the second plate end steel plate (8) respectively and is fixed through the first high-strength bolt group (13) and the second high-strength bolt group (14) respectively; Step 2, the connecting assembly (2) is connected in the middle part of the first plate end steel plate (3) and the second plate end steel plate (8) through electric arc welding, the connecting assembly (2) is the first ear plate group (2-1) and the second ear plate group (2-2), the first ear plate group (2-1) is welded on the first plate end steel plate (3), the second ear plate group (2-2) is welded on the second plate end steel plate (8), the first ear plate group (2-1) and the second ear plate group (2-2) are kept staggered and parallel during the welding process, and it is ensured that the pin shaft (2-3) can effectively pass through the pin shaft holes on the first ear plate group (2-1) and the second ear plate group (2-2), and then the first ear plate group (2-1) and the second ear plate group (2-2) and the first plate end steel plate (3) and the second plate end steel plate (8) are rust-proof treated; Step 3, the pin shaft (2-3) is inserted into the pin shaft holes on the first ear plate group (2-1) and the second ear plate group (2-2), and is fixed through the high-strength bolt; Step 4, the energy dissipation rod (1-1) is respectively penetrated between the upper end part or the lower end part of the first plate end steel plate (3) and the second plate end steel plate (8) through the steel sleeve (1-2), and is fixed through the bolt threaded connection on the steel sleeve (1-2), and the assembly of the self-resetting artificial controllable plastic hinge joint structure is completed.

Images