CN113863491A - Self-resetting friction node connecting structure and assembling method for beam column of assembled concrete frame - Google Patents
Self-resetting friction node connecting structure and assembling method for beam column of assembled concrete frame Download PDFInfo
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- CN113863491A CN113863491A CN202111092137.0A CN202111092137A CN113863491A CN 113863491 A CN113863491 A CN 113863491A CN 202111092137 A CN202111092137 A CN 202111092137A CN 113863491 A CN113863491 A CN 113863491A
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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
- E04B1/58—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 a self-resetting friction joint connecting structure and an assembling method for an assembled concrete frame beam column. The invention solves the technical problems of effectively improving the energy consumption capability of the node and reducing the damage and the damage of the structure under the action of the earthquake to the maximum extent, 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 a self-resetting friction joint 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 prefabricated concrete structure has the advantages of energy conservation, environmental protection, convenient construction, high industrialization degree and the like, becomes one of important directions for the development of the building structure field in the 21 st century, and is rapidly popularized in the building industry of China. At present, in the research field, the important concern of the academic and engineering circles is how to safely, efficiently and reliably improve the seismic performance of the joint connection part of the fabricated structure and avoid unnecessary structural damage and destruction.
In the traditional fabricated concrete structure, when the beam column is prefabricated, in order to achieve the purpose of 'equal cast-in-place' of the whole structure, a node cast-in-place method or a secondary casting method is generally adopted so as to realize mechanical properties similar to those of a full cast-in-place structure. However, in an actual construction site, a large amount of concrete wet operation is still required, and the development concept of green, environment-friendly, efficient and energy-saving of the fabricated building cannot be met. In recent years, dry joining techniques typified by grouted sleeve joints, anchor tie-down joints, and post-cast strip joints have been developed. A large number of experimental research results show that the connection mode can 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. Therefore, how to effectively improve the energy consumption capability of the node and reduce the damage and the damage of the structure under the action of the earthquake to the maximum extent has important significance for accelerating the popularization of the fabricated building in China and promoting the industrialization and the industrialized development of the fabricated building.
Disclosure of Invention
In order to solve the technical problems of how to effectively improve the energy consumption capability of the node and reduce the damage and the damage of the structure under the action of an earthquake to the maximum extent in the background technology, the invention provides the self-resetting friction node connecting structure of the fabricated concrete frame beam column and the assembling method, which realize the connection between the precast concrete beam and the precast concrete column so as to meet the requirements in actual design and construction.
The invention provides an assembly type self-resetting friction node connecting structure of a concrete frame beam column, which comprises two in-column pre-buried steel plates, a beam end pre-buried steel sleeve, two longitudinal friction connecting steel pieces, two transverse friction connecting steel pieces, 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 the 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 longitudinal friction connecting steel pieces are arranged on the upper part and the lower part of the in-column pre-buried steel plates, the transverse friction connecting steel pieces are arranged on the upper side and the lower side of the end head of the precast concrete beam, the longitudinal friction connecting steel pieces and the transverse friction connecting steel pieces are connected at the junction of the beam column node through a rotating shaft bolt, and the inner and outer plate walls of an arc friction steel plate I and an arc friction steel plate II between the longitudinal friction connecting steel pieces and the transverse friction connecting steel pieces are tightly contacted along an arc boundary and connected through a sliding bolt, the pre-tightening force applied to the rotating shaft bolt and the sliding bolt can effectively ensure the bending rigidity of the node, so that the node can keep an elastic state under the condition of small earthquake action,
when great relative rotation takes place between precast beam post, the precast concrete roof beam can use the pivot bolt as rotation center, under the restraint of sliding bolt, along II inside and outside siding contact area of arc friction steel sheet I and arc friction steel sheet upwards or the lapse, this in-process, between the inside and outside siding of arc friction steel sheet I and arc friction steel sheet II, between the inside siding wall of rectangle internal friction spare and arc friction steel sheet I, take place friction and dissipation energy between the outside siding wall of rectangle external friction spare and arc friction steel sheet II, prevent that structural deformation from excessively concentrating, avoid structural component to take place the damage destruction, unbonded prestressed tendon transversely passes the whole that precast concrete post and precast concrete beam formed, and fixes through a plurality of prestressed tendon ground tackle at the tip.
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 area of corrugated metal pipe II 16 is as prestressing tendons pore II for pass unbonded prestressing tendons.
Preferably, the longitudinal friction connecting steel piece comprises a longitudinal connecting steel plate, an arc-shaped friction steel plate I, a rotating shaft I, bolt holes III, bolt sliding 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 connecting 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; an arc friction steel plate I is arranged on one side of the plate wall of the longitudinal connecting steel plate, the radian of the inner side plate wall and the outer side plate wall of the arc friction steel plate I is the same as that of the inner side plate wall and the outer side plate wall of the arc friction steel plate II, bolt sliding grooves are formed in two sides of the plate wall of the arc friction steel plate I, and the width of each bolt sliding groove is equal to the outer diameter of a screw rod penetrating through the sliding bolt in the groove; vertical connection steel sheet bottom sets up pivot I, and pivot I sets up pivot bolt hole I through the mode of drilling along the axis direction, and the diameter of pivot bolt hole I is the same with the screw rod external diameter of pivot bolt.
Preferably, the transverse friction connection steel part comprises a transverse connection steel plate, an arc-shaped friction steel plate II, a rotating shaft II, bolt holes IV, bolt sliding holes and a rotating shaft bolt hole II, the bolt holes IV are formed in the left side and the right side of the transverse connection steel plate, the positions, the numbers and the sizes of the bolt holes IV are determined by the positions, the numbers and the sizes of beam end fixing bolts in the through holes, the arc-shaped friction steel plate II is arranged on one side of the plate wall of the transverse connection steel plate, the bolt sliding holes are formed in the two sides of the plate wall of the arc-shaped friction steel plate II, the rotating shaft II is arranged on the side edge of the joint of the transverse connection steel plate, the diameter of the rotating shaft II is the same as that of the rotating shaft I, the length of the rotating shaft I is the same as that of the rotating shaft I in the axis direction, the rotating shaft II is provided with the rotating shaft bolt holes II in the axis direction, and the diameter of the rotating shaft bolt holes II is the same as that of the rotating shaft bolt holes in the outer diameter of the rotating shaft bolts.
Preferably, friction spare includes friction pad I and slip bolt hole I in the rectangle, friction pad I is the copper material, outwards extrudes certain radian with one side of the I contact of arc friction steel board to carry out rough treatment in order to increase frictional resistance.
Preferably, the rectangular outer friction piece comprises a friction pad II and a sliding bolt hole II, the friction pad II is made of copper, one side, in contact with the arc-shaped friction steel plate II, of the friction pad II is inwards recessed by a certain radian, and rough treatment is carried out to increase friction resistance.
The splicing method of the self-resetting friction node connecting structure of the assembled concrete frame beam column specifically comprises the following steps:
(1) tightly attaching the outer wall of the longitudinal friction connecting steel piece 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 friction connecting steel piece 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 friction connecting steel piece to the upper outer surface and the lower outer surface of the precast concrete beam to ensure that bolt holes IV are aligned with reserved bolt holes of the beam, then inserting beam-end fixing bolts into the bolt holes IV and the reserved bolt holes of the beam from bottom to top in a penetrating manner and penetrating the transverse friction connecting steel piece and the precast concrete beam, and screwing and fixing the beam-end fixing bolts on a screw part extending above the transverse friction connecting steel piece through beam-end fixing nuts;
(3) hoisting the precast concrete column and the precast concrete beam to a preset position, slowly moving the precast concrete beam to enable the arc friction steel plate II of the transverse friction connecting steel piece to be in close contact with the inner and outer plate walls of the arc friction steel plate I of the longitudinal friction connecting steel piece, and ensuring the arc boundary area of the arc friction steel plate II and the arc friction steel plate I, the boundary area of the rotating shaft II and the rotating shaft I, and the bolt sliding hole and the bolt sliding groove to be aligned with each other in the width direction. In the process, the contact interfaces of the precast concrete beam and the precast concrete column are ensured to be closely aligned, and the hole sites of the prestressed rib hole I and the prestressed rib hole II are aligned with each other. Then, a rotating shaft bolt penetrates through the rotating shaft bolt hole I and the rotating shaft bolt hole II, a rotating shaft nut is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is determined by calculating the bending moment transmitted between the prefabricated parts;
(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, respectively placing a rectangular inner friction piece and a rectangular outer friction piece on one side of the bolt sliding groove and one side of the bolt sliding hole to ensure that one side of the friction gasket I protruding outwards is aligned with the inner side plate wall of the arc-shaped friction steel plate I along the arc-shaped boundary area; the inwards concave side of the friction gasket II is aligned with the outer side plate wall of the arc-shaped friction steel plate II along the arc-shaped boundary area; meanwhile, the sliding bolt hole I and the bolt sliding groove are aligned in the width direction, and the sliding bolt hole II and the bolt sliding hole are aligned with each other; then, the sliding bolt penetrates through the sliding bolt hole II, the bolt sliding hole, the bolt sliding groove and the sliding bolt hole I, and the nut is screwed by using a torque wrench.
The self-resetting friction joint connecting structure and the assembling method of the assembled concrete frame beam column 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 friction connecting steel piece and the transverse friction connecting steel piece used for connecting the precast concrete column and the precast concrete beam are screwed up and connected through the rotating shaft bolt and the sliding 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. When the precast beam columns rotate relatively greatly, the precast concrete beam can slide upwards or downwards along the contact area of the inner plate wall and the outer plate wall of the arc friction steel plate under the constraint of the sliding bolt by taking the rotating shaft bolt as a rotating center. In the process, friction and energy dissipation occur between the inner plate wall of the arc friction steel plate and the inner plate wall of the rectangular inner friction piece and the arc friction steel plate and between the outer plate wall of the rectangular outer friction piece and the outer plate wall of the arc friction steel plate, so that structural deformation is prevented from being excessively concentrated, and structural members are prevented from being damaged. Compare in traditional angle steel and bolted connection's beam column node, because separate each other, the plastic hinge of longitudinal friction connection steel spare and horizontal friction connection steel spare mainly develops in the region that is close to the pivot, and can not appear in bolt hole region to the condition of fracture has been avoided the steel along the excessive tensile deformation of bolt hole edge even. Meanwhile, according to actual conditions, only damaged steel pieces need to be removed and replaced in the repairing process, and the repairing efficiency is higher. In addition, pivot bolt, sliding bolt, friction spare in the rectangle and the outer friction spare of rectangle all can be changed according to actual demand, and easy operation is convenient.
4. The bending moment transmitted between the prefabricated parts is borne by the unbonded prestressed tendons. All the prefabricated parts are connected by applying prestress to the unbonded prestressed tendons, and pre-stress is generated. Under the strong shock effect, when the precast concrete beam reaches the controllable maximum sliding position, because unbonded prestressed tendons keep the elastic state all the time, begin to play from the reset effect this moment, make the precast beam post resume original initial condition after the earthquake.
5. The parts with higher manufacturing requirements of the invention comprise the prefabricated concrete columns, the prefabricated concrete beams, the longitudinal friction connecting steel parts and the transverse friction connecting steel parts, can be manufactured in factories, and can be assembled in sequence after being transported to the site, the installation and disassembly steps are simple, the installation process is safe and reliable, no concrete wet operation exists in the construction site, and the invention conforms to the development concept of green, environment-friendly, high-efficiency and energy-saving of assembly buildings.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention.
In the drawings:
FIG. 1 is a three-dimensional view of a 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 longitudinal friction connecting steel members;
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 transverse friction connecting steel member;
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 inner friction member;
FIG. 16 is a three-dimensional view of a rectangular outer friction member;
FIG. 17 is a three-dimensional view of the slide bolt;
FIG. 18 is a three-dimensional view of the nut;
fig. 19 is a three-dimensional view of a tendon;
FIG. 20 is a three dimensional view of a tendon anchor;
FIG. 21 is a three-dimensional assembled view of the longitudinal friction connecting steel member and the precast concrete column;
FIG. 22 is a three-dimensional assembled view of transverse friction connecting steel members with precast concrete beams;
FIG. 23 is a three-dimensional assembled view of the spindle bolt with longitudinal and transverse friction joint steel members;
fig. 24 is a three-dimensional view of unbonded tendons after they have been passed through precast concrete elements;
FIG. 25 is a three-dimensional view of unbonded tendons after tensioning and fixation with a tendon anchor;
fig. 26 is a three-dimensional view of the rectangular inner friction member and the rectangular outer friction member fixed to the longitudinal friction coupling steel member and the lateral friction coupling steel member by the slide bolt.
Wherein, 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 connecting steel plates; 20-arc friction steel plate I; 21-a rotating shaft I; 22-bolt hole III; 23-bolt sliding groove; 24-rotating shaft bolt hole I; 25-column end fixing bolts; 26-column end fixing nuts; 27-transverse connecting steel plates; 28-arc friction steel plate II; 29-rotating shaft II; 30-bolt hole IV; 31-bolt sliding holes; 32-rotating shaft bolt hole II; 33-beam end fixing bolts; 34-beam end fixing nuts; 35-a spindle bolt; 36-spindle nut; 37-rubbing pad i; 38-sliding bolt hole I; 39-rubbing pad II; 40-sliding bolt hole II; 41-sliding bolt; 42-a nut; 43-unbonded prestressed tendons; 44-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 26. The self-resetting friction joint connection structure of the assembled concrete frame beam column comprises two in-column pre-buried steel plates, a beam end pre-buried steel sleeve, two longitudinal friction connection steel pieces, two transverse friction connection steel pieces, an unbonded prestressed tendon 43 and a prestressed tendon anchor 44, wherein the two in-column pre-buried steel plates are arranged on the left side and the right side of the precast concrete column, the beam end pre-buried steel sleeve is arranged on the connection side of the precast concrete beam and the precast concrete column, the longitudinal friction connection steel pieces are arranged on the upper portion and the lower portion of the in-column pre-buried steel plates, the transverse friction connection steel pieces are arranged on the upper side and the lower side of the end head of the precast concrete beam, the longitudinal friction connection steel pieces and the transverse friction connection steel pieces are connected at the junction of the beam column joint through a rotating shaft bolt 35, and the inner plate walls and the outer plate walls of an arc friction steel plate I20 and an arc friction steel plate II 28 are in close contact along an arc boundary, and are connected through the sliding bolt 41, the pre-tightening force applied to the rotating shaft bolt 35 and the sliding bolt 41 can effectively ensure the bending rigidity of the node, so that the node can keep an elastic state under the condition of small earthquake action,
when great relative rotation takes place between precast beam post, the precast concrete roof beam can use pivot bolt 35 as the center of rotation, under the restraint of sliding bolt 41, along arc friction steel sheet I20 and the inside and outside siding contact area of arc friction steel sheet II 28 upwards or slide down, at this in-process, between the inside and outside siding of arc friction steel sheet I20 and arc friction steel sheet II 28, between the inside siding wall of rectangle internal friction spare and arc friction steel sheet I20, take place friction and dissipation energy between the outside siding wall of rectangle external friction spare and arc friction steel sheet II 28, prevent that the structural deformation from excessively concentrating, avoid structural component to take place the damage and destroy, unbonded prestressed tendon 43 transversely passes the whole that precast concrete post and precast concrete roof beam formed, and fixes through if intervening the prestressed tendon anchorage device 44 at the tip.
(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 plate wall both sides of rectangle steel sheet 1 set up prestressing tendons hole I2 and bolt hole I3 through the mode of two-sided through-hole drilling, and the position, number and the size in prestressing tendons hole I2 are confirmed by the position, the radical and the size of the unbonded prestressing tendons 43 that pass in the hole, and the position, the number and the size of bolt hole I3 are confirmed by the position, the radical and the size of column end fixing bolt 25 that pass in the hole. 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 43.
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 and the upper side and the lower side of the horizontal plate wall of the channel steel plate 9 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 43 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 33 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 penetrating through the unbonded prestressed tendon 43.
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 friction connecting steel member are as follows:
the longitudinal friction connecting steel piece (figure 7) is composed of a longitudinal connecting steel plate 19, an arc friction steel plate I20, a rotating shaft I21, a bolt hole III 22, a bolt sliding 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 connecting 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.
An arc friction steel plate I20 is arranged on one side of the plate wall of the longitudinal connecting steel plate 19, and the radian of the inner side plate wall and the outer side plate wall of the arc friction steel plate I20 is the same as that of the inner side plate wall and the outer side plate wall of the arc friction steel plate II 28. The bolt sliding grooves 23 are formed in the two sides of the plate wall of the arc friction steel plate I20 in a grooving or milling machine machining mode, the number, the position and the length of the bolt sliding grooves 23 are determined according to design requirements, and the width of each bolt sliding groove is equal to the outer diameter of a screw rod of a sliding bolt 41 penetrating through the groove.
The left and right third areas of the plate end side of the longitudinal connecting 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 35's screw rod external diameter.
The thickness of the plate wall of the longitudinal connecting steel plate 19 and the arc-shaped friction steel plate I20 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 friction connecting steel member are as follows:
the transverse friction connecting steel piece (figure 10) is composed of a transverse connecting steel plate 27, an arc friction steel plate II 28, a rotating shaft II 29, a bolt hole IV 30, a bolt sliding hole 31 and a rotating shaft bolt hole II 32.
An arc friction steel plate II 28 is arranged on one side of the plate wall of the transverse connecting steel plate 27. Bolt sliding holes 31 are formed in the two sides of the plate wall of the arc-shaped friction steel plate II 28 in a double-sided through drilling mode, the size of each bolt sliding hole 31 is determined by the size of a sliding bolt 41 penetrating through the corresponding hole, and the position is determined by the position of a bolt sliding groove 23 in the arc-shaped friction steel plate I20 and the size of a relative sliding gap reserved between the arc-shaped friction steel plate I20 and the arc-shaped friction steel plate II 28 according to design requirements.
A rotating shaft II 29 is arranged in the middle third area of one side of the plate end of the transverse connecting steel plate 27 in the long side direction, the diameter of the rotating shaft II 29 is the same as that of the rotating shaft I21, and the length of the rotating shaft II 29 is the same as that of the rotating shaft I21 in the axis direction. The rotating shaft II 29 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 35.
The plate wall thickness of the transverse connecting steel plate 27 and the arc-shaped friction steel plate II 28 is determined by calculating the bending moment and the shearing force transmitted between the prefabricated parts.
(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 33 may be determined according to actual design requirements.
The number and size of the beam-end fixing nuts 34 are determined by the number and size of the beam-end fixing bolts 33.
(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 35 may be determined according to actual design requirements.
The size of the spindle nut 36 is determined by the size of the spindle bolt 35.
(10) As shown in fig. 15, the specific structure and manufacturing process of the rectangular inner friction member are as follows:
the rectangular inner friction piece (fig. 15) is composed of a friction pad I37 and a sliding bolt hole I38.
The friction pad I37 is preferably made of copper, and the side contacting with the arc-shaped friction steel plate I20 protrudes outwards with a certain radian, and is roughened to increase the friction resistance.
The size of the slide bolt hole i 38 is determined by the outer diameter of the screw of the slide bolt 41.
(11) As shown in fig. 16, the specific structure and manufacturing process of the rectangular outer friction member are as follows:
the rectangular outer friction piece (fig. 16) is composed of a friction pad II 39 and a sliding bolt hole II 40.
The friction pad II 39 is preferably made of copper, and the side contacting with the arc-shaped friction steel plate II 28 is inwards concave in a certain radian and is subjected to rough treatment to increase the friction resistance.
The size of the slide bolt hole II 40 is determined by the outer diameter of the screw of the slide bolt 41.
(12) As shown in fig. 17 to 18, the concrete structure and manufacturing process of the sliding bolt and nut are as follows:
the length of the screw of the sliding bolt 41 is not less than the sum of the thickness of the plate wall of the arc friction steel plate I20, the thickness of the plate wall of the arc friction steel plate II 28 and the thickness of the nut 42.
The outer diameter of the screw of the slide bolt 41 is determined by calculation of the shear force transmitted between the prefabricated parts.
The size of the nut 42 is determined by the outer diameter of the screw of the slide bolt 41.
(13) As shown in fig. 19-20, the concrete structure and manufacturing process of the unbonded tendon and anchor head are as follows:
the material, number and size of the unbonded prestressed tendons 43 can be determined according to the actual design requirements.
The tendon anchors 44 may be of the clip type, support type or cone plug type 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. 21, the outer wall of the longitudinal friction connecting steel member (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 friction connecting steel member (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. 22, the outer wall of the transverse friction connecting steel member (fig. 10) is tightly attached to the upper and lower outer surfaces of the precast concrete beam (fig. 6) to ensure that the bolt holes iv 30 and the beam reserved bolt holes 18 are aligned, then the beam end fixing bolts 33 are inserted through the transverse friction connecting steel member (fig. 10) and the precast concrete beam (fig. 6) from bottom to top along the bolt holes iv 30 and the beam reserved bolt holes 18, and the beam end fixing bolts 33 are screwed and fixed by the beam end fixing nuts 34 at the screw portions extending above the transverse friction connecting steel member (fig. 10).
(3) As shown in fig. 23, the precast concrete column (fig. 3) and the precast concrete beam (fig. 6) are hoisted to a predetermined position, and the precast concrete beam (fig. 6) is slowly moved to bring the arc friction steel plate ii 28 of the transverse friction coupling steel member (fig. 10) into close contact with the inner and outer plate walls of the arc friction steel plate i 20 of the longitudinal friction coupling steel member (fig. 7), thereby ensuring that the arc boundary regions of the arc friction steel plate ii 28 and the arc friction steel plate i 20, the boundary regions of the rotation shaft ii 29 and the rotation shaft i 21, and the bolt sliding holes 31 and the bolt sliding grooves 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. And then, a rotating shaft bolt 35 penetrates through the rotating shaft bolt hole I24 and the rotating shaft bolt hole II 32, a rotating shaft nut 36 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. 24 to 25, the unbonded tendon 43 is guided through all the precast elements (fig. 24), and then the unbonded tendon 43 is tensioned at one side of the precast concrete beam (fig. 6), while the unbonded tendon 43 is fixed at one side of the precast concrete column (fig. 3) using a tendon anchor 44 (fig. 25).
(5) As shown in fig. 26, after the unbonded prestressed tendons 43 are tensioned and anchored, a rectangular inner friction member (fig. 15) and a rectangular outer friction member (fig. 16) are respectively placed on one side of the bolt sliding groove 23 and one side of the bolt sliding hole 31, so that the outwardly protruding side of the friction pad i 37 and the inner side wall of the arc-shaped friction steel plate i 20 are aligned with each other along the arc-shaped boundary region, and the inwardly recessed side of the friction pad ii 39 and the outer side wall of the arc-shaped friction steel plate ii 28 are aligned with each other along the arc-shaped boundary region. At the same time, it is also ensured that the slide bolt hole i 38 and the bolt slide groove 23 are aligned in the width direction, and the slide bolt hole ii 40 and the bolt slide hole 31 are aligned with each other. The sliding bolt 41 is then inserted through the sliding bolt hole II 40, the bolt sliding hole 31, the bolt sliding groove 23 and the sliding bolt hole I38, and the nut 42 is tightened with a torque wrench, the preload force applied by the torque wrench being determined by the shear force calculation 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 friction connection steel member (fig. 7) and the transverse friction connection steel member (fig. 10) are connected at the junction of the beam-column joint by the rotating shaft bolt 35, and the arc friction steel plate i 20 and the arc friction steel plate ii 28 therebetween are in close contact with the inner and outer plate walls along the arc boundary and are connected by the sliding bolt 41. The pretightening force applied to the rotating bolt 35 and the sliding bolt 41 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, when the precast beam columns are relatively rotated greatly, the precast concrete beam (fig. 6) can slide upward or downward along the contact area between the inner and outer plate walls of the arc friction steel plate i 20 and the arc friction steel plate ii 28 with the rotating shaft bolt 35 as the rotating center and under the constraint of the sliding bolt 41. In this process, between the inside and outside siding wall of arc friction steel sheet I20 and arc friction steel sheet II 28, between the inside siding wall of rectangle internal friction spare (fig. 15) and arc friction steel sheet I20, take place friction and dissipation energy between the outside siding wall of rectangle external friction spare (fig. 16) and arc friction steel sheet II 28, can prevent that structural deformation from too concentrating, avoid structural component to take place to damage and destroy.
In this embodiment, compared to the conventional beam-column joint with angle steel and bolt connection, due to the separation from each other, the plastic hinges of the longitudinal friction connection steel member (fig. 7) and the transverse friction connection steel member (fig. 10) mainly develop in the region close to the rotation axis, but do not appear in the bolt hole region, so as to avoid the situation that the steel members are excessively stretched and deformed or even broken along the bolt hole edge. Meanwhile, according to actual conditions, only damaged steel pieces need 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 43. By prestressing the unbonded tendons 43, all the prefabricated parts are connected and prestressed. Under the action of strong shock, when the precast concrete beam (figure 6) reaches the controllable maximum sliding position, the unbonded prestressed tendons 43 always keep the elastic state, and at the moment, the self-resetting function is started to be exerted, so that the precast beam column is restored to the original initial state after the shock.
The above-mentioned embodiments further explain the objects, technical solutions and advantages of the present invention in detail. It should be understood that the above-mentioned embodiments are only examples of the present invention, and are not intended to limit the present invention, and that the reasonable combination of the features described in the above-mentioned embodiments can be made, and any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. An assembled concrete frame beam-column self-resetting friction node connecting structure is characterized by comprising two in-column pre-buried steel plates, a beam-end pre-buried steel sleeve, two longitudinal friction connecting steel pieces, two transverse friction connecting steel pieces, an unbonded prestressed tendon (43) and a prestressed tendon anchorage device (44), 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 sides of the precast concrete beam and the precast concrete column, the longitudinal friction connecting steel pieces are arranged on the upper portions and the lower portions of the in-column pre-buried steel plates, the transverse friction connecting steel pieces are arranged on the upper portions and the lower portions of the end heads of the precast concrete beam, the longitudinal friction connecting steel pieces and the transverse friction connecting steel pieces are connected at the junction of the beam-column node through a rotating shaft bolt (35), and the inner plate walls and the outer plate walls of the arc friction steel plate I (20) and the arc friction steel plate II (28) are in close contact along an arc boundary, the sliding bolts (41) are connected, the bending rigidity of the node can be effectively guaranteed through pretightening force applied to the rotating shaft bolt (35) and the sliding bolt (41), the node can be kept in an elastic state under the condition of small earthquake action, when the precast beam column rotates relatively greatly, the precast concrete beam can slide upwards or downwards along the contact area of the inner plate wall and the outer plate wall of the arc friction steel plate I (20) and the arc friction steel plate II (28) under the constraint of the sliding bolt (41) by taking the rotating shaft bolt (35) as a rotating center, in the process, friction and energy dissipation are generated between the inner plate wall and the outer plate wall of the arc friction steel plate I (20) and the arc friction steel plate II (28), between the rectangular inner friction piece and the inner plate wall of the arc friction steel plate I (20) and between the rectangular outer friction piece and the outer plate wall of the arc friction steel plate II (28), and the structural deformation is prevented from being concentrated too much, the structural components are prevented from being damaged; the unbonded prestressed tendons (43) transversely penetrate through the whole formed by the precast concrete column and the precast concrete beam, and are fixed at the end parts through anchor devices (44) provided with intervening prestressed tendons.
2. The self-resetting friction joint connection structure of the assembled concrete frame beam column according to claim 1, wherein 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 the prestressed tendon holes I (2) and the bolt holes I (3), the position, the number and the size of the prestressed tendon holes I (2) are determined by the position, the number and the size of unbonded prestressed tendons (43) penetrating through the hole, and the position, the number and the size of the bolt holes I (3) are determined by the position, the number and the size of column end fixing bolts (25) penetrating through the hole.
3. The fabricated concrete frame beam-column self-resetting friction joint connection structure of claim 1, wherein the beam-end embedded steel sleeve 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), 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 (43) 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 (33) penetrating through the holes.
4. The fabricated concrete frame beam-column self-resetting friction 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), a metal corrugated pipe I (6) and a prestressed rib duct 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 pipe I (6) serves as the prestressed rib duct I (7) and is used for penetrating through the unbonded prestressed rib (43).
5. The fabricated concrete frame beam-column self-resetting friction joint connection structure of claim 1, wherein the precast concrete beam comprises a plurality of beam hogging moment tendons (12), a plurality of beam positive bending moment tendons (13), a beam hoop (14), a plurality of positioning tendons (15), a plurality of metal corrugated pipes II (16), and a prestressed tendon channel 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 (43).
6. The fabricated concrete frame beam-column self-resetting friction joint connection structure of claim 1, wherein the longitudinal friction connection steel piece comprises a longitudinal connection steel plate (19), an arc friction steel plate I (20), a rotating shaft I (21), bolt holes III (22), a bolt sliding groove (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 connection steel plate (19), and the positions, the number 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; an arc friction steel plate I (20) is arranged on one side of the plate wall of the longitudinal connecting steel plate (19), the radian of the inner side plate wall and the outer side plate wall of the arc friction steel plate I (20) is the same as that of the inner side plate wall and the outer side plate wall of the arc friction steel plate II (28), bolt sliding grooves (23) are arranged on two sides of the plate wall of the arc friction steel plate I (20), and the width of the bolt sliding grooves is equal to the outer diameter of a screw rod of a sliding bolt (41) penetrating through the grooves; the bottom of the longitudinal connecting steel plate (19) is provided with a rotating shaft I (21), the rotating shaft I (21) is provided with a rotating shaft bolt hole I (24) in a drilling mode along the axis direction, and the diameter of the rotating shaft bolt hole I (24) is the same as the outer diameter of a screw of the rotating shaft bolt (35).
7. The self-resetting friction joint connection structure of an assembled concrete frame beam column according to claim 1, wherein the transverse friction connection steel piece comprises a transverse connection steel plate (27), an arc friction steel plate II (28), a rotating shaft II (29), bolt holes IV (30), bolt sliding holes (31) and a rotating shaft bolt hole II (32), the bolt holes IV (30) are formed in two sides of a plate wall of the left region and the right region of the transverse connection steel plate (27), the positions, the number and the sizes of the bolt holes IV (30) are determined by the positions, the number and the sizes of beam end fixing bolts (33) penetrating through holes, the arc friction steel plate II (28) is arranged on one side of the plate wall of the transverse connection steel plate (27), the bolt sliding holes (31) are formed in two sides of the plate wall of the arc friction steel plate II (28), the rotating shaft II (29) is arranged on the transverse connection steel plate (27) along the side edge of the joint, the diameter of the rotating shaft II (29) is the same as that of the rotating shaft I (21), the length of the rotating shaft II (29) is the same as that of the rotating shaft I (21) along the axis direction, a rotating shaft bolt hole II (32) is formed in the rotating shaft II (29) 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 of a rotating shaft bolt (35).
8. The fabricated concrete frame beam-column self-resetting friction joint connection structure according to claim 1, wherein the rectangular inner friction member comprises a friction pad I (37) and a sliding bolt hole I (38), the friction pad I (37) is made of copper, one side of the friction pad I (37) contacting with the arc-shaped friction steel plate I (20) protrudes outwards by a certain radian, and is roughened to increase friction resistance.
9. The fabricated concrete frame beam-column self-resetting frictional joint connection structure of claim 1, wherein the rectangular outer friction member comprises a friction pad II (39) and a sliding bolt hole II (40), the friction pad II (39) is made of copper, one side of the friction pad II (39) contacting the arc-shaped friction steel plate II (28) is recessed inward by a certain radian, and is roughened to increase frictional resistance.
10. A method of splicing an assembled concrete frame beam-column self-resetting friction joint connection structure according to any one of claims 1 to 9, comprising the following steps:
(1) tightly attaching the outer wall of the longitudinal friction connection steel piece to the upper and lower areas 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 friction connection steel piece 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 friction connecting steel piece to the upper outer surface and the lower outer surface of the precast concrete beam to ensure that the bolt holes IV (30) are aligned with the beam reserved bolt holes (18), then inserting beam end fixing bolts (33) into the bolt holes IV (30) and the beam reserved bolt holes (18) from bottom to top in a penetrating manner and penetrating the transverse friction connecting steel piece and the precast concrete beam, and screwing and fixing the beam end fixing bolts (33) on screw parts extending out of the transverse friction connecting steel piece through beam end fixing nuts (34);
(3) hoisting the precast concrete column and the precast concrete beam to a preset position, slowly moving the precast concrete beam to enable the arc friction steel plate II (28) of the transverse friction connecting steel piece to be in close contact with the inner and outer plate walls of the arc friction steel plate I (20) of the longitudinal friction connecting steel piece, and ensuring that the arc boundary area of the arc friction steel plate II (28) and the arc friction steel plate I (20), the boundary area of the rotating shaft II (29) and the rotating shaft I (21), and the bolt sliding hole (31) and the bolt sliding groove (23) are aligned with each other in the width direction. In the process, the contact interface of the precast concrete beam and the precast concrete column is ensured to be tightly attached and aligned, the hole sites of the prestressed rib hole I (2) and the prestressed rib hole II (10) are aligned with each other, then a rotating shaft bolt (35) penetrates through a rotating shaft bolt hole I (24) and a rotating shaft bolt hole II (32), a rotating shaft nut (36) is screwed by a torque wrench, and the pre-tightening force applied by the torque wrench is determined by calculating the bending moment transmitted between precast components;
(4) guiding the unbonded prestressed tendons (43) to penetrate through all the prefabricated components, tensioning the unbonded prestressed tendons (43) on one side of the prefabricated concrete beam, and fixing the unbonded prestressed tendons (43) on one side of the prefabricated concrete column by adopting a prestressed tendon anchorage device (44);
(5) after the unbonded prestressed tendons (43) are tensioned and anchored, respectively placing a rectangular inner friction piece and a rectangular outer friction piece on one side of the bolt sliding groove (23) and one side of the bolt sliding hole (31) to ensure that the outwardly protruding side of the friction gasket I (37) is aligned with the inner side plate wall of the arc friction steel plate I (20) along an arc boundary area; the inward concave side of the friction pad II (39) and the outer side plate wall of the arc-shaped friction steel plate II (28) are aligned with each other along an arc-shaped boundary area; meanwhile, the sliding bolt hole I (38) and the bolt sliding groove (23) are aligned in the width direction, and the sliding bolt hole II (40) and the bolt sliding hole (31) are aligned with each other; then, a slide bolt (41) is passed through the slide bolt hole II (40), the bolt slide hole (31), the bolt slide groove (23) and the slide bolt hole I (38), and a nut (42) is tightened with a torque wrench.
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| CN202111092137.0A CN113863491A (en) | 2021-09-17 | 2021-09-17 | Self-resetting friction node connecting structure and assembling method for beam column of assembled concrete frame |
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| CN114934591A (en) * | 2022-05-26 | 2022-08-23 | 哈尔滨工业大学 | Prefabricated assembly type self-resetting energy-consuming column base node and assembling method |
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