A self-resetting assembled reinforced concrete frame assembly structure

Abstract

The present invention belongs to the technical field of prefabricated buildings, and discloses a self-resetting prefabricated reinforced concrete frame structure, including a plurality of vertically interconnected precast concrete columns, the precast concrete columns are connected to precast concrete beams by assembling dampers of energy-consuming nodes, the upper part of the precast concrete columns is pre-buried with pre-buried steel connectors in the columns, and the bottom part is pre-buried with pre-buried steel connectors at the bottom of the columns. The present invention has two energy-consuming structures, namely, dog-bone weakened steel plates and multi-seam energy-consuming steel plates, which are very convenient to replace. PVC pipes are pre-buried before pouring concrete beams and columns, and steel strands are passed through the reserved PVC pipes after forming, and then the steel strands are tensioned to apply prestress. The steel strands in the columns and the steel strands in the beams all pass through the connection nodes, which not only provide self-resetting capabilities, but also strengthen the connection strength of the nodes; the present invention is simple to construct, has strong energy-consuming capabilities, good self-resetting performance, and is easy to repair, so that the structure has excellent seismic performance under high-intensity earthquakes.

Description

Technical Field

[0001] The invention belongs to the technical field of assembled buildings, and in particular relates to a self-resetting assembled reinforced concrete frame assembly structure. Background Art

[0002] Due to the shortcomings of traditional existing structural parts, such as complex construction, serious environmental pollution, and difficulty in ensuring project quality, prefabricated and assembled concrete structures have the advantages of factory production, labor saving, short construction period, high construction safety, and reduced resource consumption, making prefabricated and assembled design one of the important technologies for building industrialization. However, for prefabricated frame structures, how to ensure their integrity is always an issue that cannot be ignored. Therefore, ensuring the effective connection between the components of the prefabricated structure is the key to improving its integrity. The connection nodes of prefabricated components are the fundamental difference between prefabricated and assembled concrete structures, and can usually be divided into two categories: equivalent cast-in-place nodes and prefabricated nodes. The equivalent cast-in-place node is represented by the post-cast integral node, and its mechanical properties are similar to those of the cast-in-place node. Its design and analysis can generally refer to the cast-in-place concrete structure. Prefabricated nodes are represented by bolted nodes. They do not require on-site wet work and are easy to construct. They are conducive to giving full play to the advantages of precast assembled concrete. They can not only realize the design principle of "strong nodes, weak components", but also ensure that the column-column and beam-column node assembly areas have sufficient strength, stiffness and ductility to meet the requirements for bearing capacity and deformation capacity under normal use conditions and under earthquake action.

[0003] In traditional prefabricated reinforced concrete frame structures, the node connection method has problems such as insufficient integrity, low assembly efficiency, and poor seismic performance. Although some self-resetting structural schemes have been proposed in the field, these schemes are relatively cumbersome in the steps of installation and repair of prefabricated components, which brings inconvenience to the construction and long-term maintenance of prefabricated structures. The metal energy dissipation damper designed for the node area of ​​the present invention connects the prefabricated beams and prefabricated columns through high-strength bolts, and has energy dissipation function. It is efficient and convenient during installation and repair, and provides self-resetting ability by introducing steel strands, which effectively makes up for the shortcomings of the prior art. Summary of the invention

[0004] To solve the above problems, the present invention discloses a method for assembling a self-resetting assembled reinforced concrete frame. The present invention can realize rapid installation of the frame structure, and the structure has strong energy dissipation capacity, good self-resetting performance and is easy to repair, so that the assembled reinforced concrete frame structure has excellent seismic resistance and self-resetting ability under high-intensity earthquakes.

[0005] To achieve the above object, the technical solution of the present invention is:

[0006] A self-resetting assembled reinforced concrete frame assembly structure, comprising a shear key, a plurality of vertically interconnected precast concrete columns, the precast concrete columns are connected to precast concrete beams through dampers of assembled energy-absorbing nodes, the top of the precast concrete column is pre-embedded with a column-middle pre-embedded steel connector, and the bottom is pre-embedded with a column-bottom pre-embedded steel connector;

[0007] The embedded steel connector in the column includes a first rectangular steel pipe arranged vertically, a first perforated steel plate is fixed to the top and bottom ends of the first rectangular steel pipe, and a plurality of first reinforcement holes are formed on the outer periphery of the first perforated steel plate;

[0008] The embedded steel connector at the bottom of the column includes a second rectangular steel pipe, the bottom end of the second rectangular steel pipe is connected to a second perforated steel plate, the front and rear sides of the lower part of the second perforated steel plate are connected to connecting plates, and the left and right sides are connected to a U-shaped second diagonal brace;

[0009] The bottom of the second perforated steel plate is connected to a rectangular steel plate through a connecting plate and a U-shaped second diagonal brace, and a plurality of second reinforcement holes and a plurality of first steel strand through holes are formed along the axial direction on the outer periphery of the rectangular steel plate, and a column top notch is provided on the top of the precast concrete column; one end of the shear key is arranged in the column top notch, and the end away from the column top notch is connected to the bottom of the rectangular steel plate; adjacent precast concrete columns are connected to each other through a plurality of pre-tensioned column inner steel strands, wherein one end of the column inner steel strand passes through the column steel strand anchorage point in the middle of the upper precast concrete column and is connected to the anchor, and the other end passes through the reserved column inner PVC pipe, passes through the first steel strand through hole and column steel strand anchorage point of the lower precast concrete column in sequence, and then is connected to the external anchor;

[0010] The four sides of the first rectangular steel tube are connected with a first web for connecting a damper for assembling an energy dissipation node, and beam end embedded steel connectors are respectively embedded at both ends of the precast concrete beam;

[0011] The embedded steel connector at the beam end includes a second web, a second stiffening plate is fixed on both sides of the first web and the second web, a second steel strand through hole is formed on the second stiffening plate, the first stiffening plate is fixed to the first web and the second stiffening plate, the steel strand in the beam passes through the reserved PVC pipe in the beam, passes through the second steel strand through hole, and is fixed after connecting the anchor;

[0012] The damper of the assembled energy dissipation node comprises two mutually parallel multi-seam energy dissipation steel plates, the top and bottom ends of the two multi-seam energy dissipation steel plates are connected with dog-bone weakened steel plates, the left and right ends are connected with side connection plates, the outer sides of the side connection plates are connected with two mutually parallel web connection plates, and the web connection plates are formed with fifth bolt holes; wherein the first web is inserted between the two web connection plates on one side and connected with the two web connection plates by bolts, and the second web is inserted between the two web connection plates on the other side and connected with the web connection plates by bolts;

[0013] The first flange is fixed to the top and bottom of the first web, and the first flange is fixed to the periphery of the first opening steel plate; a plurality of first bolt holes are formed at the outer end of the first web, and a plurality of second bolt holes are formed at the outer end of the first flange; the second flange is fixed to the top and bottom of the second web, a plurality of fourth bolt holes are formed on the outer end side of the second web, and a plurality of studs are fixed on the inner end side; a plurality of third bolt holes are formed on the outer end of the second flange; the first flange and the second flange are connected to each other through the UHPC buckling-resistance pressure plate;

[0014] Plate end notches matching the first web and the second web are formed at both ends of the dog-bone weakened steel plate, and the dog-bone weakened steel plate is fixedly connected with the web connecting plate by welding.

[0015] The UHPC buckling-resistance plate is a T-shaped structure and is set close to the outside of the dog-bone weakened steel plate; both ends of the UHPC buckling-resistance plate are connected to the first flange and the second flange by bolts;

[0016] The outer periphery of the first rectangular steel tube and the second rectangular steel tube is provided with a plurality of column inner longitudinal reinforcements passing through the first reinforcement through hole and the second reinforcement through hole, and the outer periphery of the column inner longitudinal reinforcement is provided with a plurality of column inner stirrups in sequence from top to bottom, wherein the portion of the column inner longitudinal reinforcement exceeding the lower precast concrete column is connected to the column bottom embedded steel connecting piece of the upper precast concrete column through high-strength bolts, and the bottom of the column inner longitudinal reinforcement is welded to the outer periphery of the second rectangular steel tube; the outer periphery of the beam inner longitudinal reinforcement is provided with a plurality of beam inner stirrups in sequence from left to right, wherein the two ends of the beam inner longitudinal reinforcement are welded to the surface of the second flange.

[0017] As a further improvement, the steel strands in two opposing columns are formed into a hyperbolic shape;

[0018] The assembly method of the assembly structure is:

[0019] S1, firstly, according to the actual engineering requirements, the embedded steel connector 3 in the column is drilled and positioned, the longitudinal reinforcement 8 in the column passes through the first reinforcement hole 351 on the first hole steel plate 35, the inner stirrups 9 in the column are tied around the inner longitudinal reinforcement 8, and then the bottom of the inner longitudinal reinforcement 8 in the column is welded to the outer periphery of the second rectangular steel pipe 41 of the embedded steel connector 4 at the bottom of the column, and after completing the above work, the concrete column is poured;

[0020] S2, after the inner stirrups 11 of the beam are tied around the outer periphery of the inner longitudinal reinforcement 10, the ends thereof are welded to the surface of the second flange 51 of the embedded steel connector 5 at the end of the beam, and then the concrete beam is poured;

[0021] S3, the lower precast concrete column 1 passes through the second reinforcement hole 451 through the part of the longitudinal reinforcement 8 in the column that exceeds the column top, and is connected to the column bottom embedded steel connector 4 in the upper precast concrete column 1 through high-strength bolts, and the shear key 46 is inserted into the column top notch 17 of the lower precast concrete column 1;

[0022] S4, the prefabricated beams and columns are spliced ​​by assembling the dampers 6 and the UHPC buckling-resistance pressure plates 7 of the energy-absorbing nodes. First, the web connection plates 62 are respectively inserted into the first webs 32 on the embedded steel connectors 3 in the columns and the second webs 52 on the embedded steel connectors 5 at the beam ends, and the bolts are initially tightened through the first bolt holes 321, the fourth bolt holes 521 and the fifth bolt holes 621. Then, the UHPC buckling-resistance pressure plates 7 are correspondingly placed on the surfaces of the upper and lower dog-bone weakened steel plates 61, and are bolted through the third bolt holes 511. Then, all the bolts are finally tightened.

[0023] S5, the steel strands passing through the PVC pipe in the column are tensioned by post-tensioning method to provide prestress, and are anchored on the column steel strand anchor point 15, and the steel strands passing through the PVC pipe in the beam are also tensioned by post-tensioning method to provide prestress, and are anchored on the second stiffening plate 53;

[0024] S6, finally, the beam-column joints are post-cast to complete the assembly.

[0025] Beneficial effects of the present invention:

[0026] 1. The assembled concrete beam-column inserted bolt splicing node and the manufacturing and construction method thereof provided in the present invention have the advantages of rapid replacement, high assembly degree, good integrity and small amount of on-site work.

[0027] 2. The existing structure requires a large number of support frames to support the beams and columns during installation, which increases the complexity and time cost of construction. At the same time, there are joints between the concrete poured on site at the connection and the concrete in the prefabricated beams and columns, which cannot be completely integrated, resulting in insufficient bearing capacity and flexural strength. The bearing capacity of the connection mainly depends on the steel bars, and the overall structural performance is poor, or a large number of steel parts are used, resulting in a large structural weight and high material cost. The connection form provided by the present invention only requires bolt connection and post-casting between nodes on site, which effectively avoids the joint problem. At the same time, due to the reasonable design, the material consumption is reduced, the cost is reduced, the construction process is greatly simplified, the on-site workload is reduced, and the problems existing in the prior art are solved.

[0028] 3. The connection method of the present invention effectively reduces the exposed part of the steel parts, reduces the difficulty of rust prevention treatment, and prolongs the service life of the building.

[0029] 4. The present invention not only ensures the firmness of the connection between beams and columns and the convenience of installation, but also significantly improves the construction efficiency and shortens the construction period, and also eliminates the potential safety hazards caused by manual operation errors during the construction process, thus being superior to the prior art in many aspects.

[0030] 5. The present invention has two energy dissipation approaches, the first is to weaken the steel plates with upper and lower dog bones, and the second is to use multi-seam energy dissipation steel plates. In order to prevent the energy dissipation node damper from buckling, UHPC anti-buckling pressure plates are set at the corresponding upper and lower positions of the damper, and then connected by bolts. In addition, the damper of the assembled energy dissipation node can be directly replaced without disassembling the steel strand after buckling damage. PVC pipes are pre-buried before pouring concrete beams and columns. After forming, the steel strands are passed through the PVC pipes to achieve non-bonding, and then the steel strands are pulled with a stretching device to apply prestress. The steel strands in the column and the steel strands in the beam pass through the connection node, which not only provides self-resetting capability, but also strengthens the connection strength of the node. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 Schematic diagram of a one-frame one-span frame in an embodiment of the present invention;

[0032] Figure 2 It is a perspective schematic diagram of a one-frame one-span frame in an embodiment of the present invention;

[0033] Figure 3 It is a perspective schematic diagram of a local beam-column node of the present invention;

[0034] Figure 4 This is a schematic diagram of a precast concrete column reinforcement cage of the present invention;

[0035] Figure 5 This is a schematic diagram of casting the precast concrete column of the present invention;

[0036] Figure 6 This is a schematic diagram of a precast concrete beam reinforcement cage of the present invention;

[0037] Figure 7 This is a schematic diagram of casting the precast concrete beam of the present invention;

[0038] Figure 8 This is an overall schematic diagram of the embedded steel connector in the column of the present invention;

[0039] Fig. 9 This is an exploded schematic diagram of the embedded steel connector in the column of the present invention;

[0040] Fig.10 This is an overall schematic diagram of the pre-buried steel connector at the bottom of the column of the present invention;

[0041] Fig.11 This is an exploded schematic diagram of the pre-buried steel connector at the bottom of the column of the present invention;

[0042] Fig.12 This is a schematic diagram of the pre-buried steel connector at the beam end of the present invention;

[0043] Fig.13 The overall schematic diagram of the damper equipped with the energy dissipation node of the present invention;

[0044] Fig.14 A schematic diagram of an explosion of a damper equipped with an energy dissipation node according to the present invention;

[0045] Fig.15 This is a schematic diagram of the UHPC buckling-resistance plate of the present invention;

[0046] Fig.16 This is a diagram showing the results of a low-cycle reciprocating simulation of a common beam-column joint in the present invention using ABAQUS;

[0047] Fig.17 ABAQUS low-cycle reciprocating simulation result diagram of the self-resetting beam-column node of the present invention.

[0048] Among them, 1. Precast concrete column; 2. Precast concrete beam; 3. Embedded steel connector in column; 31. First rectangular steel tube; 32. First web; 321. First bolt hole; 33. First flange; 331. Second bolt hole; 34. First diagonal brace; 35. First holed steel plate; 351. First ribbed hole; 36. First stiffening plate; 4. Embedded steel connector at the bottom of column; 41. Second rectangular steel tube; 42. Second holed steel plate; 43. Second diagonal brace; 44. Connecting plate; 45. Rectangular steel plate; 451. Second ribbed hole; 452. First steel strand hole; 46. Shear key; 5. Embedded steel at beam end Connector; 51, second flange; 511, third bolt hole; 52, second web; 521, fourth bolt hole; 53, second stiffener; 531, second steel strand through hole; 6, damper; 61, dog-bone weakened steel plate; 611, plate end notch; 62, web connecting plate; 621, fifth bolt hole; 63, multi-seam energy-absorbing steel plate; 7, UHPC buckling-resistance pressure plate; 8, longitudinal reinforcement in column; 9, stirrups in column; 10, longitudinal reinforcement in beam; 11, stirrups in beam; 12, studs; 13, steel strand in column; 14, steel strand in beam; 15, column steel strand anchorage point; 16, anchor; 17, column top notch. DETAILED DESCRIPTION

[0049] The present invention is further described below in conjunction with the accompanying drawings and embodiments.

[0050] Reference Figure 1-Figure 17 A self-resetting assembled reinforced concrete frame assembly structure shown includes a shear key 46 and a plurality of vertically interconnected precast concrete columns 1. The precast concrete columns 1 are connected to precast concrete beams 2 via dampers 6 of assembled energy-absorbing nodes. The top of the precast concrete column 1 is pre-embedded with a column-embedded steel connector 3, and the bottom is pre-embedded with a column-bottom pre-embedded steel connector 4.

[0051] like Figure 8 and Fig. 9As shown, the embedded steel connector 3 in the column includes: a first rectangular steel tube 31 arranged vertically, a first perforated steel plate 35 is fixed to the top and bottom ends of the first rectangular steel tube 31, the first perforated steel plates 35 are connected by first diagonal braces 34, and a plurality of first rib-piercing holes 351 are formed on the outer periphery of the first perforated steel plate 35.

[0052] like Fig.10 and Fig.11 As shown, the pre-buried steel connector 4 at the bottom of the column includes: a second rectangular steel tube 41, the bottom end of the second rectangular steel tube 41 is connected to a second perforated steel plate 42, the front and rear sides of the lower part of the second perforated steel plate 42 are connected to connecting plates 44, and the left and right sides are connected to a U-shaped second diagonal support member 43.

[0053] The bottom of the second perforated steel plate 42 is connected to a rectangular steel plate 45 through a connecting plate 44 and a U-shaped second diagonal brace 43, and a plurality of second reinforcement holes 451 and a plurality of first steel strand through holes 452 are formed axially on the outer periphery of the rectangular steel plate 45, and a column top notch 17 is provided on the top of the precast concrete column 1; one end of the shear key 46 is arranged in the column top notch 17, and the end away from the column top notch 17 is connected to the bottom of the rectangular steel plate 45; adjacent precast concrete columns 1 are connected to each other through a plurality of pre-tensioned column inner steel strands 13, wherein one end of the column inner steel strand 13 passes through the column steel strand anchorage point 15 in the middle of the upper precast concrete column 1 and is connected to the anchor 16, and the other end passes through the reserved column inner PVC pipe, passes through the first steel strand through hole 452 and the column steel strand anchorage point 15 of the lower precast concrete column in sequence, and then is connected to the external anchor 16.

[0054] As a further improvement, the four sides of the first rectangular steel tube 31 are connected with a first web 32 for connecting the damper 6 for assembling the energy dissipation node, and beam end embedded steel connectors 5 are respectively embedded at both ends of the precast concrete beam 2.

[0055] like Fig.12 As shown, the embedded steel connector 5 at the beam end includes: a second web 52, a second stiffening plate 53 is fixed on both sides of the first web 32 and the second web 52, a second steel strand through hole 531 is formed on the second stiffening plate 53, the first stiffening plate 36 is fixed on the first web 32 and the second stiffening plate 53, the steel strand 14 in the beam passes through the PVC pipe reserved in the beam, passes through the second steel strand through hole 531, and is fixed after connecting the anchor 16.

[0056] Further improvements, such as Fig.13 and Fig.14As shown, the damper 6 assembled with the energy dissipation node includes: two parallel multi-slit energy dissipation steel plates 63, the top and bottom ends of the two multi-slit energy dissipation steel plates 63 are connected with dog-bone weakened steel plates 61, the left and right ends are connected with side connecting plates, the outer sides of the side connecting plates are connected with two mutually parallel web connecting plates 62, and the web connecting plates 62 are formed with fifth bolt holes 621; wherein, the first web 32 is inserted between the two web connecting plates 62 on one side and is connected to the two web connecting plates 62 by bolts, and the second web 52 is inserted between the two web connecting plates 62 on the other side and is connected to the web connecting plates 62 by bolts.

[0057] As a further improvement, the first flange 33 is fixed to the top and bottom ends of the first web 32, and the first flange 33 is fixed to the periphery of the first open hole steel plate 35; a plurality of first bolt holes 321 are formed at the outer end of the first web 32, and a plurality of second bolt holes 331 are formed at the outer end of the first flange 33; a second flange 51 is fixed to the top and bottom of the second web 52, a plurality of fourth bolt holes 521 are formed on the outer end side of the second web 52, and a plurality of studs 12 are fixed on the inner end side; a plurality of third bolt holes 511 are formed at the outer end of the second flange 51; the first flange 33 and the second flange 51 are connected to each other through the UHPC anti-buckling pressure plate 7.

[0058] As a further improvement, plate end notches 611 that match the first web 32 and the second web 52 are formed at both ends of the dog-bone weakened steel plate 61 , and the dog-bone weakened steel plate 61 is fixedly connected to the web connecting plate 62 by welding.

[0059] Further improvements, such as Fig.15 As shown, the UHPC buckling-resistance pressure plate 7 is a "T"-shaped structure and is arranged closely on the outside of the dog-bone weakened steel plate 61; both ends of the UHPC buckling-resistance pressure plate 7 are connected to the first flange 33 and the second flange 51 by bolts.

[0060] Further improvements, such as Figure 3 As shown, a plurality of column inner longitudinal reinforcements 8 passing through the first reinforcement penetration holes 351 and the second reinforcement penetration holes 451 are arranged on the outer periphery of the first rectangular steel tube 31 and the second rectangular steel tube 41, and a plurality of column inner stirrups 9 are arranged on the outer periphery of the column inner longitudinal reinforcements 8 in sequence from top to bottom, wherein the portion of the column inner longitudinal reinforcements 8 extending beyond the lower precast concrete column 1 is connected to the column bottom embedded steel connector 4 of the upper precast concrete column 1 through high-strength bolts, and the bottom of the column inner longitudinal reinforcements 8 is welded to the outer periphery of the second rectangular steel tube 41; a plurality of beam inner stirrups 11 are arranged on the outer periphery of the beam inner longitudinal reinforcements 10 in sequence from left to right, wherein the two ends of the beam inner longitudinal reinforcements 10 are welded to the surface of the second flange 51.

[0061] The two opposing steel strands 13 in the column form a hyperbola shape.

[0062] The present invention is a frame node connector that can be quickly replaced, has high integrity, and has strong energy dissipation capacity. The beam end steel connector is partially embedded in the concrete beam, and the web of the embedded steel connector at the beam end is welded with a certain number of studs to enhance the anchoring between the steel component and the concrete, and the longitudinal reinforcement in the beam is welded to the upper and lower flanges of the embedded steel connector at the beam end to transmit force. Precast concrete columns have embedded steel connectors in the middle and bottom of the columns respectively. The embedded steel connectors in the column are used to locate the longitudinal reinforcement in the column and connect the precast beams. The embedded steel connectors in the column are processed in the factory, including rectangular steel pipes, perforated steel plates, diagonal bracing steel plates and H-shaped steels. Two perforated steel plates are welded around the rectangular steel pipe. The perforated steel plates have holes at the corresponding positions of the longitudinal reinforcement in the column to facilitate the passage of the longitudinal reinforcement when tying the steel cage. The web of the H-shaped steel is partially welded to the surface of the steel pipe and partially welded to the perforated steel plate. The upper and lower flanges are welded to the sides of the perforated steel plate. During pouring, part of it is inside the column and part is outside the column. Bolt holes are opened at the corresponding positions of the part outside the column and bolted to the beam extension steel through the damper of the energy-absorbing node, so as to realize the connection between the beam-energy-absorbing damper-column node. The diagonal bracing steel plate is used as a diagonal bracing piece to ensure that the entire connection body is more solid and enhanced.

[0063] The installation steps are as follows:

[0064] The components designed by the technology of the present invention are all produced in the factory and assembled at the construction site. In the process of tying the steel cage of the precast concrete column 1, the embedded steel connector 3 in the column is firstly opened and positioned according to the actual project requirements, and the longitudinal reinforcement 8 in the column passes through the first reinforcement hole 351 on the first perforated steel plate 35, and the stirrups 9 in the column are tied around the longitudinal reinforcement 8 in the column. Then, the bottom of the longitudinal reinforcement 8 in the column is welded to the outer periphery of the second rectangular steel pipe 41 of the embedded steel connector 4 at the bottom of the column. After completing the above work, the concrete column is cast. It should be noted that the column top notch 17 and the column steel strand anchor point 15 should be reserved in the column body. The production process of the precast concrete beam 2 is similar to that of the column. After the stirrups 11 in the beam are tied around the longitudinal reinforcement 10 in the beam, their ends are welded to the surface of the second flange 51 of the embedded steel connector 5 at the end of the beam, and then the concrete beam is cast. The lower precast concrete column 1 passes through the second reinforcement hole 451 through the part of the longitudinal reinforcement 8 in the column that exceeds the column top, and is connected to the column bottom embedded steel connector 4 in the upper precast concrete column 1 through high-strength bolts. At this time, the shear key 46 is inserted into the column top notch 17 of the lower precast concrete column 1. Then, the precast beam and column are spliced ​​by assembling the damper 6 and the UHPC anti-buckling pressure plate 7 of the energy-absorbing node. First, the web connecting plate 62 is respectively inserted into the first web 32 on the embedded steel connector 3 in the column and the second web 52 on the embedded steel connector 5 at the beam end, and the bolts are initially tightened through the first bolt hole 321, the fourth bolt hole 521 and the fifth bolt hole 621. Then, the UHPC anti-buckling pressure plate 7 is placed on the upper and lower dog-bone weakened steel plates 61, and bolted through the third bolt hole 511, and then all bolts are finally tightened. The steel strands passing through the PVC pipe in the column are tensioned by post-tensioning to provide prestress, and are anchored on the column steel strand anchor point 15. The steel strands passing through the PVC pipe in the beam are also tensioned by post-tensioning to provide prestress, and are anchored on the second stiffening plate 53. Finally, the beam-column joint is post-cast to complete the assembly.

[0065] Although the embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and the embodiments. They can be fully applied to various fields suitable for the present invention. For those familiar with the art, additional modifications can be easily implemented. Therefore, without departing from the general concept defined by the claims and the scope of equivalents, the present invention is not limited to the specific details and the illustrations shown and described herein.

Claims

1. A self-resetting assembled reinforced concrete frame structure, characterized in that: include: A plurality of precast concrete columns (1) connected to each other vertically, wherein the precast concrete columns (1) are connected to precast concrete beams (2) via dampers (6) installed at energy-absorbing nodes, the tops of the precast concrete columns (1) are pre-embedded with column-middle pre-embedded steel connectors (3), and the bottoms of the precast concrete columns (1) are pre-embedded with column-bottom pre-embedded steel connectors (4); The embedded steel connector (3) in the column comprises: a first rectangular steel tube (31) arranged vertically, a first perforated steel plate (35) being fixed to the top and bottom ends of the first rectangular steel tube (31), and a plurality of first rib penetration holes (351) being formed on the outer periphery of the first perforated steel plate (35); The column bottom embedded steel connection piece (4) comprises: a second rectangular steel tube (41), the bottom end of the second rectangular steel tube (41) is connected to a second perforated steel plate (42), the front and rear sides of the lower part of the second perforated steel plate (42) are connected to connection plates (44), and the left and right sides of the second perforated steel plate (42) are connected to U-shaped second diagonal bracing pieces (43); The bottom of the second perforated steel plate (42) is connected to a rectangular steel plate (45) via a connecting plate (44) and a U-shaped second diagonal brace (43); a plurality of second reinforcing bar holes (451) and a plurality of first steel strand holes (452) are formed axially on the outer periphery of the rectangular steel plate (45); and a shear key (46) that cooperates with a column top notch (17) is connected to the bottom of the rectangular steel plate (45); The adjacent precast concrete columns (1) are connected to each other via a plurality of pre-tensioned in-column steel strands (13), wherein one end of the in-column steel strand (13) passes through a column steel strand anchor point (15) in the middle of the upper precast concrete column (1) and is connected to an anchor (16), and the other end of the in-column steel strand (13) passes through a first steel strand through-hole (452) and a column steel strand anchor point (15) of a lower precast concrete column (1) in sequence via a reserved in-column PVC pipe and is then connected to an external anchor (16); The four side surfaces of the first rectangular steel tube (31) are connected to a first web (32) for connecting a damper (6) for assembling an energy dissipation node, and beam end embedded steel connectors (5) are respectively embedded at both ends of the precast concrete beam (2); The beam end embedded steel connector (5) comprises: a second web (52), second stiffening plates (53) are fixed on both sides of the first web (32) and the second web (52), second steel strand through holes (531) are formed on the second stiffening plates (53), a first stiffening plate (36) is fixed between the first web (32) and the second stiffening plate (53), and the second steel strand through holes (531) pass through the steel strands (14) in the beam with fixed connection anchors (16); The damper (6) for assembling an energy dissipation node comprises: two mutually parallel multi-slit energy dissipation steel plates (63), the top and bottom ends of the two multi-slit energy dissipation steel plates (63) are both connected to dog-bone weakened steel plates (61), the left and right ends are both connected to side connection plates, the outer sides of the side connection plates are both connected to two mutually parallel web connection plates (62), the web connection plates (62) are formed with fifth bolt holes (621), the first web (32) is inserted between the two web connection plates (62) on one side and is connected to the two web connection plates (62) by bolts, and the second web (52) is inserted between the two web connection plates (62) on the other side and is connected to the web connection plates (62) by bolts; The first flange (33) is fixed to the top and bottom ends of the first web (32), the first flange (33) is fixed to the periphery of the first perforated steel plate (35), a plurality of first bolt holes (321) are formed at the outer end of the first web (32), a plurality of second bolt holes (331) are formed at the outer end of the first flange (33), a second flange (51) is fixed to the top and bottom of the second web (52), a plurality of fourth bolt holes (521) are formed on the outer end side of the second web (52), a plurality of studs (12) are fixed to the inner end side of the second web (52), a plurality of third bolt holes (511) are formed on the outer end of the second flange (51), and the first flange (33) and the second flange (51) are connected to each other via a UHPC buckling-resistance plate (7); The two ends of the dog-bone weakened steel plate (61) are respectively formed with plate end notches (611) that match the first web (32) and the second web (52), and the dog-bone weakened steel plate (61) is fixedly connected to the web connecting plate (62) by welding; The UHPC anti-buckling pressure plate (7) is a "T"-shaped structure, and the UHPC anti-buckling pressure plate (7) is arranged closely on the outside of the dog-bone weakened steel plate (61), and the two ends of the UHPC anti-buckling pressure plate (7) are connected to the first flange (33) and the second flange (51) by bolts; The outer peripheries of the first rectangular steel tube (31) and the second rectangular steel tube (41) are provided with a plurality of column inner longitudinal bars (8) passing through the first reinforcement penetration hole (351) and the second reinforcement penetration hole (451); the outer peripheries of the column inner longitudinal bars (8) are provided with a plurality of column inner stirrups (9) in sequence from top to bottom; the portion of the column inner longitudinal bars (8) extending beyond the lower precast concrete column (1) is connected to the column bottom embedded steel connector (4) of the upper precast concrete column (1) via high-strength bolts; the bottom of the column inner longitudinal bars (8) is welded to the outer periphery of the second rectangular steel tube (41); the precast concrete beam (2) is provided with a plurality of beam inner longitudinal bars (10) and beam inner stirrups (11); the two ends of the beam inner longitudinal bars (10) are welded to the surface of the second flange (51); The two opposite steel strands (13) in the column form a hyperbola shape.

2. The self-resetting assembled reinforced concrete frame structure according to claim 1 is characterized in that: The assembly method of the reinforced concrete frame structure is: S1, firstly, according to actual engineering requirements, the embedded steel connector (3) in the column is drilled and positioned, the longitudinal reinforcement (8) in the column is passed through the first reinforcement hole (351) on the first hole steel plate (35), the inner stirrups (9) in the column are tied around the inner longitudinal reinforcement (8), and then the bottom of the inner longitudinal reinforcement (8) in the column is welded to the outer periphery of the second rectangular steel tube (41) of the embedded steel connector (4) at the bottom of the column. After completing the above work, the concrete column is poured; S2, after the inner stirrups (11) of the beam are tied around the outer periphery of the inner longitudinal reinforcement (10), the ends thereof are welded to the surface of the second flange (51) of the embedded steel connector (5) at the end of the beam, and then the concrete beam is poured; S3, the lower precast concrete column (1) passes through the second reinforcement hole (451) through the portion of the longitudinal reinforcement (8) in the column that exceeds the column top, and is connected to the column bottom embedded steel connection piece (4) in the upper precast concrete column (1) through high-strength bolts, and the shear key (46) is inserted into the column top notch (17) of the lower precast concrete column (1); S4, splicing the prefabricated beam and column by assembling the damper (6) and the UHPC buckling-resistance pressure plate (7) of the energy-absorbing node, first inserting the web connecting plate (62) into the first web (32) on the embedded steel connecting member (3) in the column and the second web (52) on the embedded steel connecting member (5) at the beam end, respectively, and initially tightening the bolts through the first bolt hole (321), the fourth bolt hole (521) and the fifth bolt hole (621), then placing the UHPC buckling-resistance pressure plate (7) on the surface of the upper and lower dog-bone weakened steel plates (61) respectively, and bolting them through the third bolt hole (511), and then finally tightening all the bolts; S5, using the post-tensioning method to tension the steel strands that pass through the PVC pipe in the column to provide prestress, and anchoring them to the column steel strand anchoring point (15), and also using the post-tensioning method to provide prestress to the steel strands that pass through the PVC pipe in the beam, and anchoring them to the second stiffening plate (53); S6, finally, the beam-column joints are post-cast to complete the assembly.

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