CN111335467A - Self-resetting node connecting structure and assembling method for beam column of assembled concrete frame - Google Patents
Self-resetting node connecting structure and assembling method for beam column of assembled concrete frame Download PDFInfo
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- CN111335467A CN111335467A CN202010203574.4A CN202010203574A CN111335467A CN 111335467 A CN111335467 A CN 111335467A CN 202010203574 A CN202010203574 A CN 202010203574A CN 111335467 A CN111335467 A CN 111335467A
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- 229910000831 Steel Inorganic materials 0.000 claims description 155
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- 239000011150 reinforced concrete Substances 0.000 claims description 82
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- 238000011161 development Methods 0.000 description 2
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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
- 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
- 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
- E04—BUILDING
- 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
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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
- E04C5/08—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
- E04H9/025—Structures with concrete columns
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Abstract
The invention provides a beam column self-resetting node connecting structure in an assembly type concrete frame structure and an assembling method. The problem of how effectively to improve the power consumption ability of node, furthest's reduction prefabricated component deformation after the earthquake destroys is solved. The assembled beam-column joint can dissipate a large amount of energy under the action of an earthquake, and can be restored to the original initial state after the earthquake.
Description
Technical Field
The invention relates to a self-resetting node connecting structure of an assembled concrete frame beam column and an assembling method, and belongs to the technical field of assembled concrete buildings.
Background
The fabricated concrete structure has the advantages of high construction speed, energy conservation, environmental protection, time conservation, high efficiency and the like, and is widely popularized in China in recent years. In a traditional fabricated concrete frame structure, a node usually adopts a cast-in-place connection mode, namely a fabricated integral type, wherein only beam and column components are prefabricated, and the degree of assembly is not high. And a cast-in-place connection mode is adopted, a large amount of concrete wet operation is still needed in a construction site, and the development concept of green, environment-friendly, energy-saving and efficient assembly type buildings cannot be met.
With the progress of science and technology and the improvement of construction technology in the 21 st century, various dry-type connection methods and technologies are vigorously developed and gradually become the mainstream direction of assembly type node connection. Dry-type connection technologies represented by sleeve grouting connection, constraint grout anchor connection, post-cast strip connection and the like are becoming mature day by day. 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 deformation and damage of the prefabricated part after the earthquake to the maximum extent is an important problem which needs attention and research in the field of the connection of the nodes of the prefabricated concrete structure.
Disclosure of Invention
The invention aims to solve the problems in the prior art, and provides a novel self-resetting node connecting structure and an assembling method for a beam column of an assembled concrete frame, which are used for realizing the connection between a prefabricated reinforced concrete beam and a prefabricated reinforced concrete column so as to meet the requirements in actual design and construction.
The invention provides an assembly type concrete frame beam column self-resetting node connecting structure which comprises two clamping groove type steel plate embedded parts, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, two I-shaped steel plate keys, two energy dissipation dampers, a plurality of prestressed tendons and a plurality of prestressed tendon anchors, the precast reinforced concrete beam and the precast reinforced concrete column are vertically connected through I-shaped steel plate keys which are arranged in parallel up and down, the connecting ends of the precast reinforced concrete beam and the precast reinforced concrete column are both provided with a clamping groove type steel plate embedded part, two I-shaped steel plate keys are connected with clamping grooves at the upper side and the lower side of the clamping groove type steel plate embedded part, a plurality of prestressed tendons transversely penetrate through the precast reinforced concrete beam, and the anchor penetrates out of the prefabricated reinforced concrete column, each prestressed tendon anchor is correspondingly screwed at the extending end of each prestressed tendon for fixing, and energy dissipation dampers are arranged on two sides of each I-shaped steel plate key.
Preferably, the clamping groove type steel plate embedded part comprises a double-groove steel plate, a plurality of prestressed rib holes, two T-shaped notches, two overhanging ribs and a plurality of bolt holes I, wherein two transverse clamping grooves are arranged on the upper side and the lower side of one side of the double-groove steel plate, a T-shaped notch is formed in the open end of each clamping groove, each clamping groove is matched with one end of an I-shaped steel plate key, the middle of the other side of the double-groove steel plate is provided with the interfering prestressed rib holes for the prestressed ribs to penetrate through, two overhanging ribs are vertically arranged in the middle of the two sides of the plate wall of the double-groove steel plate with the T-shaped notches, and each overhanging rib is provided with the bolt holes I.
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, one side, far away from the T-shaped notch, of the plate wall of the clamping groove type steel plate embedded part is connected with the steel bar framework in a welding mode according to the positions of the metal corrugated pipes I, and the prestressed tendon channels I are aligned with the prestressed tendon channels I in the welding process.
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 mutually and vertically welded into a transverse reinforcement framework, concrete is poured outside the reinforcement framework to form the prefabricated beam, the positioning reinforcements II are installed at two ends 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 areas inside the metal corrugated pipes II are used as prestressed reinforcement channels II for penetrating the prestressed reinforcements, one side of the plate wall of the T-shaped notch is far away from the clamping groove type steel plate embedded part according to the positions of the metal corrugated pipes II and is welded with the reinforcement framework, and the alignment of the prestressed reinforcement holes I and the prestressed reinforcement channels II is guaranteed in the welding process.
Preferably, the energy dissipation damper comprises energy dissipation mild steel, a plurality of openings, two inner grooves and bolt holes II, the energy dissipation mild steel is provided with the openings, the inner grooves are formed in the front and the back of the energy dissipation mild steel, each inner groove is provided with a plurality of bolt holes II, the number and the size of the bolt holes II are the same as those of the bolt holes I in the outward extending ribs, and bolts penetrate through the bolt holes I and the bolt holes II to fix the energy dissipation damper.
Preferably, the energy-consuming mild steel is made of a low-yield and high-ductility material.
Preferably, the depth of the concave groove is the same as the thickness of the outward extending rib on the clamping groove type steel plate embedded part, so that the concave groove and the clamping groove type steel plate embedded part can be tightly attached.
Preferably, the prestressed tendon anchorage is a clip type anchorage, a support type anchorage or a conical plug type anchorage.
The assembling method of the self-resetting node connecting structure of the assembled concrete frame beam column specifically comprises the following steps:
(1) hoisting the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to a preset position, enabling the clamping groove type steel plate embedded parts between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to be parallel and opposite, and then respectively inserting the flange parts of the two I-shaped steel plate keys into the T-shaped notches of the clamping groove type steel plate embedded parts of the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam along the transverse direction;
(2) guiding the prestressed tendons to sequentially pass through a prestressed tendon duct II, a prestressed tendon hole II and a prestressed tendon duct I and penetrate out of the prefabricated reinforced concrete column, then tensioning the prestressed tendons at one side of the prefabricated reinforced concrete beam, and fixing the prestressed tendons at one side of the prefabricated reinforced concrete column by adopting a prestressed tendon anchorage device;
(3) after the prestressed tendons are tensioned and anchored, energy dissipation dampers are installed on two sides of the I-shaped steel plate key, the inner grooves in the energy dissipation dampers are fastened with the outward extending ribs in the clamping groove type steel plate embedded parts, the bolts are screwed, and connection between the prefabricated reinforced concrete columns and the prefabricated reinforced concrete beams is completed.
The self-resetting node connecting structure and the assembling method of the assembled concrete frame beam column have the beneficial effects that:
1. the I-shaped steel plate key is used for connecting the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam, can effectively ensure the bending rigidity of the node, transfers the bending moment and the shearing force between prefabricated components, and has definite force transfer path and more reliable force transfer. Under the action of earthquake, when the I-shaped steel plate key is extruded, deformed and rubbed between the inner walls of the T-shaped groove openings of the clamping groove type steel plate embedded parts in constraint connection with the I-shaped steel plate key, certain energy can be dissipated.
2. The energy dissipation dampers are arranged on two sides of the I-shaped steel plate key and used as main energy dissipation elements, a large amount of seismic energy can be dissipated due to the fact that materials with low yield and high ductility are adopted, and rectangular openings in the energy dissipation dampers can be flexibly adjusted according to different design requirements and use conditions. Meanwhile, the energy dissipation damper can also increase the lateral rigidity of the structure and reduce the interlayer displacement of the structure under the action of an earthquake.
3. The unbonded prestressed tendon adopted by the invention can always keep an elastic state after being prestressed, and when the precast beam column moves relatively under the action of a large earthquake, the unbonded prestressed tendon can restore the original initial state after the earthquake, thereby playing a self-resetting role.
4. The parts with higher manufacturing requirements of the invention, including the prefabricated reinforced concrete columns, the prefabricated reinforced concrete beams, the clamping groove type steel plate embedded parts and the manufacture of the I-shaped steel plate keys, can be assembled in sequence after being transported to the site in a factory, the installation process is simple and clear, no additional concrete wet operation is required on the construction site, and the invention conforms to the development concept of energy conservation, environmental protection, time conservation and high efficiency of the fabricated building.
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 slotted steel plate embedment in accordance with 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 groove-type steel plate embedded part and the prefabricated reinforced concrete column after the steel bars 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 illustrating arrangement of reinforcing bars in a precast reinforced concrete beam according to the present invention;
FIG. 6 is a three-dimensional view of the groove-clamping type steel plate embedded part and the prefabricated reinforced concrete beam after the steel bars are welded;
fig. 7 is a three-dimensional view of a precast reinforced concrete beam according to the present invention;
FIG. 8 is a three-dimensional view of an I-shaped steel plate key according to the present invention;
figure 9 is a three-dimensional view of the dissipative damper according to the invention;
FIG. 10 is a three-dimensional view of a bolt according to the present invention;
fig. 11 is a three-dimensional view of a tendon according to the present invention;
FIG. 12 is a three dimensional view of a tendon anchor according to the present invention;
FIG. 13 is a three-dimensional view of the present invention illustrating the installation of I-beam panel keys within a slotted panel embedment;
fig. 14 is a three-dimensional view of unbonded tendons according to the invention after passing through all prefabricated elements;
FIG. 15 is a three-dimensional view of the unbonded tendon of the present invention after it has been tensioned and secured with a tendon anchorage;
FIG. 16 is a three-dimensional view of the energy-dissipating damper of the present invention bolted to a slotted steel plate embedment;
shown in the figure: 1-double-groove steel plate; 2-prestressed rib holes; 3-T-shaped notches; 4-overhanging ribs; 5-bolt hole I; 6-column longitudinal stress steel bars; 7-column stirrups; 8-positioning the steel bar I; 9-metal bellows I; 10-a prestressed tendon duct I; 11-beam hogging moment tendon; 12-beam positive bending moment rib; 13-beam stirrups; 14-positioning a steel bar II; 15-metal bellows II; 16-prestressed tendon pore channel II; 17-an i-beam steel plate key; 18-energy-consuming mild steel; 19-opening; 20-inner grooves; 21-bolt hole II; 22-bolt; 23-prestressed tendons; 24-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 16. The self-resetting node connecting structure of the assembled concrete frame beam column comprises two clamping groove type steel plate embedded parts, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, two I-shaped steel plate keys 17, two energy dissipation dampers, a plurality of prestressed tendons 23 and a plurality of prestressed tendon anchors 24, the precast reinforced concrete beam and the precast reinforced concrete column are vertically connected through I-shaped steel plate keys which are arranged in parallel up and down, the connecting ends of the precast reinforced concrete beam and the precast reinforced concrete column are both provided with a clamping groove type steel plate embedded part, two I-shaped steel plate keys 17 are connected with clamping grooves at the upper side and the lower side of the clamping groove type steel plate embedded part, a plurality of prestressed tendons 23 transversely penetrate through the precast reinforced concrete beam, and the anchor devices 24 are correspondingly screwed at the extending ends of the prestressed tendons 23 for fixing, and energy dissipation dampers are arranged on two sides of the I-shaped steel plate key.
The clamping groove type steel plate embedded part comprises a double-groove steel plate 1, a plurality of prestressed rib holes 2, two T-shaped groove openings 3, two overhanging ribs 4 and a plurality of bolt holes I5, wherein two transverse clamping grooves are arranged on the upper side and the lower side of one side of the double-groove steel plate 1, each T-shaped groove opening 3 is formed in the open end of each clamping groove, each clamping groove is matched with one end of an I-shaped steel plate key, the middle of the other side of the double-groove steel plate 1 is provided with the corresponding interfering prestressed rib hole 2 for the prestressed ribs 23 to penetrate through, the middle positions of the two sides of the plate wall, provided with the T-shaped groove openings 3, of the double-groove steel plate 1 are vertically provided with the two overhanging ribs 4, and each overhanging rib 4 is.
The prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars 6, column hoops 7, positioning steel bars I8 and a metal corrugated pipe I9, wherein the column longitudinal stress steel bars 6 and the column hoops 7 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 I8, the metal corrugated pipes I9 are arranged on the positioning steel bars I8 along the direction of prestressed ribs 23, the hollow area inside the metal corrugated pipe I9 serves as prestressed rib channels I10 and is used for penetrating through the prestressed ribs 23, according to the position of the metal corrugated pipe I9, a clamping groove type steel plate embedded part is far away from one side of the plate wall of a T-shaped groove 3 and 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 I10.
The precast reinforced concrete beam comprises a plurality of beam negative bending moment reinforcements 11, beam positive bending moment reinforcements 12, beam stirrups 13, positioning reinforcements II 14 and metal corrugated pipes II 15, wherein the beam negative bending moment reinforcements 11, the beam positive bending moment reinforcements 12 and the beam stirrups 13 are mutually vertically welded into a transverse reinforcement framework, the steel bar framework is externally poured with concrete to be prefabricated into a beam, two ends of the steel bar framework are provided with positioning steel bars II 14, a plurality of metal corrugated pipes II 15 are arranged on the positioning steel bars II 14 along the direction of the prestressed tendons 23, the hollow area inside the metal corrugated pipe II 15 is used as a prestressed tendon pore passage II 16 for penetrating through a prestressed tendon 23, according to the position of the metal corrugated pipe II 15, one side of the clamping groove type steel plate embedded part, which is far away from the plate wall of the T-shaped groove opening 3, is welded with the steel reinforcement framework, in the welding process, the prestressed tendon hole I2 is ensured to be aligned with the prestressed tendon hole channel II 16.
(1) As shown in fig. 1, the concrete structure and manufacturing process of the slot-type steel plate embedded part are as follows:
the clamping groove type steel plate embedded part (shown in figure 1) is composed of a double-groove steel plate 1, a prestressed rib hole 2, a T-shaped groove opening 3, an outward extending rib 4 and a bolt hole I5. The side face of the plate wall of the double-groove steel plate 1 is provided with prestressed tendon holes 2 in a double-sided through drilling mode, and the position, number and size of the prestressed tendon holes 2 are determined by the position, number and size of unbonded prestressed tendons 23 penetrating through the holes. The upper and lower regions of the double-groove steel plate 1 are transversely provided with T-shaped notches 3, and the size of the notches 3 is determined by the size of the inserted I-shaped steel plate keys 17. An outward extending rib 4 is arranged on one side of the plate wall of the double-groove steel plate 1 with the T-shaped notch, and a bolt hole I5 is formed in the outward extending rib 4, so that the energy dissipation damper (shown in figure 9) can be fixed. The thickness of the plate wall of one side of the double-groove steel plate 1 far away from the notch 3 is larger than or equal to the thickness of a concrete protective layer of a prefabricated part connected with the double-groove steel plate so as to ensure that the I-shaped steel plate key 17 can be normally inserted into the T-shaped notch 3.
(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 6, column hoops 7 and positioning steel bars I8. The effect of positioning steel bar I8 lies in fixed metal bellows I9, 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 I9 of framework of steel reinforcement in the middle part (fig. 2), the inside hollow region of corrugated metal pipe I9 is as prestressing tendons pore I10 for pass unbonded prestressing tendons 23.
According to the position of the metal corrugated pipe I9, the clamping groove type steel plate embedded part (shown in figure 1) is far away from one side of the plate wall of the T-shaped notch 3 and is in welded connection with the steel reinforcement framework (shown in figure 3). In the welding process, the prestressed tendon hole 2 is aligned with the prestressed tendon duct I10, 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 T-shaped notch 3 of the clamping groove type 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 to 7, the concrete structure and the manufacturing process of the precast reinforced concrete beam are as follows:
the steel bars in the precast reinforced concrete beam are composed of beam negative bending moment bars 11, beam positive bending moment bars 12, beam stirrups 13 and positioning steel bars II 14. The positioning steel bar II 14 is used for fixing the metal corrugated pipe II 15, 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 I9 in the prefabricated reinforced concrete column (shown in figure 4), the same number of metal corrugated pipes II 15 are bound in the steel bar framework. The hollow area inside the metal corrugated pipe II 15 is used as a prestressed tendon channel II 16 for penetrating through the unbonded prestressed tendon 23.
According to the position of the metal corrugated pipe II 15, the clamping groove type steel plate embedded part (shown in figure 1) is far away from one side of the plate wall of the T-shaped notch 3 and is in welded connection with the steel reinforcement framework (shown in figure 6). In the welding process, the prestressed tendon hole 2 is aligned with the prestressed tendon duct II 16, 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 a protective layer of the concrete in the template to a thickness not more than the inner wall surface of the T-shaped notch 3 of the clamping groove type 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 7).
(4) As shown in fig. 8, the specific structure and manufacturing process of the i-shaped steel plate key are as follows:
the size of the web plate of the I-shaped steel plate key 17 is determined by calculation according to the bending moment and the shearing force transmitted between the prefabricated parts connected with the web plate, and the size of the flange is determined by calculation according to the axial force transmitted between the prefabricated parts connected with the flange.
(5) As shown in fig. 9-10, the specific structure and manufacturing process of the energy-consuming damper and the bolt are as follows:
the energy dissipation damper (figure 9) is composed of energy dissipation mild steel 18, a rectangular opening 19, an inner groove 20 and a bolt hole II 21. The energy dissipating mild steel 18 is preferably made of a low yield, high ductility material, and the geometric dimensions are determined by calculation based on the shear forces transmitted between the connected prefabricated components. The energy-consuming mild steel 18 is provided with a plurality of rectangular openings 19, and the size and the position of the rectangular openings 19 can be flexibly adjusted according to different energy-consuming requirements. Inner grooves 20 are formed in the front and the back of the energy-consuming mild steel 18, and the depth of the inner grooves is the same as the thickness of the outward-extending ribs 4 on the clamping groove type steel plate embedded part (shown in figure 1) so as to ensure that the two parts can be tightly attached. The inner groove 20 is provided with bolt holes II 21, and the number and the size of the bolt holes II are the same as those of the bolt holes I5 on the overhanging rib 4. The outer diameter of the screw of the bolt 22 is the same as the bolt holes I5 and II 21, and the length of the screw is slightly longer than the sum of the thickness of the overhanging rib 4 and the depth of the recess of the inner groove 20. And bolts 22 penetrate through the bolt holes I5 and the bolt holes II 21 to fix the energy-consumption damper.
(6) As shown in fig. 11-12, the concrete structure and manufacturing process of the unbonded tendon and anchor head are as follows:
the material, number and size of the prestressed tendons 23 can be determined according to actual design requirements. The prestressed tendon anchorage 24 may be a clip type anchorage, a support type anchorage or a cone plug type anchorage, 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. 13, the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 7) are hoisted to a preset position, the slot-type steel plate embedded parts (fig. 1) between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam are parallel and opposite, and then flange parts of the i-shaped steel plate key 17 are transversely inserted into the T-shaped notches 3 of the upper and lower areas of the slot-type steel plate embedded parts (fig. 1) respectively;
(2) as shown in fig. 14 to 15, the unbonded prestressed tendons 23 are guided to pass through all the prefabricated parts (fig. 14), and then the unbonded prestressed tendons 23 are tensioned at one side of the prefabricated reinforced concrete beam (fig. 7), and simultaneously the unbonded prestressed tendons 23 are fixed at one side of the prefabricated reinforced concrete column (fig. 4) by using the prestressed tendon anchors 24 (fig. 15);
(3) as shown in fig. 16, after the unbonded prestressed tendons 23 are tensioned and anchored, energy-consuming dampers (fig. 9) are installed on the left and right sides of the slot-type steel plate embedded part (fig. 1), so that the inner grooves 20 on the energy-consuming dampers (fig. 9) are fastened with the outward-extending ribs 4 on the slot-type steel plate embedded part (fig. 1), and the bolts 22 are tightened, thereby completing the connection between the prefabricated reinforced concrete column (fig. 4) and the prefabricated reinforced concrete beam (fig. 7).
In this embodiment, the i-shaped steel plate key 17 can effectively ensure the bending rigidity of the joint, and bear the bending moment and the shearing force transferred between the prefabricated parts. Under the action of an earthquake, when the I-shaped steel plate key 17 deforms, the clamping groove type steel plate embedded part (shown in figure 1) can restrain the I-shaped steel plate embedded part, and meanwhile, the flange and the web of the I-shaped steel plate key 17 are in extrusion friction with the inner wall of the T-shaped notch 3 of the clamping groove type steel plate embedded part (shown in figure 1), so that certain energy can be dissipated.
The energy dissipation damper (fig. 9) is used as a main energy dissipation component, and can enter a yielding stage before the main body structure under the action of an earthquake, so that a large amount of energy is dissipated. By adjusting the size and position of the rectangular opening 19 on the dissipative damper (fig. 9), different design requirements and use cases can be met. In addition, the energy dissipation damper can increase the lateral rigidity of the structure and reduce the interlayer displacement of the structure under the action of an earthquake.
The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons 23. All the prefabricated parts are connected by prestressing the unbonded prestressed tendons 23 and pre-stressing is produced. When the precast reinforced concrete beam (figure 4) and the precast reinforced concrete column (figure 9) move relatively under the action of a large earthquake, the unbonded prestressed tendons 23 always keep an elastic state, and the precast beam column can be restored to the original initial state after the earthquake, so that the self-resetting effect is achieved.
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 (9)
1. A self-reset node connecting structure of an assembled concrete frame beam column is characterized by comprising two clamping groove type steel plate embedded parts, a prefabricated reinforced concrete column, a prefabricated reinforced concrete beam, two I-shaped steel plate keys (17), two energy dissipation dampers, a plurality of prestressed ribs (23) and a plurality of prestressed rib anchorage devices (24), wherein the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column are vertically connected through the I-shaped steel plate keys which are arranged in parallel up and down, the clamping groove type steel plate embedded parts are respectively arranged at the connecting ends of the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, the two I-shaped steel plate keys (17) are connected with clamping grooves at the upper side and the lower side of the clamping groove type steel plate embedded parts, and the plurality of prestressed ribs (23) sequentially penetrate through the clamping groove type steel plate embedded parts which are oppositely arranged on the prefabricated reinforced concrete beam, the prefabricated reinforced concrete beam and the prefabricated reinforced concrete column, and finally, the prefabricated reinforced concrete column is penetrated out, each prestressed tendon anchorage device (24) is correspondingly screwed at the extending end of each prestressed tendon (23) for fixing, and energy dissipation dampers are installed on two sides of the I-shaped steel plate key.
2. The fabricated concrete frame beam-column self-resetting nodal connection structure of claim 1, it is characterized in that the clamping groove type steel plate embedded part comprises a double-groove steel plate (1), a plurality of prestressed rib holes (2), two T-shaped notches (3), two outward extending ribs (4) and a plurality of bolt holes I (5), the upper side and the lower side of one side of the double-groove steel plate (1) are provided with two transverse clamping grooves, the open end of each clamping groove is provided with a T-shaped notch (3), the clamping groove is matched with one end of an I-shaped steel plate key, the middle part of the other side of the double-groove steel plate (1) is provided with a plurality of interference stress rib holes (2), the double-groove steel plate is used for the prestressed tendons (23) to penetrate through, two outward extending ribs (4) are vertically arranged in the middle positions of two sides of the plate wall of the double-groove steel plate (1) with the T-shaped notches (3) in the longitudinal direction, and a plurality of bolt holes I (5) are formed in each outward extending rib (4).
3. The self-resetting node connection structure of the assembled concrete frame beam column according to claim 2, wherein the prefabricated reinforced concrete column comprises a plurality of column longitudinal stress steel bars (6), column stirrups (7), positioning steel bars I (8) and metal corrugated pipes I (9), the column longitudinal stress steel bars (6) and the column stirrups (7) 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 (8), the metal corrugated pipes I (9) are arranged on the positioning steel bars I (8) along the direction of the prestressed tendons (23), the hollow area inside the metal corrugated pipes I (9) is used as prestressed tendon channels I (10) for penetrating through the prestressed tendons (23) according to the positions of the metal corrugated pipes I (9), one side of the plate wall of the T-shaped notch (3) is far away from the clamping groove type steel plate embedded part, the clamping groove type steel plate embedded part is in welded connection with the steel reinforcement framework, and the prestressed reinforcement hole I (2) is aligned with the prestressed reinforcement hole I (10) in the welding process.
4. The fabricated concrete frame beam-column self-resetting node connection structure of claim 2, wherein the prefabricated reinforced concrete beam comprises a plurality of beam hogging moment reinforcements (11), beam positive moment reinforcements (12), beam stirrups (13), positioning reinforcements II (14) and metal corrugated pipes II (15), the beam hogging moment reinforcements (11), the beam positive moment reinforcements (12) and the beam stirrups (13) are vertically welded to form a transverse reinforcement framework, concrete is poured outside the reinforcement framework to form the beam, the positioning reinforcements II (14) are installed at two ends of the reinforcement framework, the metal corrugated pipes II (15) are installed on the positioning reinforcements II (14) along the direction of the prestressed reinforcements (23), the hollow area inside the metal corrugated pipes II (15) is used as prestressed reinforcement channels II (16) for penetrating through the prestressed reinforcements (23) according to the positions of the metal corrugated pipes II (15), one side of the plate wall of the clamping groove type steel plate embedded part, which is far away from the T-shaped notch (3), is in welded connection with the steel reinforcement framework, and the alignment of the prestressed reinforcement hole I (2) and the prestressed reinforcement hole channel II (16) is ensured in the welding process.
5. The fabricated concrete frame beam-column self-resetting node connecting structure according to claim 2, wherein the energy dissipation damper comprises energy dissipation mild steel (18), a plurality of openings (19), two inner grooves (20) and bolt holes II (21), the energy dissipation mild steel (18) is provided with the plurality of openings (19), the inner grooves (20) are arranged in front of and behind the energy dissipation mild steel (18), each inner groove (20) is provided with a plurality of bolt holes II (21), the number and the size of the bolt holes II (21) are the same as those of bolt holes I (5) in the outward extending ribs (4), and bolts (22) penetrate through the bolt holes I (5) and the bolt holes II (21) to fix the energy dissipation damper.
6. The fabricated concrete frame beam-column self-resetting nodal connection of claim 5, wherein said energy dissipating mild steel (18) is selected from a low yield, high ductility material.
7. The fabricated concrete frame beam-column self-resetting node connection structure of claim 5, wherein the recessed depth of the inner groove (20) is the same as the thickness of the overhanging rib (4) on the clamping groove type steel plate embedded part so as to ensure that the two can be tightly attached.
8. The fabricated concrete frame beam-column self-resetting nodal connection structure of claim 1, wherein said tendon anchors (24) are clip-type anchors, support-type anchors or cone plug-type anchors.
9. A method of assembling an assembled concrete frame beam-column self-resetting nodal connection structure according to any one of claims 1 to 8, comprising the steps of:
(1) hoisting the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to a preset position, enabling the clamping groove type steel plate embedded parts between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam to be parallel and opposite, and then respectively inserting the flange parts of the two I-shaped steel plate keys (17) into the T-shaped notches (3) of the clamping groove type steel plate embedded parts of the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam along the transverse direction;
(2) guiding a prestressed tendon (23) to sequentially pass through a prestressed tendon pore passage II (16), a prestressed tendon pore passage II 17 and a prestressed tendon pore passage I (10) and penetrate out of the prefabricated reinforced concrete column, tensioning the prestressed tendon (23) at one side of the prefabricated reinforced concrete beam, and fixing the prestressed tendon (23) at one side of the prefabricated reinforced concrete column by adopting a prestressed tendon anchorage device (24);
(3) after the prestressed tendons (23) are tensioned and anchored, energy-consuming dampers are installed on two sides of the I-shaped steel plate key (17), so that the inner grooves (20) on the energy-consuming dampers are fastened with the outward-extending ribs (4) on the clamping groove type steel plate embedded parts, the bolts (22) are screwed, and the connection between the prefabricated reinforced concrete column and the prefabricated reinforced concrete beam is completed.
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