CN210216714U - Beam column node structure and assembly type building - Google Patents

Beam column node structure and assembly type building Download PDF

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Publication number
CN210216714U
CN210216714U CN201920809615.7U CN201920809615U CN210216714U CN 210216714 U CN210216714 U CN 210216714U CN 201920809615 U CN201920809615 U CN 201920809615U CN 210216714 U CN210216714 U CN 210216714U
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China
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column
prefabricated
straight anchor
precast
straight
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CN201920809615.7U
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Qiang Gao
高强
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Guangdong Ruizhu residential technology Co.,Ltd.
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Guangdong Remac Equipment Information Technology Co Ltd
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Abstract

The utility model relates to a beam column node structure and prefabricated building, include: prefabricating a column; the prefabricated column comprises at least two prefabricated beams, at least two prefabricated beams and at least two prefabricated columns, wherein the prefabricated beams are arranged on the periphery of the top surface of the prefabricated column in an enclosing mode at intervals, the top surfaces of all the prefabricated beams and the prefabricated column are enclosed to form a beam column node area, a plurality of straight anchor bars extending into the beam column node area extend out of the end portion of each prefabricated beam respectively, and the straight anchor bars are arranged at intervals; the plate hoop part is embedded on the top surface of the prefabricated column, a plurality of notches are concavely arranged on the top surface of the plate hoop, and the straight anchor bars are correspondingly penetrated and clamped in the notches one by one; and a plurality of end anchors mounted to the straight anchor bars. Straight anchor bars can not appear in the work progress and overlap joint side by side, mutual interference collision between each straight anchor bar to and straight anchor bar biasing scheduling problem, make precast beam and precast column put the operation simply at the reinforcing bar of beam column node area, the joint construction operation degree of difficulty greatly reduced of reinforcing bar, construction speed and efficiency are very promoted.

Description

Beam column node structure and assembly type building
Technical Field
The utility model relates to an assembly type structure construction technical field especially relates to a beam column node structure and assembly type structure.
Background
At present, the construction difficulty of the frame structure of the prefabricated building mainly focuses on the connection structure of the precast beam and the column member in the node area. Traditional construction methods mainly have two kinds, the first kind is that the roof beam end that stretches out is indulged the muscle and is carried out curved anchor in beam column node with the beam bottom, the straight anchor section of the required curved anchor section of beam bottom under solving traditional arrangement of reinforcement structure is longer, the straight anchor muscle in the bottom of two precast beams that cause same direction is in beam column node overlap joint side by side, the problem of dodging about the straight anchor muscle of beam bottom need be considered during the messenger's construction, prevent to collide, cause the construction difficulty, cause the straight anchor muscle offset of beam bottom and cooperation gap undersize simultaneously easily, influence concrete placement and shaping quality. The second type is that two precast beam ends in the same direction only extend out of a horizontal straight anchor section, and the straight anchor section beam ribs on two sides are butted by using grouting sleeves in beam column joints, but the operation mode needs hardening and maintenance, the required construction period is long, the construction progress is influenced, and the construction cost is high. In addition, above-mentioned two kinds of beam column node structures all have higher requirements to prefabricated component's reinforcing bar position, also have more degree of difficulty simultaneously when the construction, in addition, the steel bar structure stability that the reinforcing bar of node formed is also relatively poor.
SUMMERY OF THE UTILITY MODEL
Based on the structure, the beam-column node structure is needed to be provided, the steel bar connection construction difficulty of the prefabricated column and the beam in a node area can be reduced, the construction efficiency is improved, the structural stress performance and the pouring construction quality are ensured, and meanwhile, the construction cost is reduced; in addition, still provide an assembly type structure, through adopting above-mentioned beam column node structure, can make prefabricated post, roof beam simple, swift and high-efficient in the connection construction of node district, the shaping is of high quality, and construction cost is low.
The technical scheme is as follows:
in one aspect, the present application provides a beam column node structure, which includes:
prefabricating a column;
the prefabricated column comprises at least two prefabricated beams, at least two prefabricated beams and at least two prefabricated columns, wherein the prefabricated beams are arranged on the periphery of the top surface of the prefabricated column in an enclosing mode at intervals, the top surfaces of all the prefabricated beams and the prefabricated column are enclosed to form a beam column node area, a plurality of straight anchor bars extending into the beam column node area extend out of the end portion of each prefabricated beam respectively, and the straight anchor bars are arranged at intervals;
the plate hoop part is embedded on the top surface of the prefabricated column, a plurality of notches are concavely arranged on the top surface of the plate hoop, and the straight anchor bars are correspondingly penetrated and clamped in the notches one by one; and
a plurality of end anchors mounted to the straight tendons.
When the beam column node structure is constructed, the prefabricated column can be firstly hoisted to a construction site, and then the construction plate hoops are pre-embedded on the top surface of the prefabricated column (of course, the plate hoops can also be assembled with the prefabricated column in advance in a manufacturer and directly transported and installed on the construction site), so that a plurality of gaps concavely arranged on the top surface of the plate hoops are arranged upwards. And then, respectively installing end anchors on a plurality of straight anchor bars extending out of the end parts of at least two precast beams, then hoisting all the precast beams to the periphery of the top surface of the precast column one by one and enclosing the precast beams into a beam column node area at intervals, so that each straight anchor bar extends into the beam column node area, and simultaneously, the straight anchor bars are correspondingly clamped and embedded from the upper part one by one and transversely penetrate through the openings. Because the end anchor pieces are arranged on the straight anchor bars in the beam column node area, the pulling resistance of the straight anchor bars is effectively enhanced, and the straight anchor bars are penetrated and embedded in the openings, so that the plate hoops can simultaneously enhance the circumferential restraining capability of the straight anchor bars, the strength and the rigidity of the stirrup structure in the beam column node area are greatly improved, the requirement of the structural stress performance is met, on the basis of the optimization of the structural performance, the length of each straight anchor bar can be relatively shorter than that of the prior art, so that the straight anchor bars in the beam column node area can be arranged at intervals, a series of problems of side-by-side lap joint between the straight anchor bars, mutual interference and collision between the straight anchor bars, offset of the straight anchor bars and the like can be avoided in the construction process, the steel bar placing operation of the precast beam and the precast column in the beam column node area is simple, and the steel bar connecting construction difficulty is greatly reduced, the construction speed and efficiency are greatly improved. And all gaps can be poured and filled during pouring construction, and the construction quality of the poured concrete in the beam column joint area is ensured. Compared with the traditional connecting structure adopting the grouting sleeve, the beam column joint structure of the technical scheme does not need to harden and maintain concrete grout, so that the construction cost is lower and the construction period is shorter.
The technical solution of the present application is further described below:
in one embodiment, the end anchor is fixed to the end of the straight tendon; or the end anchor piece is fixedly arranged in the middle of the straight anchor bar and is propped against the inner side wall of the plate hoop.
In one embodiment, a plurality of connecting column ribs arranged at intervals in the circumferential direction extend out of the top surface of the precast column, the number of the straight anchor ribs extending out of the end portion of each precast beam is even, every two straight anchor ribs are grouped, two adjacent groups of the straight anchor ribs are arranged at intervals, and each group of the straight anchor ribs is arranged between two adjacent connecting column ribs.
In one embodiment, the beam-column node structure further comprises a structural rib plate, wherein the structural rib plate is fixedly arranged on the inner wall of the plate hoop and is mutually avoided from the straight anchor bar.
In one embodiment, the plate hoop is circular, and the length of the straight anchor section of the straight anchor rib extending into the plate hoop is less than or equal to the radius of the plate hoop.
In one embodiment, the number of the precast beams is four, two precast beams are arranged at intervals on two opposite sides of the precast column in the first direction, the remaining two precast beams are arranged at intervals on two opposite sides of the precast column in the second direction, and the straight anchor bars of the precast beams in the first direction and the straight anchor bars of the precast beams in the second direction are staggered in the height direction.
In one embodiment, the beam-column joint structure further comprises a plate sleeve, and the plate sleeve is sleeved on the outer side of the plate hoop and buckled above the straight anchor bars.
In one embodiment, the top surface of the plate hoop is provided with a lead-in part.
In one embodiment, the outer side wall of the plate hoop is provided with a limiting bulge; or/and the outer side wall of the plate hoop is provided with a positioning convex edge.
Furthermore, a fabricated building is provided which includes a beam column node structure as described above. By adopting the beam column node structure, the connection construction of the prefabricated column and the beam in the node area is simple, quick and efficient, the forming quality is good, and the construction cost is low.
Drawings
Fig. 1 is a schematic structural view of a precast beam according to an embodiment of the present invention;
fig. 2 is a schematic structural diagram of a prefabricated column (pre-embedded plate hoop) according to an embodiment of the present invention;
fig. 3 is a schematic structural view of a plate hoop according to an embodiment of the present invention;
fig. 4 is a schematic view of an assembly structure of the plate hoop and the plate sleeve according to an embodiment of the present invention;
fig. 5 is a schematic top view of two precast beams hoisted in place according to an embodiment of the present invention;
fig. 6 is a schematic view of a top view structure of four precast beams hoisted in place in an embodiment of the present invention;
FIG. 7 is a schematic view of the structure of FIG. 6 with a plate sleeve installed;
fig. 8 is a schematic three-dimensional structure of the structure shown in fig. 7.
Description of reference numerals:
10. the beam-column joint structure comprises a prefabricated column, 20 parts of prefabricated beams, 21 parts of straight anchor bars, 30 parts of beam-column joint areas, 40 parts of plate hoops, 41 parts of gaps, 50 parts of end anchors, 60 parts of connecting column bars, 70 parts of structural rib plates, 80 parts of plate sleeves.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more clearly understood, the present invention will be further described in detail with reference to the accompanying drawings and the following detailed description. It should be understood that the detailed description and specific examples, while indicating the scope of the invention, are intended for purposes of illustration only and are not intended to limit the scope of the invention.
It will be understood that when an element is referred to as being "secured to," "disposed on" or "disposed on" another element, it can be directly on the other element or intervening elements may also be present. When an element is referred to as being "connected" to another element, it can be directly connected to the other element or intervening elements may also be present; the specific manner of fixedly connecting one element to another element can be implemented by the prior art, and will not be described herein, and preferably, a screw-threaded connection is used.
Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention belongs. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.
In the present invention, the terms "first" and "second" do not denote any particular quantity or order, but are merely used to distinguish names.
The application firstly provides an assembly type building, and its main part load-carrying structure is the assembly type frame body, and this assembly type frame body includes the node of multiple prefabricated component concatenation, wherein includes beam column node structure, and it is spliced at the construction site through the concatenation technology by many precast beams 20 and precast column 10. It can be understood that, after the reinforcing cage structure that the column muscle that the top surface of beam column node structure passed through precast column 10 stretches out and the anchor bar that the tip of many precast beams 20 stretches out formed, the rethread concretes the thick liquid, makes the thick liquid of concrete and column muscle, anchor bar link firmly as an organic whole, accomplishes the construction of beam column node structure from this.
Specifically, in the present solution, as shown in fig. 1 to 3 and fig. 5 to 8, a beam-column node structure shown in an embodiment of the present application includes: prefabricated column 10, at least two prefabricated beams 20, a plate hoop 40 and a plurality of end anchors 50. The precast column 10 is a cubic body, one end of which is buried and fixed at a preset position of a construction site, and can be fixed on a foundation or other precast columns 10, and the other end extends upwards, and is used as a longitudinal bearing member to effectively transfer the weight of a building to the foundation. The precast girders 20 are used to be connected to the precast columns 10, and serve to carry and transmit lateral force to other members of the fabricated building. The plate hoops 40 are pre-embedded on the top surface of the precast column 10 and apply circumferential restraint to the straight anchor bars 21 extending from the end parts of the precast beams 20. And the end anchors 50 are used to reinforce the pullout resistance of the straight tendons 21 after casting.
With reference to fig. 5 to 8, specifically, according to different construction portions of the fabricated framework, such as stairs and floors, after the prefabricated column 10 is installed, at least two prefabricated beams 20 are hoisted and arranged around the periphery of the top surface of the prefabricated column 10 at intervals, at this time, end surfaces of all the prefabricated beams 20 and the top surface of the prefabricated column 10 enclose a beam-column node area 30, and at least an upper end surface of the beam-column node area 30 is open, so that the prefabricated beams 20 can be hoisted in a vertical falling manner, and the installation difficulty is reduced. A plurality of straight anchor bars 21 extending into the beam-column joint area 30 are respectively extended from the end of each precast beam 20, and the straight anchor bars 21 are arranged at intervals. For the convenience of understanding, the minimum unit beam-column joint structure is taken as an example and comprises a precast column 10 and two precast beams 20, wherein the two precast beams 20 are arranged on two opposite sides of the top surface of the precast column 10 in the same direction, and two straight anchor bars 21 of the two precast beams 20 extending into a beam-column joint area 30 are butted with each other with a space therebetween.
Because the plate hoops 40 are partially embedded in the top surfaces of the precast columns 10, and the top surfaces of the plate hoops 40 are concavely provided with a plurality of notches 41, when the precast beams 20 are adjusted downwards from vertical to downward, the straight anchor bars 21 can transversely penetrate through and are clamped in the notches 41 in a one-to-one correspondence manner; the end anchors 50 are correspondingly mounted on the straight anchor bars 21.
In the above beam-column joint structure, the precast column 10 may be first hoisted to a construction site, and then the facility work hoop 40 may be buried in the top surface of the precast column 10 (of course, the slab hoop 40 may be assembled with the precast column 10 in advance at a factory and directly transported and installed to the construction site), and the plurality of notches 41 recessed in the top surface of the slab hoop 40 may be provided to the outside. Then, the end anchors 50 are respectively installed on the straight anchor bars 21 extending from the end portions of at least two precast beams 20, and then all the precast beams 20 can be hoisted to the periphery of the top surface of the precast column 10 one by one and surround the precast column 10 at intervals to form a beam column node area 30, so that each straight anchor bar 21 extends into the beam column node area 30, and simultaneously, the straight anchor bars 21 are correspondingly clamped and embedded from the upper side and clamped into the openings 41 one by one. Because the end anchor 50 is arranged on the straight anchor bars 21 in the beam-column node area 30, the anti-pulling capacity of the straight anchor bars 21 is effectively enhanced, and the straight anchor bars 21 are inserted into the notches 41 in a penetrating and clamping manner, so that the plate hoops 40 can simultaneously enhance the circumferential restraining capacity of the straight anchor bars 21, the strength and the rigidity of the stirrup structure in the beam-column node area 30 are greatly improved, the structural stress performance requirements are met, on the basis of the optimization of the structural performance, because the straight anchor bars 21 are not required to form a connecting section, the length of each straight anchor bar 21 can be relatively shorter than those of the prior art, so that the straight anchor bars 21 in the beam-column node area 30 can be arranged at intervals, therefore, a series of problems of side-by-side lap joint between the straight anchor bars 21, mutual interference collision between the straight anchor bars 21, offset of the straight anchor bars 21 and the like cannot occur in the construction process, and the steel bar arrangement operation of the precast beam 20 and the precast column 10 in the beam-column node area 30 is simple, the connecting structure operation difficulty of the reinforcing steel bars is greatly reduced, and the construction speed and efficiency are greatly improved. And all gaps can be poured and filled during pouring construction, and the construction quality of the beam column node area 30 after concrete pouring is guaranteed. Compared with the traditional connecting structure adopting the grouting sleeve, the beam column joint structure of the technical scheme does not need to harden and maintain concrete grout, so that the construction cost is lower and the construction period is shorter.
In short, after the beam column node structure of this scheme has been adopted, can be when effectively shortening the length of straight dowel bar 21, can need not consider in the construction process of building that straight dowel bar 21 appears the overlap joint side by side and the collision about leading to, the reinforcing bar biasing, the steel bar is arranged too densely scheduling problem, can also pass through the synergism of board hoop 40 and end anchor 50, promote the structural force-carrying capacity and the resistance to plucking ability of straight dowel bar 21 structure in beam column node area 30, reduce the degree of difficulty of precast beam column nodal connection construction, very high efficiency of construction, construction cost is reduced.
With continuing reference to fig. 4, fig. 7 and fig. 8, in addition, in order to further enhance the hoop restraining effect on the straight anchor bars 21 in the beam-column joint area 30, so that the stirrup structure meets the structural stress performance requirement, the beam-column joint structure further includes a plate sleeve 80, and the plate sleeve 80 is sleeved outside the plate hoop 40 and is buckled and pressed above the straight anchor bars 21. At this time, the plate sleeve 80 and the plate hoop 40 are nested inside and outside to form a two-way stirrup structure, so that the circumferential constraint strength of the straight anchor bars 21 is greatly enhanced, and the defect of connection strength loss caused by the shortened length of the straight anchor bars 21 can be effectively overcome.
It should be noted that, in order to ensure that the straight anchor 21 can be smoothly fitted into the notch 41 and prevent the straight anchor 21 from easily coming out of the notch 41, the sizes of the notch 41 and the straight anchor 21 need to be limited. In one embodiment, the width of the notch 41 is 10mm to 20mm larger than the diameter of the straight anchor bar 21, and the depth of the notch 41 is 10mm to 20mm higher than the height of the straight anchor bar 21 after being hoisted in place. Of course, in other embodiments, the dimensional limitations described above may also be other ranges of values.
The structural strength and rigidity of the plate band 40 is important in view of the fact that the ability to provide circumferential restraint to the straight anchor bars 21 is primarily dependent on the plate band 40. In one embodiment of the present disclosure, the depth of the plate hoop 40 embedded in the top surface of the prefabricated column 10 is not less than 150mm to 200mm, so as to ensure that the plate hoop 40 and the prefabricated column 10 have sufficient bonding strength. The top surface of the plate hoop 40 is higher than the straight anchor bars 21 by 150 mm-200 mm, so that enough area can be reserved for the plate hoop 40 to be sleeved with the plate sleeve 80.
It will be appreciated that after the plate cover 80 is fitted over the outer side of the plate band 40, the slit 41 is formed as a closed through hole in which the straight anchor 21 can be restrained, thereby limiting the freedom in the up-down and front-rear directions thereof.
Further, the top surface of the plate hoop 40 is provided with a lead-in portion, so that the plate sleeve 80 is more easily sleeved with the plate hoop 40 under the guiding action of the lead-in portion. Optionally, the lead-in portion is chamfered or radiused. Or/and the outer side wall of the plate hoop 40 is provided with a limiting bulge, and the plate sleeve 80 can be more firmly sleeved on the outer side of the plate hoop 40 by abutting the limiting bulge and the inner wall of the plate sleeve 80. Or/and the outer side wall of the plate hoop 40 is provided with a positioning convex edge, when the plate sleeve 80 is sleeved outside the plate hoop 40, the bottom surface of the plate sleeve 80 is abutted against the positioning convex edge, so that the plate sleeve 80 can be quickly installed and positioned, and the assembly effectiveness of the plate sleeve 80 and the plate hoop 40 is improved.
For some special construction occasions, when the number of the precast girders 20 is large, a higher requirement is put on the capacity of the plate hoops 40 and the precast girders 20. In one embodiment, the slab band 40 is circular, and in this case, a plurality of precast girders 20 can be arranged around the periphery of the slab band 40, but it is required to ensure that the length of the straight anchor segment of the straight anchor bar 21 extending from the end of each precast girder 20 into the slab band 40 is less than or equal to the radius of the slab band 40. So as to prevent collision and interference between the straight anchor bars 21 during construction.
Of course, in other embodiments, the plate band 40 may also be triangular, quadrilateral, hexagonal, etc. For example, in this embodiment, the plate hoop 40 is preferably quadrilateral.
With reference to fig. 3 and fig. 6 to 8, in order to further enhance the structural strength of the plate hoop 40, the deformation resistance is improved. In another embodiment, the beam-column node structure further includes a structural rib 70, and the structural rib 70 is fixedly disposed on the inner wall of the plate hoop 40 and is mutually offset from the straight anchor bar 21. Thus, the structural ribs 70 can support the plate hoop 40 from the inside, thereby improving its structural strength and rigidity. More preferably, when the plate band 40 is a quadrangle, the number of the structural ribs 70 is two, and they are fixed inside the plate band 40 in a cross-shaped arrangement, so that the deformation resistance of the plate band 40 in all directions can be further improved. At this time, the hoop cavity surrounded by the plate hoop 40 is divided into four chambers, which are respectively used for accommodating the straight anchor bars 21 of the precast beams 20 in different directions, so that during the pouring operation, the concrete slurry can be fully contacted and combined with the straight anchor bars 21 and the structural rib plates 70, and the pouring quality is improved.
In one embodiment, the number of the precast beams 20 is four, two precast beams 20 are disposed at intervals on opposite sides of the precast column 10 in the first direction, the remaining two precast beams 20 are disposed at intervals on opposite sides of the precast column 10 in the second direction, and the straight anchor bars 21 of the precast beams 20 located in the first direction and the straight anchor bars 21 of the precast beams 20 located in the second direction are staggered in the height direction. The first direction and the second direction are two directions perpendicular to each other in a horizontal plane, and it can be understood that the first direction is an X-axis direction, and the second direction is a Y-axis direction. The two precast girders 20 positioned in the first direction are arranged perpendicular to and spaced apart by 90 degrees from the two precast girders 20 positioned in the second direction, and the beam-column node structure is suitable for a floor portion in a fabricated frame. Because the length of the straight anchor bars 21 can be made shorter, the straight anchor bars 21 in different directions can be staggered up and down by utilizing the longitudinal space, so that mutual collision can not occur during construction, the bar distribution structure is compact, and the stress performance requirements in different directions can be met.
With continued reference to fig. 2 and fig. 5 to 8, further, a plurality of connecting studs 60 circumferentially spaced apart extend from the top surface of the prefabricated column 10, in an embodiment, the number of the connecting studs 60 is eight, the connecting studs are uniformly spaced apart along the outer edge region of the beam-column node area 30, and the plate hoops 40 and the plate sleeves 80 are disposed around the middle of all the connecting studs 60. The connecting column rib 60 can be used for being connected with the outside and also can be used as a framework, so that the pouring strength is improved, and the pouring quality is guaranteed. Every the quantity of the straight dowel 21 that the tip of precast beam 20 stretches out is the even number root, and every at least two straight dowel 21 is a set of, and adjacent two sets of straight dowel 21 interval sets up, and every group straight dowel 21 runs through the setting between adjacent two the connecting column muscle 60. In this embodiment, four straight anchor bars 21 extend from the end of each precast beam 20, two straight anchor bars 21 form a group, and two groups of straight anchor bars 21 are spaced apart by a large distance. Two groups of straight anchor bars 21 respectively penetrate through two intervals formed by three oppositely arranged connecting column bars 60 and extend into the beam-column joint area 30. Such a structural design not only can enhance the structural strength of the straight anchor bars 21 in the beam-column joint area 30, but also can prevent collision interference because the straight anchor bars 21 extending from the nearest adjacent precast beams 20 in different directions are arranged in a crisscross manner from top to bottom.
On the basis of any of the above embodiments, according to different construction requirements, the end anchor 50 is fixedly arranged at the end of the straight anchor bar 21, specifically, at the end of the short drawing piece 50 away from the precast beam 20; or the end anchor 50 is fixed in the middle of the straight anchor bar 21 and is against the inner side wall of the plate hoop 40. The end anchor 50 can effectively increase the bonding area with the concrete, thereby improving the pullout resistance of the straight anchor bar 21 in the corresponding direction.
It will be appreciated that the end anchors 50 may be integrally formed with the straight tendons 21 or may be removably attached.
It should be noted that, in order to further increase the pullout resistance, the area of the end anchor 50 can be made as large as possible to increase the bonding strength with the concrete, as the space of the beam-column node region 30 allows.
In one embodiment, the plate band 40 and the plate sleeve 80 are made of stainless steel. Of course, in other embodiments, the two can be made of other materials.
The technical features of the embodiments described above may be arbitrarily combined, and for the sake of brevity, all possible combinations of the technical features in the embodiments described above are not described, but should be considered as being within the scope of the present specification as long as there is no contradiction between the combinations of the technical features.
The above-mentioned embodiments only represent some embodiments of the present invention, and the description thereof is specific and detailed, but not to be construed as limiting the scope of the present invention. It should be noted that, for those skilled in the art, without departing from the spirit of the present invention, several variations and modifications can be made, which are within the scope of the present invention. Therefore, the protection scope of the present invention should be subject to the appended claims.

Claims (10)

1. A beam-column node structure, comprising:
prefabricating a column;
the prefabricated column comprises at least two prefabricated beams, at least two prefabricated beams and at least two prefabricated columns, wherein the prefabricated beams are arranged on the periphery of the top surface of the prefabricated column in an enclosing mode at intervals, the top surfaces of all the prefabricated beams and the prefabricated column are enclosed to form a beam column node area, a plurality of straight anchor bars extending into the beam column node area extend out of the end portion of each prefabricated beam respectively, and the straight anchor bars are arranged at intervals;
the plate hoop part is embedded on the top surface of the prefabricated column, a plurality of notches are concavely arranged on the top surface of the plate hoop, and the straight anchor bars are correspondingly penetrated and clamped in the notches one by one; and
a plurality of end anchors mounted to the straight tendons.
2. A beam column node structure according to claim 1, wherein the end anchors are secured to the ends of the straight tendons; or the end anchor piece is fixedly arranged in the middle of the straight anchor bar and is propped against the inner side wall of the plate hoop.
3. The beam-column node structure according to claim 1, wherein a plurality of connecting column ribs are extended from the top surface of the precast column, the number of the straight anchor ribs extended from the end of each precast beam is even, and every two straight anchor ribs are arranged in one group, and two adjacent groups of the straight anchor ribs are arranged in an interval manner, and each group of the straight anchor ribs is arranged between two adjacent connecting column ribs.
4. The beam-column node structure of claim 1, further comprising structural ribs fixedly attached to an inner wall of the plate hoop and offset from the straight anchor bars.
5. The beam column node structure of claim 1, wherein the plate hoops are circular, and the length of the straight anchor segment of the straight anchor bar extending into the plate hoops is less than or equal to the radius of the plate hoops.
6. The beam-column joint structure according to claim 1, wherein the number of the precast beams is four, two of the precast beams are arranged at intervals on opposite sides of a first direction of the precast column, the remaining two precast beams are arranged at intervals on opposite sides of a second direction of the precast column, and a straight anchor bar of the precast beam in the first direction is staggered in a height direction from a straight anchor bar of the precast beam in the second direction.
7. The beam-column node structure according to any one of claims 1 to 6, further comprising a plate sleeve, wherein the plate sleeve is sleeved outside the plate hoop and is buckled above the straight anchor bars.
8. A beam column node structure according to claim 7, wherein the top face of the plate hoop is provided with a lead-in.
9. The beam column node structure of claim 7, wherein the outer side wall of the plate hoop is provided with a limiting protrusion; or/and the outer side wall of the plate hoop is provided with a positioning convex edge.
10. A fabricated building comprising a beam column node structure according to any one of claims 1 to 9.
CN201920809615.7U 2019-05-30 2019-05-30 Beam column node structure and assembly type building Active CN210216714U (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114075878A (en) * 2021-11-16 2022-02-22 中交一公局集团有限公司 Assembled superimposed sheet installation device

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114075878A (en) * 2021-11-16 2022-02-22 中交一公局集团有限公司 Assembled superimposed sheet installation device
CN114075878B (en) * 2021-11-16 2022-07-22 中交一公局集团有限公司 Assembled superimposed sheet installation device

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