CN113863490A - Assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and assembling method - Google Patents
Assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and assembling method Download PDFInfo
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- CN113863490A CN113863490A CN202111091802.4A CN202111091802A CN113863490A CN 113863490 A CN113863490 A CN 113863490A CN 202111091802 A CN202111091802 A CN 202111091802A CN 113863490 A CN113863490 A CN 113863490A
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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
- E04B1/18—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
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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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
- 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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Abstract
The invention provides an assembled self-resetting rotation-restrained concrete beam-column joint connecting structure and an assembling method, wherein transverse anchoring steel plate keys of the connecting structure are arranged on the upper side and the lower side of the end head of a precast concrete beam, longitudinal anchoring steel plate keys are arranged on the upper portion and the lower portion of a pre-embedded steel plate in a column, the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected at the junction of beam-column joints through rotating shaft bolts, a sector restraining steel plate and a restraining rotating shaft between the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected through restraining bolts, and pre-tightening force applied to the rotating shaft bolts and the restraining rotating shaft can effectively guarantee the bending rigidity of the joints, so that the joints can keep an elastic state under the condition of small earthquake action. The invention solves the problems of poor energy consumption of the dry-type connecting joint and difficult replacement and repair after damage, and realizes the connection between the precast concrete beam and the precast concrete column so as to meet the requirements in actual design and construction.
Description
Technical Field
The invention relates to an assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and an assembling method, and belongs to the technical field of assembly type concrete buildings.
Background
In the development process of the fabricated concrete structure, in order to achieve the effect of equal cast-in-place, the connection mode of beam column prefabrication, node cast-in-place or secondary pouring is adopted. Compared with a full cast-in-place structure, although the construction efficiency is improved by the connection mode, a large amount of concrete wet operation is still needed on site, and the development concept of green, environment-friendly, high-efficiency and energy-saving of the fabricated building cannot be met. In recent years, dry joining techniques, such as sleeve grouting, tie-in anchor, and post-cast strip joining, have been actively developed and become a main method of joining joints of prefabricated concrete structures. A large number of experimental research results show that the connection mode can effectively ensure the rigidity and the bearing capacity of the joint connection area, the stress is reliable, but the energy consumption is poor, and the grouting part is easy to be subjected to brittle failure under the action of repeated earthquake load. Meanwhile, various grouting modes are relatively complex, and replacement and repair are difficult after damage.
Therefore, the node connection mode which is simple and convenient to assemble, good in energy consumption effect and capable of being repaired after earthquake or being restored to the initial state is researched and developed, and the node connection mode has important significance for promoting the sustainable development of the assembly type building industry in China and further research of the assembly type building industry in the field of earthquake subjects.
Disclosure of Invention
In order to solve the problems of poor energy consumption of a dry-type connecting joint and difficulty in replacement and repair after the dry-type connecting joint is damaged in the background art, the invention provides an assembly type self-resetting rotation constraint type concrete beam-column joint connecting structure and an assembly method, which are used for realizing the connection between a precast concrete beam and a precast concrete column so as to meet the requirements in actual design and construction.
The invention provides an assembled self-resetting rotation-restrained concrete beam column joint connecting structure, which comprises two in-column pre-buried steel plates, a beam-end pre-buried steel sleeve, two longitudinal anchoring steel plate keys, two transverse anchoring steel plate keys, an unbonded prestressed tendon and a prestressed tendon anchorage device, wherein the two in-column pre-buried steel plates are arranged on the left side and the right side of a precast concrete column, the beam-end pre-buried steel sleeve is arranged on the connecting side of the precast concrete beam and the precast concrete column, the transverse anchoring steel plate keys are arranged on the upper side and the lower side of the end head of the precast concrete beam, the longitudinal anchoring steel plate keys are arranged on the upper portion and the lower portion of the in-column pre-buried steel plates, the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected at the junction of the beam column joints through rotating shaft bolts, the sector restraining steel plates and the restraining rotating shafts between the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected through the restraining bolts, and the pre-tightening force applied to the rotating shafts can effectively ensure the bending rigidity of the joints, the node is kept in an elastic state when the earthquake action is small;
under the action of moderate earthquake, according to different stress directions, the precast concrete beam can rotate upwards or downwards within the length range of a bolt rotating groove by taking a rotating shaft bolt as a rotating center and taking the length of a rectangular constraint steel plate as a rotating radius, and in the process, friction and energy dissipation are generated between the rectangular constraint piece and the outer side plate wall of the fan-shaped constraint steel plate, so that obvious plastic deformation of a precast beam column can be avoided, and the self-resetting effect of the first stage is achieved;
the moment of flexure transmitted between the prefabricated components is born by the unbonded prestressed tendons, all the prefabricated components are connected and generate pre-pressure by applying prestress to the unbonded prestressed tendons, and under the action of strong shock, when the prefabricated concrete beam reaches a controllable maximum rotation state, the unbonded prestressed tendons begin to bear the self-resetting effect of the second stage so as to ensure that the prefabricated beam column is restored to the original initial state after the earthquake.
Preferably, pre-buried steel sheet in post includes rectangle steel sheet, prestressing tendons hole I and bolt hole I, be provided with a plurality of prestressing tendons hole I and bolt hole I on the rectangle steel sheet, wherein prestressing tendons hole I's position, number and size are confirmed by the position, radical and the size of passing downthehole unbonded prestressing tendons, and bolt hole I's position, number and size are confirmed by the position, radical and the size of passing downthehole column end fixing bolt.
Preferably, the beam-end embedded steel sleeve comprises a groove-shaped steel plate, a prestressed rib hole II and bolt holes II, the end face of the groove-shaped steel plate is provided with the prestressed rib hole II, the bolt holes II are arranged on the upper side and the lower side of the groove-shaped steel plate, the position, the number and the size of the prestressed rib hole II are determined by the position, the number and the size of unbonded prestressed ribs penetrating through the hole, and the position, the number and the size of the bolt holes II are determined by the position, the number and the size of beam-end fixing bolts penetrating through the hole.
Preferably, the precast concrete post includes a plurality of vertical atress reinforcing bars of post, a plurality of post stirrup, corrugated metal pipe I and prestressing tendons pore I, and a plurality of vertical atress reinforcing bars of post and a plurality of post stirrup mutually perpendicular enclose into vertical reinforcement cage, at regional ligature a plurality of corrugated metal pipes I in vertical reinforcement cage middle part, the inside hollow region of corrugated metal pipe I is as prestressing tendons pore I for pass unbonded prestressing tendons.
Preferably, the precast concrete beam comprises a plurality of beam negative bending moment reinforcements, a plurality of beam positive bending moment reinforcements, beam stirrups, a plurality of positioning reinforcements, a plurality of metal corrugated pipes II and a prestressed reinforcement duct II; a plurality of roof beam hogging moment muscle and a plurality of roof beam positive bending moment muscle mutually perpendicular enclose into horizontal steel reinforcement cage, and a plurality of corrugated metal pipes II are transversely fixed through the spacer bar in the middle part of horizontal steel reinforcement cage, and the inside hollow region of corrugated metal pipe II is as prestressing tendons pore II for pass unbonded prestressing tendons.
Preferably, the longitudinal anchoring steel plate key comprises a longitudinal restraining steel plate, a fan-shaped restraining steel plate, a rotating shaft I, bolt holes III, bolt rotating grooves and rotating shaft bolt holes I, the bolt holes III are formed in two sides of the plate wall of the left area and the right area of the longitudinal restraining steel plate, and the position, the number and the size of the bolt holes III are determined by the position, the number and the size of column end fixing bolts penetrating through the holes; the plate wall left and right areas of the longitudinal constraint steel plate are respectively provided with a fan-shaped constraint steel plate, the net distance between the inner side plate walls between the fan-shaped constraint steel plates is the same as the length of a constraint rotating shaft along the axis direction, the middle area of the fan-shaped constraint steel plate is provided with a bolt rotating groove, the width of the bolt rotating groove is equal to the outer diameter of a screw rod penetrating through a constraint bolt in the groove, the bottom edge of the longitudinal constraint steel plate is respectively provided with a rotating shaft I, the rotating shaft I is provided with a rotating shaft bolt hole I in a drilling mode along the axis direction, and the diameter of the rotating shaft bolt hole I is the same as the outer diameter of the screw rod of the rotating shaft bolt.
Preferably, the transverse anchoring steel plate key comprises a transverse restraining steel plate, a rotating shaft II, a rectangular restraining steel plate, a restraining rotating shaft, bolt holes IV, a rotating shaft bolt hole II and a restraining bolt hole I, the bolt holes IV are formed in the two sides of the plate wall of the left area and the right area of the transverse restraining steel plate, the position, the number and the size of the bolt holes IV are determined by the position, the number and the size of beam end fixing bolts penetrating through holes, the rotating shaft II is arranged at the joint of the transverse restraining steel plate and the longitudinal anchoring steel plate key, the diameter of the rotating shaft II is the same as that of the rotating shaft I, the length of the rotating shaft II is the same as that of the rotating shaft I along the axial direction, the rotating shaft bolt hole II is formed in the axial direction in a drilling mode, the diameter of the rotating shaft bolt hole II is the same as the outer diameter of a screw rod of the rotating shaft bolt, the rectangular restraining steel plate is arranged on the side, close to the rotating shaft II and the transverse restraining steel plate, the horizontal included angle between the rectangular restraining steel plate and the transverse restraining steel plate is determined according to the length of a bolt rotating groove, the length of the rectangular restraining steel plate is determined according to the position of the bolt rotating groove, and the width of the rectangular restraining steel plate does not exceed the net distance of the inner side plate walls between the fan-shaped restraining steel plates; the upper side plate end of the rectangular constraint steel plate is provided with a constraint rotating shaft, the constraint rotating shaft is provided with a constraint bolt hole I in a drilling mode along the axis direction, and the diameter of the constraint bolt hole I is the same as the outer diameter of a screw of a constraint bolt.
Preferably, the rectangular constraint piece comprises a constraint gasket and a constraint bolt hole II, the constraint bolt hole II is formed in the center of the constraint gasket, the constraint bolt penetrates through the constraint bolt hole II, the constraint gasket is made of copper materials, and one side of the constraint gasket, which is in contact with the fan-shaped constraint steel plate, is subjected to rough treatment to increase friction resistance.
Preferably, the length of the screw rod of the restraint bolt is not less than the sum of the net distance of the outer side plate walls between the fan-shaped restraint steel plates and the thickness of the nut.
An assembling method of an assembled self-resetting rotation constraint type concrete beam column joint connecting structure specifically comprises the following steps:
(1) tightly attaching the outer wall of the longitudinal anchoring steel plate key to the upper and lower areas of a pre-buried steel plate in the column on the outer surface of the precast concrete column to ensure that a bolt hole III is aligned with a reserved bolt hole of the column, then inserting a column end fixing bolt in a penetrating manner along the bolt hole III and the reserved bolt hole of the column, penetrating the longitudinal anchoring steel plate key and the precast concrete column, and screwing and fixing the column end fixing bolt on a screw part extending out of the outer surface of the other side of the precast concrete column through a column end fixing nut;
(2) tightly attaching the outer wall of the transverse anchoring steel plate key to the upper outer surface and the lower outer surface of the precast concrete beam to ensure that the bolt holes IV are aligned with the reserved beam bolt holes, then inserting a beam-end fixing bolt into the bolt holes IV and the reserved beam bolt holes from bottom to top in a penetrating manner, penetrating the transverse anchoring steel plate key and the precast concrete beam, and screwing and fixing the beam-end fixing bolt on a screw part extending above the transverse anchoring steel plate key through a beam-end fixing nut;
(3) hoisting the precast concrete column and the precast concrete beam to a preset position, slowly moving the precast concrete beam to enable the restraint rotating shaft of the transverse anchoring steel plate key and the rectangular restraint steel plate to be inserted into the middle area of the inner side plate wall of the fan-shaped restraint steel plate of the longitudinal anchoring steel plate key, ensuring the boundary area of the rotating shaft II and the rotating shaft I, and aligning the restraint bolt hole I and the bolt rotating groove in the width direction, in the process, ensuring that the contact interface of the precast concrete column and the precast concrete column is closely aligned, aligning the hole sites of the prestress rib hole I and the prestress rib hole II, then enabling a rotating shaft bolt to penetrate through the rotating shaft bolt hole I and the rotating shaft bolt hole II, and screwing a rotating shaft nut by using a torque wrench;
(4) guiding the unbonded prestressed tendons to penetrate through all the prefabricated components, then tensioning the unbonded prestressed tendons on one side of the prefabricated concrete beam, and fixing the unbonded prestressed tendons on one side of the prefabricated concrete column by adopting a prestressed tendon anchorage device;
(5) after the unbonded prestressed tendons are tensioned and anchored, placing rectangular restraining parts on two sides of the bolt rotating groove to ensure that the restraining bolt holes II are aligned with the bolt rotating groove in the width direction; and then, the constraint bolt penetrates through the constraint bolt hole II, the bolt rotating groove and the constraint bolt hole I, and a torque wrench is used for screwing the nut.
The assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and the assembling method have the beneficial effects that:
1. according to the invention, the steel plate embedded in the column and the steel sleeve embedded at the beam end are arranged in the precast concrete column and the precast concrete beam, so that the phenomenon that concrete is crushed and peeled off possibly caused by relative rotation at the contact surface of the precast member when the earthquake action is large can be effectively prevented, and the structural integrity is enhanced.
2. The longitudinal anchoring steel plate key and the transverse anchoring steel plate key which are used for connecting the precast concrete column and the precast concrete beam are screwed and connected through the rotating shaft bolt and the constraint bolt, and the pre-tightening force applied to the bolt can effectively ensure the bending rigidity of the node, so that the node is kept in an elastic state under the condition of small earthquake action.
3. Under the action of a moderate earthquake, the precast concrete beam can rotate upwards or downwards within the length range of the bolt rotating groove by taking the rotating shaft bolt as a rotating center and the length of the rectangular constraint steel plate as a rotating radius according to different stress directions. In the process, friction and energy dissipation occur between the rectangular restraining piece and the outer side plate wall of the fan-shaped restraining steel plate, obvious plastic deformation of the precast beam column can be avoided, and the self-resetting effect of the first stage is achieved. Compare in traditional angle steel and bolted connection's beam column node, owing to part from each other, the plastic hinge of vertical anchor steel sheet key and horizontal anchor steel sheet key mainly develops in the region that is close to the pivot, and can not appear in the bolt hole region to the condition of fracture has been avoided the steel sheet along bolt hole edge overstretch deformation even. Meanwhile, according to actual conditions, only the damaged steel plate key needs to be removed and replaced in the repairing process, and the repairing efficiency is higher. In addition, pivot bolt, restraint bolt and the about piece of rectangle can be changed according to the actual demand, and the operation is swift convenient.
4. The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons. Under the action of strong shock, when the precast concrete beam reaches a controllable maximum rotation state relative to the precast concrete column, the unbonded prestressed tendons start to bear the self-resetting effect of the second stage so as to ensure that the precast concrete column is restored to the original initial state after the shock.
5. The parts with higher manufacturing requirements of the invention, including the manufacturing of the precast concrete column, the precast concrete beam, the longitudinal anchoring steel plate key and the transverse anchoring steel plate key, can be assembled in sequence after being transported to the site in a factory, the installation and disassembly processes are simple and clear, the learning requirement on workers is lower, no concrete wet operation exists on the construction site, and the invention conforms to the development concept of green, environment-friendly, high-efficiency and energy-saving of the assembly type 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 pre-buried steel plate in a column;
FIG. 2 is a three-dimensional view of the arrangement of reinforcement bars within a column of precast concrete;
FIG. 3 is a three-dimensional view of a precast concrete column;
FIG. 4 is a three-dimensional view of the beam-end embedded steel jacket;
fig. 5 is a three-dimensional view of arrangement of reinforcing bars in a precast concrete beam;
FIG. 6 is a three-dimensional view of a precast concrete beam;
FIG. 7 is a three-dimensional view of a longitudinally anchored steel plate key;
FIG. 8 is a three-dimensional view of a post-end anchor stud;
FIG. 9 is a three-dimensional view of a post-end retaining nut;
FIG. 10 is a three-dimensional view of a laterally anchored steel plate key;
FIG. 11 is a three-dimensional view of a beam-end fixing bolt;
FIG. 12 is a three-dimensional view of a beam-end retaining nut;
FIG. 13 is a three-dimensional view of the spindle bolt;
FIG. 14 is a three-dimensional view of the spindle nut;
FIG. 15 is a three-dimensional view of a rectangular restraint;
FIG. 16 is a three-dimensional view of a captive bolt;
FIG. 17 is a three-dimensional view of the nut;
fig. 18 is a three-dimensional view of a tendon;
FIG. 19 is a three dimensional view of a tendon anchor;
FIG. 20 is a three-dimensional view of the assembled longitudinal anchoring steel plate keys with precast concrete columns;
FIG. 21 is a three-dimensional view of the assembled transverse anchorage steel plate keys and precast concrete beams;
FIG. 22 is a three-dimensional view of the assembled spindle bolt with the longitudinal and transverse anchor plate keys;
fig. 23 is a three-dimensional view of unbonded tendons after they have been passed through precast concrete elements;
FIG. 24 is a three-dimensional view of unbonded tendons after tensioning and fixation with a tendon anchor;
FIG. 25 is a three-dimensional view of rectangular restraints secured to a longitudinal anchor steel plate key and a transverse anchor steel plate key by restraint bolts.
In the figure, 1-rectangular steel plate; 2-prestressed rib holes I; 3-bolt hole I; 4-column longitudinal stress steel bars; 5-column stirrup; 6-metal bellows I; 7-a prestressed tendon duct I; an 8-column reserved bolt hole; 9-a trough-shaped steel plate; 10-prestressed rib holes II; 11-bolt hole II; 12-beam hogging moment tendon; 13-beam positive bending moment rib; 14-beam stirrups; 15-positioning the steel bars; 16-metal bellows II; 17-prestressed tendon pore channel II; 18-reserving bolt holes on the beam; 19-longitudinal restraint of the steel plate; 20-fan-shaped constraint steel plates; 21-a rotating shaft I; 22-bolt hole III; 23-bolt turning groove; 24-rotating shaft bolt hole I; 25-column end fixing bolts; 26-column end fixing nuts; 27-transversely constraining the steel plate; 28-rotating shaft II; 29-rectangular restraining steel plates; 30-restraining the rotating shaft; 31-bolt hole IV; 32-rotating shaft bolt hole II; 33-constraint bolt hole I; 34-beam end fixing bolts; 35-beam end fixing nuts; 36-spindle bolt; 37-spindle nut; 38-a constraining spacer; 39-constraint bolt hole II; 40-a captive bolt; 41-a nut; 42-unbonded prestressed tendons; 43-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 25. The assembled self-resetting rotation-restrained concrete beam column joint connection structure comprises two in-column pre-buried steel plates, a beam-end pre-buried steel sleeve, two longitudinal anchoring steel plate keys, two transverse anchoring steel plate keys, an unbonded prestressed tendon 42 and a prestressed tendon anchorage device 43, wherein the two in-column pre-buried steel plates are arranged on the left side and the right side of a precast concrete column, the beam-end pre-buried steel sleeves are arranged on the connecting side of the precast concrete beam and the precast concrete column, the transverse anchoring steel plate keys are arranged on the upper side and the lower side of the end of the precast concrete beam, the longitudinal anchoring steel plate keys are arranged on the upper portion and the lower portion of the in-column pre-buried steel plates, the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected at the junction of the beam column joints through rotating shaft bolts 36, the fan-shaped restraining steel plate 20 and the restraining rotating shaft 30 are connected through restraining bolts 40, and the bending rigidity of the joints can be effectively ensured through the pre-tightening force applied to the rotating shaft bolts 36 and the restraining bolts 40, the node is kept in an elastic state when the earthquake action is small;
under the action of a moderate earthquake, according to different stress directions, the precast concrete beam can rotate upwards or downwards within the length range of the bolt rotating groove 23 by taking the rotating shaft bolt 36 as a rotating center and the length of the rectangular constraint steel plate 29 as a rotating radius, and in the process, friction and energy dissipation are generated between the rectangular constraint piece and the outer side plate wall of the fan-shaped constraint steel plate 20, so that obvious plastic deformation of the precast beam column can be avoided, and the self-resetting effect of the first stage is achieved;
the unbonded prestressed tendons 42 transversely penetrate through the whole formed by the precast concrete column and the precast concrete beam, the ends of the unbonded prestressed tendons are fixed through the anchors 43 for intervening the prestressed tendons, bending moment transmitted among the precast components is borne by the unbonded prestressed tendons 42, all the precast components are connected and generate pre-pressure by applying prestress to the unbonded prestressed tendons 42, and under the action of strong shock, when the precast concrete beam reaches a controllable maximum rotation state, the unbonded prestressed tendons 42 begin to bear the self-resetting effect of the second stage so as to ensure that the precast beam column restores to the original initial state after the shock.
(1) As shown in fig. 1, the concrete structure and manufacturing process of the embedded steel plate in the column are as follows:
the embedded steel plate in the column (figure 1) is composed of a rectangular steel plate 1, a prestressed rib hole I2 and a bolt hole I3.
The two sides of the plate wall of the rectangular steel plate 1 are provided with prestressed rib holes I2 and bolt holes I3 in a double-sided through drilling mode, the positions, the numbers and the sizes of the prestressed rib holes I2 are determined by the positions, the numbers and the sizes of unbonded prestressed ribs 42 penetrating through the holes, and the positions, the numbers and the sizes of the bolt holes I3 are determined by the positions, the numbers and the sizes of column end fixing bolts 25 penetrating through the holes. The thickness of the rectangular steel plate 1 is determined by the relative rotational stiffness between the precast beam columns, and the remaining dimensions are determined by the dimensions of the precast reinforced concrete column (fig. 3).
(2) As shown in fig. 2 to 3, the concrete structure and the manufacturing process of the precast concrete column are as follows:
the reinforcing steel bars in the column are composed of column longitudinal stress reinforcing steel bars 4 and column hooping steel bars 5. After the reinforcement finishes, according to the design demand, at the regional ligature a plurality of corrugated metal pipes I6 (fig. 2) of framework of steel reinforcement in the middle part of framework of steel reinforcement, the inside hollow region of corrugated metal pipe I6 is as prestressing tendons pore I7 for pass unbonded prestressing tendons 42.
The template is supported outside the steel reinforcement framework in the column, and pre-buried steel plates (figure 1) in the column are fixed on two sides of the steel reinforcement framework through the template, so that the prestressed reinforcement hole I2 is aligned with the prestressed reinforcement hole I7. In the process of pouring concrete, a plurality of steel bars can be inserted through bolt holes I3 of pre-buried steel plates (shown in figure 1) in two side columns of the steel reinforcement framework and penetrate through the whole steel reinforcement framework. The casting thickness of the concrete in the protective layer of the template is not less than that of the embedded steel plate (shown in figure 1) in the column, and the outer surfaces of the two sides of the concrete are vertically parallel and level to each other. After the concrete is solidified, the steel bar is pulled out to form a reserved bolt hole 8 of the column, and then the template is removed to finish the manufacturing of the prefabricated reinforced concrete column (shown in figure 3).
(3) As shown in fig. 4, the concrete structure and manufacturing process of the beam-end embedded steel jacket are as follows:
the beam-end embedded steel sleeve (figure 4) is composed of a groove-shaped steel plate 9, a prestressed rib hole II 10 and a bolt hole II 11.
The left side and the right side of the vertical plate wall of the channel steel plate 9 and the upper side and the lower side of the horizontal plate wall are respectively provided with a prestressed rib hole II 10 and a bolt hole II 11 in a double-sided through drilling mode, and the position, the number and the size of the prestressed rib hole II 10 are determined by the position, the number and the size of the unbonded prestressed rib 42 penetrating through the hole. The position, number and size of the bolt holes II 11 are determined by the position, number and size of the beam-end fixing bolts 34 passing through the holes. The thickness of the channel plate 9 is determined by the relative rotational stiffness between the precast beam columns and the remaining dimensions are determined by the dimensions of the precast reinforced concrete beam (fig. 6).
(4) As shown in fig. 5 to 6, the concrete structure and the manufacturing process of the precast concrete beam are as follows:
the reinforcing steel bars in the beam are composed of beam negative bending moment reinforcing steel bars 12, beam positive bending moment reinforcing steel bars 13, beam stirrups 14 and positioning reinforcing steel bars 15. The positioning steel bar 15 is used for fixing the metal corrugated pipe II 16, 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 I6 in the prefabricated reinforced concrete column (shown in figure 3), the same number of metal corrugated pipes II 16 are bound in the steel bar framework. The hollow area inside the metal corrugated pipe II 16 is used as a prestressed tendon channel II 17 for passing through the unbonded prestressed tendon 42.
And (3) supporting a template outside the steel reinforcement framework in the beam, and fixing a steel sleeve (shown in figure 4) embedded at the beam end at one end of the steel reinforcement framework through the template to ensure that the prestressed tendon hole II 10 is aligned with the prestressed tendon hole II 17. In the process of pouring concrete, a plurality of steel bars can be inserted through bolt holes II 11 on the upper side and the lower side of a beam end embedded steel sleeve (shown in figure 4) and penetrate through the whole steel reinforcement framework. The casting thickness of the concrete in the protective layer of the template is not less than that of the embedded steel sleeve (shown in figure 4) at the beam end, and the outer surfaces of the upper side and the lower side of the concrete are horizontally aligned with each other. After the concrete is solidified, the steel bar is pulled out to form a beam reserved bolt hole 18, then the template is removed, and the manufacturing of the precast reinforced concrete beam (shown in figure 6) is completed.
(5) As shown in fig. 7, the specific structure and manufacturing process of the longitudinal anchoring steel plate key are as follows:
the longitudinal anchoring steel plate key (figure 7) is composed of a longitudinal restraining steel plate 19, a fan-shaped restraining steel plate 20, a rotating shaft I21, a bolt hole III 22, a bolt rotating groove 23 and a rotating shaft bolt hole I24.
Bolt holes III 22 are formed in the two sides of the plate wall of the left area and the right area of the longitudinal restraint steel plate 19 in a double-sided through drilling mode, and the position, the number and the size of the bolt holes III 22 are determined by the position, the number and the size of column end fixing bolts 25 penetrating through the holes.
The left and right areas of one side of the plate wall of the longitudinal restraint steel plate 19 are respectively provided with fan-shaped restraint steel plates 20, and the clear distance between the inner side plate walls of the fan-shaped restraint steel plates 20 is the same as the length of the restraint rotating shaft 30 along the axial direction. The middle area of the fan-shaped constraint steel plate 20 is provided with a bolt rotating groove 23 by adopting a grooving or milling machine processing mode, the central position and the length of the bolt rotating groove 23 are determined according to the design requirement, and the width is equal to the outer diameter of a screw rod of the constraint bolt 40 passing through the groove.
The left and right third areas of the plate end side of the longitudinal constraint steel plate 19 in the long side direction are respectively provided with a rotating shaft I21, and the diameter of the rotating shaft I21 is determined according to design requirements. The pivot I21 sets up pivot bolt hole I24 through the mode of drilling along the axis direction, and the diameter of pivot bolt hole I24 is the same with pivot bolt 36's screw rod external diameter.
The thickness of the plate wall of the longitudinal restraining steel plate 19 and the fan-shaped restraining steel plate 20 is calculated and determined by the bending moment and the shearing force transferred between the prefabricated parts.
(6) As shown in fig. 8 to 9, the concrete structure and manufacturing process of the column end fixing bolt and the column end fixing nut are as follows:
the number and size of the column-end fixing bolts 25 can be determined according to actual design requirements.
The number and size of the column-end fixing nuts 26 are determined by the number and size of the column-end fixing bolts 25.
(7) As shown in fig. 10, the specific structure and manufacturing process of the transverse anchoring steel plate key are as follows:
the transverse anchoring steel plate key (figure 10) is composed of a transverse restraining steel plate 27, a rotating shaft II 28, a rectangular restraining steel plate 29, a restraining rotating shaft 30, a bolt hole IV 31, a rotating shaft bolt hole II 32 and a restraining bolt hole I33.
A rotating shaft II 28 is arranged in the middle third area of one side of the plate end of the transverse restraining steel plate 27 in the long side direction, the diameter of the rotating shaft II 28 is the same as that of the rotating shaft I21, and the length of the rotating shaft II 28 is the same as that of the rotating shaft I21 in the axis direction. The rotating shaft II 28 is provided with a rotating shaft bolt hole II 32 in a drilling mode along the axis direction, and the diameter of the rotating shaft bolt hole II 32 is the same as the outer diameter of a screw rod of the rotating shaft bolt 36.
And a rectangular restraining steel plate 29 is arranged on one side of the rotating shaft II 28 close to the transverse restraining steel plate 27, and the horizontal included angle between the rectangular restraining steel plate 29 and the transverse restraining steel plate 27 is determined according to the length of the bolt rotating groove 23. The length of the rectangular restraining steel plate 29 is determined according to the position of the bolt rotating groove 23, and the width of the rectangular restraining steel plate 29 does not exceed the inner side plate wall clearance distance between the fan-shaped restraining steel plates 20.
The upper side plate end of the rectangular constraint steel plate 29 is provided with a constraint rotating shaft 30, the constraint rotating shaft 30 is provided with a constraint bolt hole I33 in a drilling mode along the axis direction, and the diameter of the constraint bolt hole I33 is the same as the outer diameter of a screw of the constraint bolt 40.
The panel wall thicknesses of the transverse restraining steel panels 27 and the rectangular restraining steel panels 29 are calculated from the bending moment and shear forces transferred between the prefabricated components.
(8) As shown in fig. 11 to 12, the specific structure and manufacturing process of the beam-end fixing bolt and the beam-end fixing nut are as follows:
the number and size of the beam-end fixing bolts 34 may be determined according to actual design requirements.
The number and size of the beam-end fixing nuts 35 are determined by the number and size of the beam-end fixing bolts 34.
(9) As shown in fig. 13-14, the specific structure and manufacturing process of the spindle bolt and the spindle nut are as follows:
the size of the spindle bolt 36 may be determined according to actual design requirements.
The size of the spindle nut 37 is determined by the size of the spindle bolt 36.
(10) As shown in fig. 15, the specific structure and manufacturing process of the rectangular constraining member are as follows:
the rectangular restraining member (fig. 15) is composed of a restraining washer 38 and a restraining bolt hole ii 39.
The restraining pad 38 is preferably made of copper and the side that contacts the fan-shaped restraining plate 20 may be roughened to increase frictional resistance.
The size of the constraint bolt hole II 39 is determined by the outer diameter of the screw of the constraint bolt 40.
(11) As shown in fig. 16-17, the specific structure and manufacturing process of the restraining bolt and nut are as follows:
the length of the screw rod of the restraint bolt 40 is not less than the sum of the outer side plate wall clear space between the fan-shaped restraint steel plates 20 and the thickness of the nut 41.
The outer diameter of the bolt of the captive bolt 40 is determined by shear calculations transferred between the prefabricated components.
The size of the nut 41 is determined by the outer diameter of the screw of the captive bolt 40.
(12) As shown in fig. 18-19, the concrete structure and manufacturing process of the unbonded tendon and anchor head are as follows:
the material, number and size of the unbonded tendons 42 can be determined according to actual design requirements.
The tendon anchor 43 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. 20, the outer wall of the longitudinal anchoring steel plate key (fig. 7) is tightly attached to the upper and lower areas of the pre-buried steel plate (fig. 1) in the column on the outer surface of the precast concrete column (fig. 3) to ensure that the bolt hole iii 22 is aligned with the reserved bolt hole 8, then the column end fixing bolt 25 is inserted through the longitudinal anchoring steel plate key (fig. 7) and the precast concrete column (fig. 3) along the bolt hole iii 22 and the reserved bolt hole 8, and the column end fixing bolt 25 is screwed and fixed by the column end fixing nut 26 on the screw portion extending out of the outer surface on the other side of the precast concrete column (fig. 3).
(2) As shown in fig. 21, the outer wall of the transverse anchor plate key (fig. 10) is tightly attached to the upper and lower outer surfaces of the precast concrete beam (fig. 6) to ensure that the bolt hole iv 31 and the beam reserved bolt hole 18 are aligned, then the beam end fixing bolt 34 is inserted through the transverse anchor plate key (fig. 10) and the precast concrete beam (fig. 6) from bottom to top along the bolt hole iv 31 and the beam reserved bolt hole 18, and the beam end fixing bolt 34 is screwed and fixed by the beam end fixing nut 35 at the screw part extending above the transverse anchor plate key (fig. 10).
(3) As shown in fig. 22, the precast concrete column (fig. 3) and the precast concrete beam (fig. 6) are hoisted to a predetermined position, the precast concrete beam (fig. 6) is slowly moved so that the restraining rotation shaft 30 of the transverse anchor steel plate key (fig. 10) and the rectangular restraining steel plate 29 are inserted into the middle area of the inner side plate wall of the fan-shaped restraining steel plate 20 of the longitudinal anchor steel plate key (fig. 7), the boundary area of the rotation shaft ii 28 and the rotation shaft i 21 is ensured, and the restraining bolt hole i 33 and the bolt rotation groove 23 are aligned with each other in the width direction. In the process, the contact interfaces of the precast concrete beam (figure 6) and the precast concrete column (figure 3) are closely aligned, and the hole positions of the prestressed rib holes I2 and II 10 are aligned with each other. Then, a rotating shaft bolt 36 penetrates through the rotating shaft bolt hole I24 and the rotating shaft bolt hole II 32, a rotating shaft nut 37 is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is calculated and determined by the bending moment transmitted between the prefabricated parts.
(4) As shown in fig. 23 to 24, the unbonded tendon 42 is guided through all the precast elements (fig. 23), and then the unbonded tendon 42 is tensioned at one side of the precast concrete beam (fig. 6), while the unbonded tendon 42 is fixed at one side of the precast concrete column (fig. 3) using a tendon anchor 43 (fig. 24).
(5) As shown in fig. 25, after the unbonded prestressed tendons 42 are tensioned and anchored, rectangular constraining members (fig. 15) are placed on both sides of the bolt rotation grooves 23 to ensure that the constraining bolt holes ii 39 are aligned with the bolt rotation grooves 23 in the width direction. Then, the constraint bolt 40 passes through the constraint bolt hole II 39, the bolt rotating groove 23 and the constraint bolt hole I33, and the nut 41 is tightened by a torque wrench, wherein the pretightening force applied by the torque wrench is determined by the calculation of the shearing force transmitted between the prefabricated parts.
In the embodiment, the steel plates embedded in the columns (shown in figure 1) and the steel sleeves embedded at the beam ends (shown in figure 4) can effectively prevent the phenomenon that concrete is crushed and peeled off possibly due to relative rotation at the contact surfaces of the precast concrete columns (shown in figure 3) and the precast concrete beams (shown in figure 6) when the earthquake action is large, and the structural integrity is enhanced.
In this embodiment, the longitudinal anchoring steel plate key (fig. 7) and the transverse anchoring steel plate key (fig. 10) are connected at the junction of the beam-column node by the rotating shaft bolt 36, and the sector-shaped restraining steel plate 20 and the restraining rotating shaft 30 are connected by the restraining bolt 40. The pretightening force applied to the rotating shaft bolt 36 and the restraining bolt 40 can effectively ensure the bending rigidity of the node, so that the node can keep an elastic state when the earthquake action is small.
In this embodiment, under the action of a moderate earthquake, the precast concrete beam (fig. 6) can rotate upward or downward within the length range of the bolt rotation groove 23 with the rotation shaft bolt 36 as the rotation center and the length of the rectangular restraining steel plate 29 as the rotation radius according to the difference of the force receiving direction. In the process, friction occurs between the rectangular restraining piece (fig. 15) and the outer side plate wall of the fan-shaped restraining steel plate 20, energy is dissipated, obvious plastic deformation of the precast beam column can be avoided, and the self-resetting effect of the first stage is achieved.
In this embodiment, compared with the traditional beam-column node with angle steel and bolt connection, due to the separation, the plastic hinges of the longitudinal anchoring steel plate key (fig. 7) and the transverse anchoring steel plate key (fig. 10) mainly develop in the area close to the rotating shaft, but do not appear in the bolt hole area, so that the situation that the steel plate is excessively stretched and deformed or even broken along the edge of the bolt hole is avoided. Meanwhile, according to actual conditions, only the damaged steel plate key needs to be removed and replaced in the repairing process, and the repairing efficiency is higher.
In this embodiment, the bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons 42. All the prefabricated parts are connected by prestressing the unbonded prestressed tendons 42, and pre-stress is generated. Under the action of strong shock, when the precast concrete beam (figure 6) reaches the controllable maximum rotation state, the unbonded prestressed tendons 42 begin to play the self-resetting role of the second stage so as to ensure 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. An assembled self-resetting rotation-restrained concrete beam column joint connecting structure is characterized by comprising two in-column pre-buried steel plates, a beam end pre-buried steel sleeve, two longitudinal anchoring steel plate keys, two transverse anchoring steel plate keys, an unbonded prestressed tendon (42) and a prestressed tendon anchorage device (43), wherein the two in-column pre-buried steel plates are arranged on the left side and the right side of a precast concrete column, the beam end pre-buried steel sleeve is arranged on the connecting side of the precast concrete beam and the precast concrete column, the transverse anchoring steel plate keys are arranged on the upper side and the lower side of the end head of the precast concrete beam, the longitudinal anchoring steel plate keys are arranged on the upper portion and the lower portion of the in-column pre-buried steel plates, the longitudinal anchoring steel plate keys and the transverse anchoring steel plate keys are connected at the junction of the beam column joint through a rotating shaft bolt (36), and a fan-shaped restraining steel plate (20) and a restraining rotating shaft (30) are connected through a restraining bolt (40), the pre-tightening force applied to the rotating shaft bolt (36) and the restraining bolt (40) can effectively ensure the bending rigidity of the node, so that the node can keep an elastic state when the earthquake action is small;
under the action of moderate earthquake, according to different stress directions, the precast concrete beam can rotate upwards or downwards within the length range of a bolt rotating groove (23) by taking a rotating shaft bolt (36) as a rotating center and taking the length of a rectangular constraint steel plate (29) as a rotating radius, and in the process, friction and energy dissipation are generated between the rectangular constraint piece and the outer side plate wall of the fan-shaped constraint steel plate (20), so that obvious plastic deformation of the precast beam column can be avoided, and the self-resetting effect of the first stage is achieved;
the unbonded prestressed tendons (42) transversely penetrate through the whole formed by the precast concrete column and the precast concrete beam, the ends of the unbonded prestressed tendons are fixed through an anchorage device (43) with intervening prestressed tendons, bending moment transmitted among the precast components is borne by the unbonded prestressed tendons (42), all the precast components are connected and generate pre-pressure by applying prestress to the unbonded prestressed tendons (42), and under the action of strong shock, when the precast concrete beam reaches a controllable maximum rotation state, the unbonded prestressed tendons (42) begin to bear the self-resetting effect of the second stage so as to ensure that the precast beam column restores to the original initial state after the shock.
2. The assembled self-resetting rotation-restrained concrete beam column joint connecting structure according to claim 1, characterized in that the embedded steel plates in the column comprise rectangular steel plates (1), prestressed tendon holes I (2) and bolt holes I (3), the rectangular steel plates (1) are provided with the prestressed tendon holes I (2) and the bolt holes I (3) if the embedded steel plates interfere with each other, wherein the positions, the numbers and the sizes of the prestressed tendon holes I (2) are determined by the positions, the numbers and the sizes of unbonded prestressed tendons (42) penetrating through the holes, and the positions, the numbers and the sizes of the bolt holes I (3) are determined by the positions, the numbers and the sizes of column end fixing bolts (25) penetrating through the holes.
3. The assembled self-resetting rotation-restrained concrete beam-column joint connecting structure according to claim 1, characterized in that the beam-end embedded steel jacket comprises a groove-shaped steel plate (9), prestressed tendon holes II (10) and bolt holes II (11), the end face of the groove-shaped steel plate (9) is provided with the prestressed tendon holes II (10), the upper side and the lower side of the groove-shaped steel plate are provided with the bolt holes II (11), wherein the position, the number and the size of the prestressed tendon holes II (10) are determined by the position, the number and the size of unbonded prestressed tendons (42) penetrating through the holes, and the position, the number and the size of the bolt holes II (11) are determined by the position, the number and the size of beam-end fixing bolts (34) penetrating through the holes.
4. The assembled self-resetting rotation-restrained concrete beam column joint connection structure as claimed in claim 1, wherein the precast concrete column comprises a plurality of column longitudinal stress steel bars (4), a plurality of column stirrups (5), metal corrugated pipes I (6) and prestressed rib channels I (7), the plurality of column longitudinal stress steel bars (4) and the plurality of column stirrups (5) mutually vertically enclose a longitudinal reinforcement cage, the plurality of metal corrugated pipes I (6) are bound at the middle area of the longitudinal reinforcement cage, and the hollow area inside the metal corrugated pipes I (6) serves as the prestressed rib channels I (7) for penetrating through the unbonded prestressed ribs (42).
5. The assembled self-resetting rotation-restrained concrete beam column joint connection structure as claimed in claim 1, wherein the precast concrete beam comprises a plurality of beam hogging moment ribs (12), a plurality of beam hogging moment ribs (13), a plurality of positioning bars (15), a plurality of metal corrugated pipes II (16) and a prestressed rib hole II (17); a plurality of roof beam hogging moment muscle (12) and a plurality of roof beam positive bending moment muscle (13) mutually perpendicular enclose into horizontal steel reinforcement cage, and horizontal steel reinforcement cage middle part is through positioning reinforcement (15) transversely fixed a plurality of corrugated metal pipes II (16), and the inside hollow region of corrugated metal pipe II (16) is as prestressing tendons pore II (17) for pass unbonded prestressing tendons (42).
6. The fabricated self-resetting rotation-restrained concrete beam column joint connection structure as claimed in claim 1, wherein the longitudinal anchoring steel plate key comprises a longitudinal restraining steel plate (19), a fan-shaped restraining steel plate (20), a rotating shaft I (21), bolt holes III (22), bolt rotation grooves (23) and rotating shaft bolt holes I (24), the bolt holes III (22) are arranged on two sides of the plate wall of the left and right regions of the longitudinal restraining steel plate (19), and the positions, the numbers and the sizes of the bolt holes III (22) are determined by the positions, the numbers and the sizes of column end fixing bolts (25) penetrating through the holes; the region sets up fan-shaped restraint steel sheet (20) respectively about the siding one side of vertical restraint steel sheet (19), and the inboard siding net interval between fan-shaped restraint steel sheet (20) is the same with restraint pivot (30) along the length of axis direction, and the middle zone of fan-shaped restraint steel sheet (20) sets up bolt rotating groove (23), and its width equals the screw rod external diameter of passing the restraint bolt (40) of inslot, vertical restraint steel sheet (19) base sets up pivot I (21) respectively, and pivot I (21) set up pivot bolt hole I (24) through the mode of drilling along the axis direction, and the diameter of pivot bolt hole I (24) is the same with the screw rod external diameter of pivot bolt (36).
7. The assembled self-resetting rotation-restrained concrete beam column joint connection structure of claim 1, wherein the transverse anchoring steel plate key comprises a transverse restraining steel plate (27), a rotating shaft II (28), a rectangular restraining steel plate (29), a restraining rotating shaft (30), bolt holes IV (31), rotating shaft bolt holes II (32) and restraining bolt holes I (33), bolt holes IV (31) are arranged on two sides of the plate wall of the left and right areas of the transverse restraining steel plate (27), the positions, the numbers and the sizes of the bolt holes IV (31) are determined by the positions, the numbers and the sizes of beam end fixing bolts (34) penetrating through the holes, the rotating shaft II (28) is arranged at the joint of the transverse restraining steel plate (27) and the longitudinal anchoring steel plate key, the diameter of the rotating shaft II (28) is the same as that of the rotating shaft I (21), and the length is the same as that of the rotating shaft I (21) along the axial direction, a rotating shaft bolt hole II (32) is formed in the rotating shaft II (28) in a drilling mode along the axis direction, the diameter of the rotating shaft bolt hole II (32) is the same as the outer diameter of a screw rod of a rotating shaft bolt (36), a rectangular constraint steel plate (29) is arranged on one side, close to the rotating shaft II (28) and the transverse constraint steel plate (27), of the rotating shaft II, the horizontal included angle between the rectangular constraint steel plate (29) and the transverse constraint steel plate (27) is determined according to the length of a bolt rotating groove (23), the length of the rectangular constraint steel plate (29) is determined according to the position of the bolt rotating groove (23), and the width of the rectangular constraint steel plate does not exceed the net distance between inner side plate walls of the fan-shaped constraint steel plates (20); the upper side plate end of the rectangular constraint steel plate (29) is provided with a constraint rotating shaft (30), the constraint rotating shaft (30) is provided with a constraint bolt hole I (33) in a drilling mode along the axis direction, and the diameter of the constraint bolt hole I (33) is the same as the outer diameter of a screw of the constraint bolt (40).
8. The fabricated self-resetting rotation-restraining concrete beam column joint connection structure according to claim 1, wherein the rectangular restraining member comprises a restraining washer (38) and a restraining bolt hole II (39), the restraining washer (38) is centrally provided with the restraining bolt hole II (39), a restraining bolt (40) penetrates through the restraining bolt hole II (39), the restraining washer (38) is made of copper, and one side of the restraining washer in contact with the fan-shaped restraining steel plate (20) is subjected to rough treatment to increase friction resistance.
9. The fabricated self-resetting rotation-restraining concrete beam column node connection structure according to claim 1, wherein the screw length of the restraining bolt (40) is not less than the sum of the outer panel wall clear space between the fan-shaped restraining steel plates (20) and the thickness of the nut (41).
10. A method for assembling a fabricated self-resetting rotation-restraining concrete beam column joint connection structure according to any one of claims 1 to 9, which comprises the following steps:
(1) tightly attaching the outer wall of a longitudinal anchoring steel plate key to the upper area and the lower area of a pre-buried steel plate in a column on the outer surface of the precast concrete column to ensure that a bolt hole III (22) is aligned with a reserved bolt hole (8), then inserting a column end fixing bolt (25) in a penetrating manner along the bolt hole III (22) and the reserved bolt hole (8), penetrating through the longitudinal anchoring steel plate key and the precast concrete column, and screwing and fixing a screw rod part of the column end fixing bolt (25) extending out of the outer surface of the other side of the precast concrete column through a column end fixing nut (26);
(2) tightly attaching the outer wall of the transverse anchoring steel plate key to the upper outer surface and the lower outer surface of the precast concrete beam to ensure that the bolt holes IV (31) are aligned with the beam reserved bolt holes (18), then inserting a beam end fixing bolt (34) into the bolt holes IV (31) and the beam reserved bolt holes (18) from bottom to top in a penetrating manner and penetrating through the transverse anchoring steel plate key and the precast concrete beam, and screwing and fixing a screw rod part of the beam end fixing bolt (34) extending above the transverse anchoring steel plate key through a beam end fixing nut (35);
(3) hoisting the precast concrete column and the precast concrete beam to a preset position, slowly moving the precast concrete beam, inserting a constraint rotating shaft (30) of a transverse anchoring steel plate key and a rectangular constraint steel plate (29) into the middle area of the inner side plate wall of a fan-shaped constraint steel plate (20) of a longitudinal anchoring steel plate key, ensuring the boundary area of a rotating shaft II (28) and a rotating shaft I (21) and aligning a constraint bolt hole I (33) and a bolt rotating groove (23) in the width direction, ensuring that the contact interface of the precast concrete beam and the precast concrete column is tightly adhered and aligned in the process, aligning the hole positions of a prestressed rib hole I (2) and a prestressed rib hole II (10) with each other, then penetrating a rotating shaft bolt (36) through a rotating shaft bolt hole I (24) and a rotating shaft bolt hole II (32), and screwing a rotating shaft nut (37) by using a torque wrench;
(4) guiding the unbonded prestressed tendons (42) to penetrate through all the prefabricated components, tensioning the unbonded prestressed tendons (42) on one side of the prefabricated concrete beam, and fixing the unbonded prestressed tendons (42) on one side of the prefabricated concrete column by adopting a prestressed tendon anchorage device (43);
(5) after the unbonded prestressed tendons (42) are tensioned and anchored, rectangular restraining parts are placed on two sides of the bolt rotating groove (23) to ensure that the restraining bolt holes II (39) are aligned with the bolt rotating groove (23) in the width direction; then, the restraint bolt (40) is passed through the restraint bolt hole II (39), the bolt rotation groove (23) and the restraint bolt hole I (33), and the nut (41) is tightened with a torque wrench.
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| CN202111091802.4A CN113863490A (en) | 2021-09-17 | 2021-09-17 | Assembly type self-resetting rotation constraint type concrete beam column joint connecting structure and assembling method |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113863493A (en) * | 2021-09-17 | 2021-12-31 | 哈尔滨工业大学 | Full-assembly type self-resetting concrete beam column connecting node and assembling method |
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