CN111335468A - Slidable self-resetting node connecting structure for assembled concrete beam column and assembling method - Google Patents
Slidable self-resetting node connecting structure for assembled concrete beam column and assembling method Download PDFInfo
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- CN111335468A CN111335468A CN202010203578.2A CN202010203578A CN111335468A CN 111335468 A CN111335468 A CN 111335468A CN 202010203578 A CN202010203578 A CN 202010203578A CN 111335468 A CN111335468 A CN 111335468A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/21—Connections specially adapted therefor
- E04B1/215—Connections specially adapted therefor comprising metallic plates or parts
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/20—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material
- E04B1/22—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of concrete, e.g. reinforced concrete, or other stonelike material with parts being prestressed
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/41—Connecting devices specially adapted for embedding in concrete or masonry
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/62—Insulation or other protection; Elements or use of specified material therefor
- E04B1/92—Protection against other undesired influences or dangers
- E04B1/98—Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
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- E—FIXED CONSTRUCTIONS
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- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional extent, e.g. lattice girders
- E04C5/0636—Three-dimensional reinforcing mats composed of reinforcing elements laying in two or more parallel planes and connected by separate reinforcing parts
- E04C5/064—Three-dimensional reinforcing mats composed of reinforcing elements laying in two or more parallel planes and connected by separate reinforcing parts the reinforcing elements in each plane being formed by, or forming a, mat of longitunal and transverse bars
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- E—FIXED CONSTRUCTIONS
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- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
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- E04C5/08—Members specially adapted to be used in prestressed constructions
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- E—FIXED CONSTRUCTIONS
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- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/08—Members specially adapted to be used in prestressed constructions
- E04C5/12—Anchoring devices
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
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Abstract
The invention provides a slidable self-resetting node connecting structure of an assembled concrete beam column and an assembling method. The problem of how effectively to improve the power consumption ability of node, furthest reduction structure damage and destruction under the earthquake effect is solved. The invention realizes the connection between the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column so as to meet the requirements in actual design and construction, and the whole structure keeps larger lateral stiffness, and the operation is simple and convenient.
Description
Technical Field
The invention relates to a slidable self-resetting node connecting structure of an assembled concrete beam column and an assembling method, and belongs to the technical field of assembled concrete buildings.
Background
The prefabricated concrete structure has the advantages of improving the production efficiency, saving energy, protecting environment, being convenient and fast to construct and the like, and is one of the important directions for the development of building structures in China. At present, in the research field, the important concern of the academic and engineering circles is how to safely, efficiently and reliably improve the seismic performance of the joint connection part of the fabricated structure and avoid unnecessary structural damage and destruction.
In the traditional fabricated concrete structure, in order to achieve the purpose of 'equal cast-in-place' of the whole structure, the conventional method is that beam columns are prefabricated, and nodes are cast in place. The node adopting the cast-in-place method has the advantages that the overall mechanical property of the structure is basically similar to that of a full prefabricated structure, but a large amount of concrete wet operation is still required on a construction site, and the development concept of green, environment-friendly, high-efficiency and energy-saving of an assembly type building cannot be met. In recent years, dry joining techniques typified by grouted sleeve joints, anchor tie-down joints, and post-cast strip joints have been developed. Experimental research shows that the connection mode can ensure the rigidity and the bearing capacity of the joint connection area, is reliable in stress, but poor in energy consumption, and is easy to cause brittle failure at the grouting position under the action of repeated earthquake load. Therefore, how to effectively improve the energy consumption capability of the node and reduce the damage and the damage of the structure under the action of the earthquake to the maximum extent has important significance for accelerating the popularization of the fabricated building in China and promoting the industrialization and the industrialized development of the fabricated building.
Disclosure of Invention
The invention aims to solve the technical problems in the background art, and provides a novel slidable self-resetting node connecting structure and an assembling method for an assembled concrete beam column, so that the connection between a prefabricated reinforced concrete beam and the prefabricated reinforced concrete column is realized, and the requirements in actual design and construction are met.
The invention provides a slidable self-resetting node connecting structure of an assembled concrete beam column, which comprises a U-shaped steel plate embedded part, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a herringbone steel plate embedded part, a sliding positioning bolt group, a plurality of prestressed tendons and a plurality of prestressed tendon anchors, wherein the U-shaped steel plate embedded part is positioned and installed on the prefabricated reinforced concrete column, the herringbone steel plate embedded part is positioned and installed on the prefabricated reinforced concrete beam, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected with the herringbone steel plate embedded part through the U-shaped steel plate embedded part, the U-shaped steel plate embedded part and the herringbone steel plate embedded part are oppositely arranged and are in matched connection through the sliding positioning bolt group, relative sliding can be realized, and the plurality of prestressed tendons sequentially transversely penetrate through the prefabricated reinforced concrete beam, the U-shaped steel plate embedded part and the herringbone steel plate embedded part, and finally, penetrating out of the prefabricated reinforced concrete column, and correspondingly screwing each prestressed tendon anchorage at the extending end of each prestressed tendon for fixing.
Preferably, the U-shaped steel plate embedded part comprises a U-shaped steel plate, two prestressed rib holes I, two bolt sliding grooves I and a bolt sliding groove II, the U-shaped bottom surface of the U-shaped steel plate is connected with the prefabricated reinforced concrete column, the two prestressed rib holes I are arranged on the U-shaped steel plate, the upper parts of the left wing plate wall and the right wing plate wall of the U-shaped steel plate are provided with the opposite bolt sliding grooves I, and the lower parts of the left wing plate wall and the right wing plate wall of the U-shaped steel plate are provided with the opposite bolt sliding grooves II.
Preferably, the bolt sliding groove I and the bolt sliding groove II are rectangular, and arc chamfering processing is performed at angular points; the left width and the right width of the bolt sliding groove I and the bolt sliding groove II are not more than one third of the width of the side plate wall of the U-shaped steel plate, so that the U-shaped steel plate embedded part is ensured to have enough bending rigidity.
Preferably, the prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars, column stirrups, positioning steel bars I and metal corrugated pipes I, the column longitudinal stress steel bars and the column stirrups are mutually and vertically welded to form a longitudinal steel bar framework, concrete is poured outside the steel bar framework to form a column body in a prefabricated mode, the front face and the rear face of the steel bar framework are provided with the positioning steel bars I, the metal corrugated pipes I are arranged on the positioning steel bars I along the direction of the prestressed tendons, the hollow area inside the metal corrugated pipes I serves as prestressed tendon channels I and is used for penetrating through the prestressed tendons, the connecting face of the U-shaped steel plate embedded part is in welded connection with the steel bar framework according to the positions of the metal corrugated pipes I, and the prestressed tendon channels I are guaranteed to be aligned in the welding process.
Preferably, the key of the E-shaped connecting steel plate comprises an E-shaped steel plate, two prestressed rib holes II, bolt holes I and bolt holes II, the E-shaped bottom surface of the key of the E-shaped connecting steel plate is connected with the prefabricated reinforced concrete beam in a positioning mode, the two prestressed rib holes II are arranged on the key of the E-shaped connecting steel plate, the bolt holes I are opposite to the upper portions of the left wing plate wall and the right wing plate wall of the E-shaped steel plate, the bolt holes II are opposite to the lower portions of the left wing plate wall and the right wing plate wall of the E-shaped steel plate, and the left wing plate wall and the right wing.
Preferably, the outer spacing between the outer side plate walls of the two wings of the E-shaped steel plate is equal to the inner spacing between the inner side plate walls of the two wings of the U-shaped steel plate 1, and the height of the E-shaped steel plate is equal to that of the U-shaped steel plate, so that the E-shaped steel plate embedded parts can be inserted into the U-shaped steel plate embedded parts in parallel.
Preferably, the prefabricated reinforced concrete beam comprises a plurality of beam negative-moment reinforcements, beam positive-moment reinforcements, beam stirrups, positioning reinforcements II and metal corrugated pipes II, the beam negative-moment reinforcements, the beam positive-moment reinforcements and the beam stirrups are vertically welded into a transverse reinforcement framework, concrete is poured outside the reinforcement framework to form a beam, the positioning reinforcements II are installed at the front and back of the reinforcement framework, the metal corrugated pipes II are installed on the positioning reinforcements II along the direction of the prestressed reinforcements, the hollow area inside the metal corrugated pipes II serves as prestressed reinforcement channels II and is used for penetrating the prestressed reinforcements, the connecting surface of the U-shaped steel plate embedded part is in welded connection with the reinforcement framework according to the positions of the metal corrugated pipes II, and the prestressed reinforcement holes II are aligned with the prestressed reinforcement channels II in the welding process.
Preferably, the sliding positioning bolt group comprises two high-strength bolts, four nuts and two rectangular friction gaskets, one high-strength bolt penetrates through a coincident bolt hole I and a bolt sliding groove I to slide left and right along the groove, the other high-strength bolt penetrates through a coincident bolt hole II and a coincident bolt sliding groove II to slide left and right along the groove, the two high-strength bolts are fixed through the four nuts respectively, the rectangular friction gaskets are arranged between the four nuts and the outer side walls of the left wing and the right wing of the U-shaped steel plate embedded part, and two threaded holes are formed in the upper portion and the lower portion of each rectangular friction gasket.
Preferably, the rectangular friction gasket is made of copper material, and one side of the rectangular friction gasket, which is in contact with the U-shaped steel plate embedded part, is subjected to rough treatment to increase friction resistance.
The assembling method of the slidable self-resetting node connecting structure of the assembled concrete beam column specifically comprises the following steps:
(1) hoisting the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to a preset position, and slowly moving the prefabricated reinforced concrete beam to enable the outer sides of the two wing plate walls of the inverted-V-shaped steel plate embedded part to be inserted into the inner sides of the two wing plate walls of the U-shaped steel plate embedded part in parallel until the bolt hole I and the bolt hole II are aligned with the central boundaries of the bolt sliding groove I and the bolt sliding groove II respectively, wherein the inverted-V-shaped steel plate embedded part is not completely inserted into the U-shaped steel plate embedded part, and a certain gap is reserved between the bolt hole I and the bolt sliding groove II for relative sliding;
(2) leading the unbonded prestressed tendons to pass through a prestressed tendon pore passage II, a prestressed tendon pore passage I and a prestressed tendon pore passage I in sequence and penetrate out of the prefabricated reinforced concrete column, then tensioning the unbonded prestressed tendons at one side of the prefabricated reinforced concrete beam, and fixing the unbonded prestressed tendons at one side of the prefabricated reinforced concrete column by adopting a prestressed tendon anchorage device;
(3) after the unbonded prestressed tendons are tensioned and anchored, placing rectangular friction gaskets on the outer sides of two wings of the U-shaped steel plate embedded part to enable bolt holes of the rectangular friction gaskets to be located in the middle of the bolt sliding groove I and the bolt sliding groove II, then enabling high-strength bolts to penetrate through the bolt holes, screwing nuts with a torque wrench, and calculating and determining the pretightening force applied by the torque wrench through the shearing force transmitted between the prefabricated parts.
The slidable self-resetting node connecting structure and the assembling method of the assembled concrete beam column have the beneficial effects that:
1. according to the invention, through applying the pretightening force to the high-strength bolt, the tight connection between the U-shaped steel plate embedded part and the E-shaped steel plate embedded part can be effectively ensured, so that the whole structure keeps higher lateral stiffness, and the bending moment and the shearing force transmitted between the prefabricated components are borne.
2. The inverted-V-shaped steel plate embedded part adopted by the invention can slide left and right along the bolt sliding groove preset in the U-shaped steel plate embedded part under the action of moderate earthquake, and the prefabricated reinforced concrete beam can slide up and down in a certain range according to different sizes and directions of the load. In the process, friction and energy dissipation are generated between the rectangular friction gasket and the two wing plate walls of the U-shaped steel plate embedded part, so that the structural deformation can be prevented from being concentrated too much, and the structural member is prevented from being damaged and damaged. In addition, high strength bolt and rectangle friction pad can be changed according to actual demand, and easy operation is convenient.
3. The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons. Under the strong shock effect, when the precast reinforced concrete beam reaches controllable maximum sliding position for the precast reinforced concrete column, because unbonded prestressed tendons keep the elastic state all the time, begin to play from the reset effect this moment, make the precast beam column resume original initial condition after the earthquake.
4. The parts with higher manufacturing requirements of the invention comprise the prefabricated reinforced concrete columns, the prefabricated reinforced concrete beams, the U-shaped steel plate embedded parts and the E-shaped steel plate embedded parts, can be manufactured in factories and assembled in sequence after being transported to the site, the installation steps are simple, the installation process is safe and reliable, no concrete wet operation exists in the construction site, and the invention conforms to the development concept of green, environment-friendly, high-efficiency and energy-saving of assembly buildings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In the drawings:
FIG. 1 is a three-dimensional view of a U-shaped steel plate embedment according to the present invention;
FIG. 2 is a three-dimensional view of the arrangement of reinforcing bars in the prefabricated reinforced concrete column according to the present invention;
FIG. 3 is a three-dimensional view of the present invention after the U-shaped steel plate embedded parts and the steel bars in the prefabricated reinforced concrete column are welded;
FIG. 4 is a three-dimensional view of a prefabricated reinforced concrete column according to the present invention;
FIG. 5 is a three-dimensional view of a gable panel embedment in accordance with the present invention;
fig. 6 is a three-dimensional view illustrating arrangement of reinforcing bars in a precast reinforced concrete beam according to the present invention;
FIG. 7 is a three-dimensional view of the present invention after welding the steel plate embedded parts in the shape of Chinese character 'shan' with the steel bars in the precast reinforced concrete beam;
fig. 8 is a three-dimensional view of a precast reinforced concrete beam according to the present invention;
FIG. 9 is a three-dimensional view of a high tensile bolt according to the present invention;
FIG. 10 is a three-dimensional view of a nut according to the present invention;
FIG. 11 is a three-dimensional view of a rectangular friction pad according to the present invention;
fig. 12 is a three-dimensional view of a tendon according to the present invention;
FIG. 13 is a three dimensional view of a tendon anchor according to the present invention;
FIG. 14 is a three-dimensional view of the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam of the present invention after being hoisted, inserting the inverted-V-shaped steel plate embedded part into the U-shaped steel plate embedded part;
fig. 15 is a three-dimensional view of unbonded tendons according to the invention after passing through all prefabricated elements;
FIG. 16 is a three-dimensional view of unbonded tendon anchors of the present invention after tensioning and securing;
FIG. 17 is a three-dimensional view of the high-strength bolt, the U-shaped steel plate embedded parts and the E-shaped steel plate embedded parts which are fixed and screwed together according to the invention;
FIG. 18 is a three-dimensional view showing a state in which a precast reinforced concrete beam slides upward under the action of an earthquake according to the present invention;
fig. 19 is a three-dimensional view illustrating a state in which a precast reinforced concrete beam slides downward under the action of an earthquake according to the present invention;
shown in the figure: 1-U-shaped steel plate; 2-prestressed rib holes I; 3-bolt sliding groove I; 4-bolt sliding groove II; 5-column longitudinal stress steel bars; 6-column stirrup; 7-positioning the steel bar I; 8-metal bellows I; 9-prestressed tendon duct I; 10-steel plate in a shape of Chinese character 'shan'; 11-prestressed rib holes II; 12-bolt hole I; 13-bolt hole II; 14-beam hogging moment tendon; 15-beam positive bending moment rib; 16-beam stirrups; 17-positioning a steel bar II; 18-metal bellows ii; 19-prestressed tendon pore channel II; 20-high strength bolts; 21-a nut; 22-nut holes; 23-rectangular friction pads; 24-bolt holes; 25-unbonded prestressed tendons; 26-prestressed tendon anchorage.
Detailed Description
The following detailed description of embodiments of the invention is provided in conjunction with the appended drawings:
the first embodiment is as follows: the present embodiment is explained with reference to fig. 1 to 19. The assembled concrete beam column slidable self-resetting node connecting structure comprises a U-shaped steel plate embedded part, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a herringbone steel plate embedded part, a sliding positioning bolt group, a plurality of prestressed tendons 25 and a plurality of prestressed tendon anchors 26, wherein the U-shaped steel plate embedded part is installed on the prefabricated reinforced concrete column in a positioning mode, the herringbone steel plate embedded part is installed on the prefabricated reinforced concrete beam in a positioning mode, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected with the herringbone steel plate embedded part through the U-shaped steel plate embedded part, the U-shaped steel plate embedded part and the herringbone steel plate embedded part are oppositely arranged and are connected in a matched mode through the sliding positioning bolt group, relative sliding can be achieved, and the plurality of prestressed tendons 25 sequentially penetrate through the prefabricated reinforced concrete beam, the U-shaped steel plate embedded part and the herringbone steel plate embedded part, finally, the prestressed tendon anchors penetrate out of the prefabricated reinforced concrete column, and each prestressed tendon anchor 26 is correspondingly screwed at the extending end of each prestressed tendon 25 to be fixed.
The U-shaped steel plate embedded part comprises a U-shaped steel plate 1, two prestressed rib holes I2, two bolt sliding grooves I3 and a bolt sliding groove II 4, the U-shaped bottom surface of the U-shaped steel plate 1 is connected with the prefabricated reinforced concrete column, the two prestressed rib holes I2 are arranged on the U-shaped steel plate 1, the upper portions of the left wing plate wall and the right wing plate wall of the U-shaped steel plate 1 are provided with the opposite bolt sliding grooves I3, and the lower portions of the left wing plate wall and the right wing plate wall of the U-shaped steel plate 1 are provided with the opposite bolt sliding.
The prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars 5, column hoops 6, positioning steel bars I7 and metal corrugated pipes I8, wherein the column longitudinal stress steel bars 5 and the column hoops 6 are perpendicularly welded to form a longitudinal steel bar framework, concrete is poured outside the steel bar framework to be prefabricated into a column body, the front and back surfaces of the steel bar framework are provided with the positioning steel bars I7, the metal corrugated pipes I8 are arranged on the positioning steel bars I7 along the direction of prestressed ribs 25, the hollow area inside the metal corrugated pipes I8 serves as prestressed rib channels I9 and is used for penetrating through the prestressed ribs 25, according to the positions of the metal corrugated pipes I8, the connecting surface of a U-shaped steel plate embedded part is in welded connection with the steel bar framework, and in the welding process, the prestressed rib holes I2 are enabled to be aligned with the prestressed rib channels I9.
The key of the E-shaped connecting steel plate comprises an E-shaped steel plate 10, two prestressed rib holes II 11, bolt holes I12 and bolt holes II 13, the E-shaped bottom surface of the E-shaped connecting steel plate key is connected with the prefabricated reinforced concrete beam in a positioning mode, the two prestressed rib holes II 11 are arranged on the key, opposite bolt holes I12 are arranged at the upper portions of the left wing plate wall and the right wing plate wall of the E-shaped steel plate 10, opposite bolt holes II 13 are arranged at the lower portions of the left wing plate wall and the right wing plate wall of the E-shaped steel plate 10, and the left wing plate wall and the right wing plate wall of the E-shaped steel plate 10 are inserted.
The precast reinforced concrete beam comprises a plurality of beam negative-moment reinforcements 14, beam positive-moment reinforcements 15, beam stirrups 16, positioning reinforcements II 17 and metal corrugated pipes II 18, wherein the beam negative-moment reinforcements 14, the beam positive-moment reinforcements 15 and the beam stirrups 16 are vertically welded to form a transverse reinforcement framework, concrete is precast to form the beam outside the reinforcement framework, the positioning reinforcements II 17 are installed on the front and back of the reinforcement framework, the metal corrugated pipes II 18 are installed on the positioning reinforcements II 17 along the direction of the prestressed reinforcements 25, the hollow area inside the metal corrugated pipes II 18 serves as prestressed reinforcement channels II 19 and is used for penetrating the prestressed reinforcements 25, the connecting surface of a U-shaped steel plate embedded part is welded with the reinforcement framework according to the position of the metal corrugated pipes II 18, and the prestressed reinforcement holes II 11 are aligned with the prestressed reinforcement channels II 19 in the welding process.
The sliding positioning bolt group comprises two high-strength bolts 20, four nuts 21 and two rectangular friction gaskets 23, wherein one high-strength bolt 20 penetrates through a superposed bolt hole I12 and a bolt sliding groove I3 to slide left and right along the groove, the other high-strength bolt 20 penetrates through a superposed bolt hole II 13 and a superposed bolt sliding groove II 4 to slide left and right along the groove, the two high-strength bolts 20 are fixed through the four nuts 21 respectively, the rectangular friction gaskets 23 are arranged between the four nuts 21 and the outer side plate walls of the left wing and the right wing of the U-shaped steel plate embedded part, and the rectangular friction gaskets 23 are provided with two threaded holes 24 up and down.
(1) As shown in fig. 1, the specific structure and manufacturing process of the U-shaped steel plate embedded part are as follows:
the U-shaped steel plate embedded part (shown in figure 1) is composed of a U-shaped steel plate 1, a prestressed rib hole I2, a bolt sliding groove I3 and a bolt sliding groove I4. The side face of the front plate wall, connected with the U-shaped steel plate 1 and the prefabricated part, is provided with prestressed tendon holes I2 in a double-sided through drilling mode, and the position, number and size of the prestressed tendon holes I2 are determined by the position, number and size of unbonded prestressed tendons 25 penetrating through the holes.
The side of the left wing plate wall and the right wing plate wall of the U-shaped steel plate 1, the upper area and the lower area are provided with a bolt sliding groove I3 and a bolt sliding groove II 4 in a turning groove or milling machine machining mode, the bolt sliding groove I3 and the bolt sliding groove II 4 are rectangular, and arc chamfering processing is carried out at the corner points. The central positions of the bolt sliding grooves I3 and the bolt sliding grooves II 4 are determined according to design requirements, the upper and lower heights are equal to the outer diameter of a screw rod of the high-strength bolt 20 penetrating through the grooves, and the left and right widths are not more than one third of the width of a plate wall, so that the U-shaped steel plate embedded part (shown in figure 1) is ensured to have enough bending rigidity.
The thickness of the front plate wall of the U-shaped steel plate 1 is more than or equal to the thickness of the concrete protective layer of the prefabricated part connected with the U-shaped steel plate, so that a certain gap is reserved between the U-shaped steel plate embedded part (shown in figure 1) and the E-shaped steel plate embedded part (shown in figure 5) for relative sliding.
The remaining dimensions of the U-shaped steel plate 1 are determined by calculation of the bending moment and the shearing force transmitted between the prefabricated members.
(2) As shown in fig. 2 to 4, the concrete structure and manufacturing process of the prefabricated reinforced concrete column are as follows:
the steel bars in the prefabricated reinforced concrete column are composed of column longitudinal stress steel bars 5, column hooping bars 6 and positioning steel bars I7. The effect of positioning steel bar I7 lies in fixed metal bellows I8, and its position can be adjusted in a flexible way. After the reinforcement finishes, according to the design demand, at the regional ligature a plurality of corrugated metal pipes I8 (fig. 2) of framework of steel reinforcement in the middle part of framework of steel reinforcement, the inside hollow region of corrugated metal pipe I8 is as prestressing tendons pore I9 for pass unbonded prestressing tendons 25.
According to the position of the metal corrugated pipe I8, the U-shaped steel plate embedded part (shown in figure 1) is far away from one side of the plate wall of the two wings and is connected with the steel reinforcement framework in a welding mode (shown in figure 3). In the welding process, the prestressed tendon hole I2 is aligned with the prestressed tendon duct I9, and the contact position between the holes has no relative dislocation.
And (3) supporting a template outside a steel reinforcement framework in the column, pouring concrete, pouring a protective layer of the concrete in the template to a thickness not more than the inner wall surface of the U-shaped steel plate embedded part (shown in figure 1), and removing the template after the concrete is solidified to finish the manufacturing of the prefabricated reinforced concrete column (shown in figure 4).
(3) As shown in fig. 5, the concrete structure and manufacturing process of the steel plate embedded part with the shape of a Chinese character 'shan' are as follows:
the E-shaped steel plate embedded part (figure 5) consists of an E-shaped steel plate 10, a prestressed rib hole II 11, a bolt hole I12 and a bolt hole II 13. The side face of the plate wall, connected with the E-shaped steel plate 10 and the prefabricated part, is provided with a prestressed rib hole II 11 in a double-sided through drilling mode, and the position, the number and the size of the prestressed rib hole II 11 are determined by the position, the number and the size of unbonded prestressed ribs 25 penetrating through the hole.
Bolt holes I12 and bolt holes II 13 are formed in the upper area and the lower area of the side faces of the left wing, the right wing and the middle wing of the E-shaped steel plate 10 in a double-face through drilling mode, the sizes of the bolt holes I12 and the bolt holes II 13 are determined by the size of the high-strength bolts 20 penetrating through the holes, and the positions are determined by the central positions of bolt sliding grooves I3 and bolt sliding grooves II 4 in the U-shaped steel plate 1 and the size of a reserved relative sliding gap between the E-shaped steel plate embedded part (shown in figure 5) and the U-shaped steel plate embedded part (shown in figure 1) according to design requirements.
The thickness of the front plate wall of the E-shaped steel plate 10 is larger than or equal to the thickness of the concrete protective layer of the prefabricated part connected with the E-shaped steel plate, so that a certain gap is reserved between the E-shaped steel plate embedded part (shown in figure 5) and the U-shaped steel plate embedded part (shown in figure 1) for relative sliding.
The net distance between the outer side plate walls of the two wings of the E-shaped steel plate 10 is equal to the net distance between the inner side plate walls of the two wings of the U-shaped steel plate 1, and the height of the E-shaped steel plate is equal to that of the U-shaped steel plate 1, so that the E-shaped steel plate embedded part (shown in figure 5) can be inserted into the U-shaped steel plate embedded part (shown in figure 1) in parallel.
(4) As shown in fig. 6 to 8, the concrete structure and the manufacturing process of the precast reinforced concrete beam are as follows:
the reinforcing steel bars in the beam are composed of beam negative bending moment reinforcing steel bars 14, beam positive bending moment reinforcing steel bars 15, beam stirrups 16 and positioning reinforcing steel bars II 17. The positioning steel bar II 17 is used for fixing the metal corrugated pipe II 18, and the position of the metal corrugated pipe II can be flexibly adjusted. After the steel bars are bound, according to the positions and the number of the metal corrugated pipes I8 in the prefabricated reinforced concrete column (shown in figure 4), the same number of metal corrugated pipes II 18 are bound in the steel bar framework. The hollow area inside the metal corrugated pipe II 18 is used as a prestressed tendon channel II 19 for passing through the unbonded prestressed tendon 25.
According to the position of the metal corrugated pipe II 18, the E-shaped steel plate embedded parts (shown in figure 5) are far away from the plate wall sides of the two wings and the middle wing and are connected with the steel reinforcement framework in a welding mode (shown in figure 7). In the welding process, the prestressed tendon hole II 11 and the prestressed tendon hole channel II 19 are ensured to be aligned, and the contact position between the holes has no relative dislocation.
And (3) supporting a template outside a steel reinforcement framework in the beam, pouring concrete, pouring the inner wall surface of a protective layer of the concrete in the template, wherein the thickness of the protective layer of the concrete in the template is not more than that of the E-shaped steel plate embedded part (shown in figure 5), and removing the template after the concrete is solidified to finish the manufacturing of the prefabricated reinforced concrete beam (shown in figure 8).
(5) As shown in fig. 9-11, the specific structure and manufacturing process of the high-strength bolt, the nut and the rectangular friction washer are as follows:
the length of the screw rod of the high-strength bolt 20 is not less than the sum of the net distance between the outer side plate walls of the left wing and the right wing of the U-shaped steel plate embedded part (shown in figure 1) and the thickness of the nut 21.
The outer diameter of the high-strength bolt 20 is determined by calculation of the shear force transmitted between the prefabricated parts. The size of the nut hole 22 is determined by the outer diameter of the screw of the high-tensile bolt 20.
(6) As shown in fig. 12-13, the concrete structure and manufacturing process of the unbonded tendon and anchor head are as follows:
the material, number and size of the unbonded prestressed tendons 25 can be determined according to the actual design requirements.
The tendon anchor 26 may be a clip type anchor, a support type anchor or a cone plug type anchor, depending on the actual situation.
The components can be prefabricated or purchased in a factory and then transported to a construction site for assembly, and the specific assembly process is as follows:
(1) as shown in fig. 14, the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 8) are hoisted to a preset position, the prefabricated reinforced concrete beam (fig. 8) is slowly moved, so that the outer sides of the two wing plate walls of the inverted-V-shaped steel plate embedded part (fig. 5) are parallelly inserted into the inner sides of the two wing plate walls of the U-shaped steel plate embedded part (fig. 1) until the bolt hole I12 and the bolt hole II 13 are respectively aligned with the central boundaries of the bolt sliding groove I3 and the bolt sliding groove II 4, at this time, the inverted-V-shaped steel plate embedded part (fig. 5) is not completely inserted into the U-shaped steel plate embedded part (fig. 1), and a certain gap is reserved between the bolt hole I12.
(2) As shown in fig. 15 to 16, the unbonded tendon 25 is guided through all the prefabricated parts (fig. 15), and then the unbonded tendon 25 is tensioned at one side of the prefabricated reinforced concrete beam (fig. 8), while the unbonded tendon 25 is fixed at one side of the prefabricated reinforced concrete column (fig. 4) using a tendon anchor 26 (fig. 16).
(3) As shown in fig. 17, after the unbonded prestressed tendons 25 are tensioned and anchored, rectangular friction gaskets 23 are placed on the outer sides of two wings of a U-shaped steel plate embedded part (fig. 1) to align bolt holes 24 with the central boundaries of bolt sliding grooves i 3 and ii 4, then high-strength bolts are passed through the bolt holes 24, nuts 21 are tightened by torque wrenches, and the pretightening force applied by the torque wrenches is determined by shear force transferred between prefabricated parts.
In this embodiment, the U-shaped steel plate embedded part (fig. 1) and the chevron-shaped steel plate embedded part (fig. 5) are connected by the high-strength bolt 20, and the pre-tightening force applied to the high-strength bolt 20 can keep the whole structure at a high lateral stiffness and bear the bending moment and the shearing force transmitted between the prefabricated components.
Under the action of moderate earthquake, as shown in fig. 18-19, the steel plate embedded part (fig. 5) in the shape of Chinese character 'shan' can slide left and right along the bolt sliding groove i 3 and the bolt sliding groove ii 4, and the precast reinforced concrete beam (fig. 8) can slide upwards or downwards relative to the precast reinforced concrete column (fig. 4) according to the magnitude and the direction of the load. In the process, friction is generated between the rectangular friction gasket 23 and the two wing plate walls of the U-shaped steel plate embedded part (shown in figure 1) and energy is dissipated, so that the structural deformation is prevented from being concentrated too much, and the structural members are prevented from being damaged and damaged.
The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons 25. By prestressing the unbonded tendons 25, all the prefabricated parts are connected and prestressed. Under the strong shock effect, when the precast reinforced concrete beam (figure 8) reaches the controllable maximum sliding position, because unbonded prestressed tendons 25 always keep the elastic state, the self-resetting effect is exerted at the moment, so that the precast beam column is restored to the original initial state after the shock.
The above-mentioned embodiments further explain the objects, technical solutions and advantages of the present invention in detail. It should be understood that the above-mentioned embodiments are only examples of the present invention, and are not intended to limit the present invention, and that the reasonable combination of the features described in the above-mentioned embodiments can be made, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. The slidable self-resetting node connecting structure of the assembled concrete beam column is characterized by comprising a U-shaped steel plate embedded part, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, a herringbone steel plate embedded part, a sliding positioning bolt group, a plurality of prestressed ribs (25) and a plurality of prestressed rib anchorage devices (26), wherein the U-shaped steel plate embedded part is installed on the prefabricated reinforced concrete column in a positioning mode, the herringbone steel plate embedded part is installed on the prefabricated reinforced concrete beam in a positioning mode, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected with the herringbone steel plate embedded part through the U-shaped steel plate embedded part, the U-shaped steel plate embedded part and the herringbone steel plate embedded part are oppositely arranged and are connected in a matched mode through the sliding positioning bolt group, relative sliding can be achieved, and the plurality of prestressed ribs (25) sequentially cross the prefabricated reinforced concrete beam and the prestressed rib anchorage devices (26), And the U-shaped steel plate embedded parts and the E-shaped steel plate embedded parts finally penetrate out of the prefabricated reinforced concrete column, and each prestressed tendon anchorage device (26) is correspondingly screwed at the extending end of each prestressed tendon (25) for fixing.
2. The assembled concrete beam-column slidable self-resetting node connecting structure according to claim 1, wherein the U-shaped steel plate embedded part comprises a U-shaped steel plate (1), two prestressed reinforcement holes I (2), two bolt sliding grooves I (3) and a bolt sliding groove II (4), the U-shaped bottom surface of the U-shaped steel plate (1) is connected with the prefabricated reinforced concrete column, the two prestressed reinforcement holes I (2) are arranged on the U-shaped steel plate, the upper parts of the left wing plate wall and the right wing plate wall of the U-shaped steel plate (1) are provided with the opposite bolt sliding grooves I (3), and the lower parts of the left wing plate wall and the right wing plate wall of the U-shaped steel plate (1) are provided with the opposite bolt sliding grooves II (.
3. The assembly type concrete beam-column slidable self-resetting node connection structure as claimed in claim 2, wherein the bolt sliding grooves I (3) and II (4) are rectangular, and arc chamfering processing is performed at corner points; the left width and the right width of the bolt sliding groove I (3) and the bolt sliding groove II (4) are not more than one third of the width of the side plate wall of the U-shaped steel plate (1), so that the U-shaped steel plate embedded part is guaranteed to have enough bending rigidity.
4. The assembly type concrete beam-column slidable self-resetting node connection structure as claimed in claim 2, wherein the prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars (5), column stirrups (6), positioning steel bars I (7) and metal corrugated pipes I (8), the column longitudinal stress steel bars (5) and the column stirrups (6) are mutually and vertically welded to form a longitudinal steel reinforcement framework, concrete is poured outside the steel reinforcement framework to form a column body, the front and back surfaces of the steel reinforcement framework are provided with the positioning steel bars I (7), the metal corrugated pipes I (8) are arranged on the positioning steel bars I (7) along the direction of the prestressed ribs (25), the hollow area inside the metal corrugated pipes I (8) is used as prestressed rib channels I (9) for penetrating through the prestressed ribs (25), and according to the positions of the metal corrugated pipes I (8), the connecting surface of the U-shaped steel plate embedded part is welded with the steel reinforcement framework, and the prestressed rib hole I (2) is aligned with the prestressed rib hole I (9) in the welding process.
5. The assembly type concrete beam-column slidable self-resetting node connection structure as claimed in claim 2, wherein the inverted-V-shaped connection steel plate key comprises an inverted-V-shaped steel plate (10), two prestressed rib holes II (11), bolt holes I (12) and bolt holes II (13), the inverted-V-shaped bottom surface of the inverted-V-shaped connection steel plate key is connected with the precast reinforced concrete beam in a positioning mode, the two prestressed rib holes II (11) are arranged on the inverted-V-shaped steel plate, the bolt holes I (12) are opposite to the upper portions of the left wing plate wall and the right wing plate wall of the inverted-V-shaped steel plate (10), the bolt holes II (13) are opposite to the lower portions of the left wing plate wall and the right wing plate wall of the inverted-V-shaped steel plate (10), and the left wing plate wall and.
6. The fabricated concrete beam-column slidable self-resetting node connection structure as claimed in claim 5, wherein the outer spacing between the outer side walls of the two wings of the E-shaped steel plate (10) is equal to the inner spacing between the inner side walls of the two wings of the U-shaped steel plate (1), and the height of the E-shaped steel plate is equal to the height of the U-shaped steel plate (1) so as to ensure that the E-shaped steel plate embedded parts can be inserted into the U-shaped steel plate embedded parts in parallel.
7. The assembled concrete beam-column slidable self-resetting node connection structure of claim 5, wherein the prefabricated reinforced concrete beam comprises a plurality of beam hogging moment reinforcements (14), beam positive bending moment reinforcements (15), beam stirrups (16), positioning reinforcements II (17) and metal corrugated pipes II (18), the beam hogging moment reinforcements (14), the beam positive bending moment reinforcements (15) and the beam stirrups (16) are vertically welded to form a transverse steel reinforcement framework, concrete is poured outside the steel reinforcement framework to form a beam, the positioning reinforcements II (17) are arranged at the front and the rear of the steel reinforcement framework, the metal corrugated pipes II (18) are arranged on the positioning reinforcements II (17) along the direction of the prestressed reinforcements (25), the hollow area inside the metal corrugated pipes II (18) is used as prestressed reinforcement channels II (19) for penetrating through the prestressed reinforcements (25), and according to the positions of the metal corrugated pipes II (18), the connecting surface of the U-shaped steel plate embedded part is welded with the steel bar framework, and the prestressed tendon holes II (11) and the prestressed tendon channels II (19) are ensured to be aligned in the welding process.
8. The assembled concrete beam-column slidable self-resetting node connecting structure according to claim 5, wherein the sliding positioning bolt group comprises two high-strength bolts (20), four nuts (21) and two rectangular friction gaskets (23), one high-strength bolt (20) penetrates through the overlapped bolt hole I (12) and the bolt sliding groove I (3) and slides left and right along the groove, the other high-strength bolt (20) penetrates through the overlapped bolt hole II (13) and the bolt sliding groove II (4) and slides left and right along the groove, the two high-strength bolts (20) are respectively fixed through the four nuts (21), the rectangular friction gaskets (23) are arranged between the four nuts (21) and the outer side plate walls of the left and right wings of the U-shaped steel plate embedded part, and the two bolt holes (24) are formed in the upper portion and the lower portion of the rectangular friction gaskets (23).
9. The fabricated concrete beam-column slidable self-resetting node connection structure according to claim 8, wherein the rectangular friction washer (23) is a copper material, and one side of the rectangular friction washer, which is in contact with the U-shaped steel plate embedded part, is subjected to rough treatment to increase friction resistance.
10. A method for assembling a fabricated concrete beam-column slidable self-resetting node connection structure according to any one of claims 1 to 9, comprising the following steps:
(1) hoisting the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to a preset position, slowly moving the prefabricated reinforced concrete beam to enable the outer sides of the two wing plate walls of the U-shaped steel plate embedded part to be inserted into the inner sides of the two wing plate walls of the U-shaped steel plate embedded part in parallel until the bolt hole I (12) and the bolt hole II (13) are respectively aligned with the central boundaries of the bolt sliding groove I (3) and the bolt sliding groove II (4), and at the moment, the U-shaped steel plate embedded part is not completely inserted into the U-shaped steel plate embedded part, and a certain gap is reserved between the U-shaped steel plate embedded part and the U-shaped steel plate embedded part for relative sliding;
(2) guiding a prestressed tendon (25) to pass through a prestressed tendon pore passage II (19), a prestressed tendon pore passage II (11), a prestressed tendon pore passage I (2) and a prestressed tendon pore passage I (9) in sequence and penetrate out of the prefabricated reinforced concrete column, tensioning the prestressed tendon (25) at one side of the prefabricated reinforced concrete beam, and fixing the prestressed tendon (25) at one side of the prefabricated reinforced concrete column by adopting a prestressed tendon anchorage device (26);
(3) after the prestressed tendons (25) are tensioned and anchored, rectangular friction gaskets (23) are placed on the outer sides of two wings of the U-shaped steel plate embedded part, bolt holes (24) of the rectangular friction gaskets (23) are located in the middle positions of the bolt sliding grooves I (3) and the bolt sliding grooves II (4), then high-strength bolts penetrate through the bolt holes (24), nuts (21) are screwed by torque wrenches, and the pretightening force applied by the torque wrenches is determined by shear force transmitted between prefabricated components.
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