Reinforced concrete frame structure beam column joint
By using cylindrical steel sleeves to replace column stirrups in the beam and column nodes of reinforced concrete frame structures, the construction difficulty and concrete quality problems caused by dense steel bars are solved, and the seismic performance of the nodes is improved.
Patent Information
- Application Number
- CN202510290659.3
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-03-12
- Publication Date
- 2025-04-25
AI Technical Summary
During the construction process, the beam and column nodes of existing reinforced concrete frame structures have dense steel bars, which lead to high construction difficulty, poor concrete pouring quality, and insufficient seismic performance of the nodes.
The cylindrical steel sleeve is used to replace all column stirrups in the node core area and serve as concrete pouring formwork during the construction process to reduce the complexity of steel bar positioning and binding and improve the quality of concrete pouring.
The reinforcement density in the core area of the node is reduced, the construction process is simplified, and the concrete pouring quality and seismic resistance of the node are improved.
Smart Images
Figure CN119877700A_ABST
Abstract
Description
Technical Field
[0001] The invention belongs to the field of cast-in-place reinforced concrete frame structures, and more specifically to a beam-column node of a reinforced concrete frame structure. Background Art
[0002] In the design of building structures, the core area of the beam-column joint is a key part of the reinforced concrete frame structure and is also a key part of the design and construction. The forces in the core area of the beam-column joint are complex. In order to improve the deformation coordination ability of the structure and prevent the structure from collapsing under strong earthquakes, it is often required to design according to the concept of "strong node and weak component", that is, the bearing capacity of the node is higher than that of the frame column, frame beam and other components connected to it. Therefore, both the force calculation requirements and the structural requirements make the steel bars in the core area of the node too dense, resulting in great construction difficulty in this area and frequent problems in the quality of concrete pouring. With the increase of earthquake fortification intensity or the increase of complexity of the structural system, the steel bars in the core area of the node will be denser, the construction difficulty will increase accordingly, and the quality of concrete pouring cannot be guaranteed. Such problems directly affect the construction quality of the node, the progress and period of the main structure, and the acceptance rate, and are more related to the stability and bearing capacity of the entire structure. Therefore, it is necessary to maintain the necessary strength, stiffness and ductility of the beam-column joint in terms of design and construction so that it can work as expected in the structural design without being damaged prematurely. It is also necessary to reduce the internal reinforcement in the core area of the node as much as possible to ensure construction quality and convenience.
[0003] The current conventional reinforced concrete frame structure can be found in Figure 1 and Figure 2 In the same horizontal plane at the top or bottom of the node core area, the horizontal (X direction) and vertical (Y direction) single-layer / multi-layer longitudinal steel bars of the frame beam will pass through the node core area, or all / part of the longitudinal steel bars of the frame beam will be anchored in the node core area; in the vertical direction (Z direction) around the inner side of the edge of the node core area, the single-layer / multi-layer longitudinal steel bars of the frame column will pass through the node core area, or all / part of the longitudinal steel bars of the frame column will be anchored in the node core area; within the height range of the node core area, column stirrups with small interlayer spacing are densely distributed along the vertical direction (Z direction). The column stirrups have a large diameter and a large number of stirrup limbs. The outer stirrups are arranged in three bidirectional staggered rows with the inner stirrup limbs in the horizontal direction (X direction) and the inner stirrup limbs in the vertical direction (Y direction). The main disadvantages are as follows:
[0004] 1) In the existing design method, there are many steel bars in the core area of the beam-column node, and the steel bars in all directions are crossed and stacked, which makes it difficult to position and tie the steel bars. Position deviation is easy to occur during installation, affecting the bearing capacity of the core area of the node.
[0005] 2) Due to the dense reinforcement in the horizontal (X), vertical (Y) and vertical (Z) directions of the beam-column joints, the theoretical net spacing of the reinforcement is often less than 100mm. In actual construction, it is also affected by the space occupied by hooks, binding wire joints, and positioning pads and gaskets of each layer of reinforcement. Therefore, the net size of the gap in the core area of the node that can really allow concrete to pass smoothly is much smaller than 100mm, and sometimes it cannot even meet the minimum net spacing requirement of 50mm for concrete pouring. Concrete in the core area of the concrete frame node is difficult to pour and vibrate, which may cause quality problems such as concrete voids and honeycombs, further weakening the strength of the node and affecting the construction progress.
[0006] 3) Due to the large number of intersections of concrete components at the nodes, many special-shaped wooden formworks are required, the formwork construction efficiency is low, the cutting of special-shaped formworks is wasteful and cannot be reused, and there are many joints of special-shaped formworks, resulting in poor appearance of concrete molding.
[0007] 4) The construction joints of the conventional upper and lower floors are left on the concrete slab surface, that is, there will be construction joints at the base of the columns. For high-intensity areas or high-seismic grade frame structures, additional vertical reinforcement is required at the construction joints to resist horizontal shear forces and improve the seismic resistance of the construction joints. Summary of the invention
[0008] The technical problem to be solved by the present invention is to provide a reinforced concrete frame structure beam-column node, which can make the construction easier and at the same time more effectively ensure the bearing capacity of the node core area.
[0009] In order to solve the above technical problems, the present invention adopts the following technical scheme: a reinforced concrete frame structure beam-column node, including a reinforced concrete beam and a reinforced concrete column of a cast-in-place concrete structure, the reinforced concrete column is arranged vertically, the reinforced concrete beam is arranged horizontally, the reinforced concrete beam and the reinforced concrete column are vertically intersected to form a beam-column node, the radial cross-section of the reinforced concrete beam and the radial cross-section of the reinforced concrete column are both rectangular, the reinforced concrete beam includes a beam longitudinal steel bar and a beam stirrup fixedly connected together, the reinforced concrete column includes a column longitudinal steel bar and a column stirrup fixedly connected together, the beam longitudinal steel bar and the column longitudinal steel bar both pass through the area where the beam-column node is located, and a column steel sleeve is also provided at the beam-column node, the column steel sleeve is coaxially arranged with the reinforced concrete column, and the cross-sectional size of the inner cavity of the column steel sleeve is consistent with the radial cross-sectional size of the reinforced concrete column, The upper end surface of the columnar steel sleeve is not lower than the upper surface of the reinforced concrete beam. The upper end surface of the columnar steel sleeve is used to connect the casting formwork of the reinforced concrete column above the beam-column node or is set as a closed structure. The lower end surface of the columnar steel sleeve is not higher than the lower surface of the reinforced concrete beam. The lower end surface of the columnar steel sleeve is used to connect the casting formwork of the reinforced concrete column below the beam-column node. The side wall of the columnar steel sleeve is provided with a reserved opening for the reinforced concrete beam to pass through. The inner cavity cross-sectional size of the reserved opening is consistent with the radial cross-sectional size of the reinforced concrete beam. The outer end surface of the reserved opening is used to connect the casting formwork of the reinforced concrete beam. No beam stirrups and column stirrups are set in the inner cavity area of the columnar steel sleeve. The columnar steel sleeve, reinforced concrete beam and reinforced concrete column are fixedly connected into a whole through the cast-in-place concrete structure corresponding to the reinforced concrete beam and the reinforced concrete column.
[0010] Through the above technical scheme, it can be known that compared with the prior art, the present invention adds a columnar steel sleeve to replace all the column stirrups within the core area of the beam-column node, that is, it eliminates all the steel bars in the traditional reinforced concrete beam-column node described in "within the height range of the node core area, column stirrups with small layer spacing are densely distributed along the vertical direction (Z direction), the column stirrups have a large diameter, a large number of stirrup limbs, and the outer stirrups are arranged in three bidirectional staggered rows with the inner stirrup limbs in the horizontal direction (X direction) and the inner stirrup limbs in the vertical direction (Y direction). "; At the same time, it also avoids the influence of the space occupation of the hooks, binding wire joints, each layer of steel bar positioning pads, gaskets, etc. generated in the actual construction, solves the problem of steel bar congestion in the core area of the beam-column node; greatly reduces the on-site in-situ operation procedures such as steel bar positioning, binding, bending, etc. in the core area of the node, reduces the construction difficulty, and saves the construction period.
[0011] In addition, during the concrete casting process, the columnar steel sleeve in the present invention is also used as a component of the concrete casting template (the lower end surface of the columnar steel sleeve is directly used for the casting template of the reinforced concrete column below the beam-column node, and the outer end surface with a reserved opening is directly used for the casting template of the reinforced concrete beam), replacing the special-shaped and difficult-to-support wooden templates at the traditional reinforced concrete nodes, which not only avoids the waste of materials caused by the cutting of special-shaped wooden templates, but also greatly improves the construction efficiency of template support. At the same time, the steel sleeve can more effectively prevent the bulging and expansion of the mold during the concrete casting process than the traditional wooden template, and the concrete has better sensory quality; it solves the problems of the difficulty of pouring and vibrating the concrete in the core area of the existing beam-column node, and improves the quality of concrete casting.
[0012] The cylindrical steel sleeve in the present invention is an integral steel structure. After the concrete pouring construction is completed, the cylindrical steel sleeve can constrain the concrete at the outer edge of the node core area, which is stronger than the traditional stirrup constraint (in the preferred scheme below, the integrity is better under the joint action of the bolts). The seismic bearing capacity of the node is also better than the traditional node strength, stiffness and ductility. It can also make the node work as expected in the structural design without premature damage, truly realizing the structural design concept of "strong node and weak component".
[0013] The preferred solution is that a plurality of studs are pre-fixed on the inner walls of the four sides of the cylindrical steel sleeve, and the studs include stud columns and stud caps fixed together, the stud caps are located at the ends of the stud columns, and the end of the stud columns not provided with stud caps is vertically fixedly connected to the side walls of the cylindrical steel sleeve. The studs can increase the bonding force between the cylindrical steel sleeve as a whole and the cast-in-place concrete, so that they can be better combined and work together, ensuring that the load on the beam-column joint is reasonably distributed.
[0014] The preferred solution is that a horizontal reserved connection plate is provided between two side walls of the reserved opening that are arranged opposite to each other, so that the reserved opening forms a plurality of small openings spaced apart vertically, the horizontal reserved connection plate and the columnar steel sleeve are an integral structure, and a plurality of bolts are pre-fixed on the outer surface of the horizontal reserved connection plate. A horizontal reserved connection plate of a certain width is retained at the opening of the reserved opening, so as to more effectively ensure the structural strength of the columnar steel sleeve after the beam hole (i.e., the above-mentioned reserved opening) is opened. Similar to the bolts provided on the inner wall of the columnar steel sleeve, the bolts provided on the outer surface of the horizontal reserved connection plate can also increase the bonding force between the columnar steel sleeve as a whole and the cast-in-place concrete, so that they can be better combined and work together to ensure a reasonable distribution of the load on the beam-column node.
[0015] The scheme of the present invention is applicable to both the beam-column nodes of the middle floors and the beam-column nodes of the top floors. For the beam-column nodes of the middle floors, a preferred scheme is that the upper end surface of the columnar steel sleeve is used to connect the casting formwork of the reinforced concrete column above the beam-column node, and the vertical spacing value between the upper end surface of the columnar steel sleeve and the upper surface of the reinforced concrete beam in the vertical direction is set to b, b≥the beam width of the reinforced concrete beam, and at the same time b≥300mm; there is a column construction joint between the concrete of the core area of the beam-column node corresponding to the inner cavity of the columnar steel sleeve and the reinforced concrete column above the beam-column node, the height position of the column construction joint is not lower than the upper surface of the reinforced concrete beam, and the difference between the elevation value of the column construction joint and the elevation value of the upper surface of the reinforced concrete beam is 0 to 50mm.
[0016] After adopting the above scheme, the columnar steel sleeve extends a certain distance upward relative to the top surface of the reinforced concrete beam, which can effectively solve the problem of insufficient shear resistance of the construction joints caused by the segmented casting construction of the upper and lower reinforced concrete frame columns at the elevation of the floor beams and slab top surfaces in the traditional practice. Compared with the traditional practice of setting a certain length of vertical shear steel bars at the segmented casting interface of the upper column bottom to resist shear damage at the interface, the columnar steel sleeve of the present invention is higher than the segmented casting surface by a certain distance, which not only reduces the additional vertical shear steel bars at the construction joints, but also serves as a template to ensure the casting quality of the column base. It has multiple effects, effectively improves the shear resistance of the node construction joints, and further comprehensively improves the seismic performance of the nodes.
[0017] For the top-level beam-column joint, the preferred solution is that the upper end surface of the columnar steel sleeve forms a closed structure through the steel sleeve top plate, and the upper end surface of the columnar steel sleeve is flush with the upper surface of the reinforced concrete beam. The closed structure formed by the steel sleeve top plate can better constrain the concrete in the core area of the node and improve the bearing capacity of the core area of the node.
[0018] In a further preferred embodiment, the lower surface of the steel sleeve top plate can also be pre-fixed with a plurality of studs, the studs include a stud column and a stud cap fixed together, the stud cap is located at the end of the stud column, and the end of the stud column without the stud cap is vertically fixedly connected to the lower surface of the steel sleeve top plate. The steel sleeve top plate, combined with its own studs, can effectively increase the bonding force between the cylindrical steel sleeve as a whole and the cast-in-place concrete, so that they can be better combined and work together to ensure that the load on the beam-column node is reasonably distributed.
[0019] The preferred solution is that the vertical spacing value between the lower end surface of the columnar steel sleeve and the lower surface of the reinforced concrete beam in the vertical direction is set to e, e ≥ the beam width of the reinforced concrete beam, and at the same time e ≥ 300mm. After adopting the above solution, the lower end structure of the columnar steel sleeve has a longer connection length in the vertical direction relative to the reinforced concrete column below the beam-column node, which can more effectively ensure the bearing capacity of the node core area.
[0020] The preferred solution is that the reserved opening is centered in the horizontal direction relative to the side wall of the cylindrical steel sleeve on the same side, and the vertical spacing value between the side surface of the reinforced concrete beam and the side end surface of the cylindrical steel sleeve on the same side in the horizontal direction is ≥50mm, which can more effectively ensure the structural strength of the cylindrical steel sleeve after the beam hole (i.e. the above-mentioned reserved opening) is opened.
[0021] The preferred solution is that the cylindrical steel sleeve is composed of four steel sleeve side wall panels, and two adjacent steel sleeve side wall panels are respectively set as the first side wall panel and the second side wall panel. The first side wall panel and the second side wall panel are positioned and assembled by a latch connection structure arranged in the cylindrical steel sleeve. The latch connection structure includes a coaxially arranged first connecting pipe, a second connecting pipe and a latch. The first connecting pipe is fixedly arranged on the inner wall of the first side wall panel, and the second connecting pipe is fixedly connected to the inner wall of the second side wall panel. The first connecting pipe and the second connecting pipe are arranged in a staggered manner in the vertical direction, and the latch is plugged into the first connecting pipe and the second connecting pipe. After adopting the above solution, the cylindrical steel sleeve can be made into four steel sleeve side wall panels in the factory (each steel sleeve side wall panel comes with the corresponding first connecting pipe and second connecting pipe), and then assembled on site, which is convenient for transportation and hoisting. Since the latch connection structure is located in the inner cavity of the cylindrical steel sleeve, after the cast-in-place concrete construction is completed, the location of the latch connection structure can also play the role of strengthening the connector and strengthening the bonding force between the cylindrical steel sleeve and the concrete.
[0022] The preferred solution is that the present invention also includes a reinforced concrete floor slab connected to the reinforced concrete beam and the columnar steel sleeve as a whole, the top surface of the reinforced concrete floor slab is flush with the top surface of the reinforced concrete beam, the bottom surface of the reinforced concrete floor slab is higher than the bottom surface of the reinforced concrete beam, the reinforced concrete floor slab includes plate steel bars, the plate steel bars, the beam longitudinal steel bars and the beam stirrups are fixedly connected as a whole, and the plate steel bars at the intersection of the reinforced concrete floor slab and the columnar steel sleeve extend to the outer edge of the columnar steel sleeve for bending. After adopting the above solution, the bonding performance of the reinforced concrete floor slab can be effectively guaranteed. BRIEF DESCRIPTION OF THE DRAWINGS
[0023] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments or the description of the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the provided drawings without paying creative work.
[0024] Figure 1 It is a top view of a beam-column node of a reinforced concrete frame structure provided by the prior art;
[0025] Figure 2 It is a side view of a beam-column node of a reinforced concrete frame structure provided by the prior art;
[0026] Figure 3 It is a top view of a beam-column node of a reinforced concrete frame structure provided by the present invention;
[0027] Figure 4 It is a side view of a beam-column node of a reinforced concrete frame structure provided by the present invention;
[0028] Figure 5 It is an axonometric view of a beam-column node of a reinforced concrete frame structure provided by the present invention;
[0029] Figure 6 yes Figures 3 to 5 An isometric view of a cylindrical steel sleeve in the illustrated embodiment;
[0030] Figure 7 yes Figure 6 A vertical cross-sectional view of a cylindrical steel sleeve in the illustrated embodiment;
[0031] Figure 8 yes Figure 6 A top view of a cylindrical steel sleeve in the illustrated embodiment;
[0032] Fig. 9 yes Figure 6 A schematic diagram of the positioning dimensions of a cylindrical steel sleeve in the illustrated embodiment during implementation;
[0033] Fig.10 It is a top view of another beam-column node of a reinforced concrete frame structure provided by the present invention;
[0034] Fig.11 It is a side view of another reinforced concrete frame structure beam-column node provided by the present invention;
[0035] Fig.12 It is an axonometric view of another beam-column node of a reinforced concrete frame structure provided by the present invention;
[0036] Fig.13 yes Figures 10 to 12 An isometric view of a cylindrical steel sleeve in the illustrated embodiment;
[0037] Fig.14 yes Fig.13 A vertical cross-sectional view of a cylindrical steel sleeve in the illustrated embodiment;
[0038] Fig.15 yes Fig.13 A bottom view of a cylindrical steel sleeve in the illustrated embodiment;
[0039] Fig.16 yes Fig.13 A schematic diagram of the positioning dimensions of a cylindrical steel sleeve in the illustrated embodiment during implementation;
[0040] Fig.17 It is an isometric view of another cylindrical steel sleeve provided by the present invention;
[0041] Fig.18 yes Fig.17 A schematic plan view of a cylindrical steel sleeve in the illustrated embodiment;
[0042] Fig.19 yes Fig.17 A vertical cross-sectional view of a cylindrical steel sleeve in the illustrated embodiment;
[0043] Fig. 20 yes Fig.17 A top view of a cylindrical steel sleeve in the illustrated embodiment.
[0044] The parts in the figure are marked as follows: 1- cylindrical steel sleeve; 101- steel sleeve side wall plate; 102- bolt; 103- reserved opening; 104- steel sleeve top plate; 105- first connecting pipe; 106- second connecting pipe; 107- latch; 108- horizontal reserved connecting plate; 2- reinforced concrete beam; 201- beam longitudinal reinforcement; 202- beam stirrups; 3- reinforced concrete column; 301- column longitudinal reinforcement; 302- column stirrups; 4- reinforced concrete floor slab. DETAILED DESCRIPTION
[0045] The technical solutions in the embodiments of the present invention are described clearly and completely below. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of them. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.
[0046] See also Figures 3 to 16The present invention discloses a beam-column node of a reinforced concrete frame structure, comprising a reinforced concrete beam 2 and a reinforced concrete column 3 of a cast-in-place concrete structure, wherein the reinforced concrete column 3 is arranged vertically, and the reinforced concrete beam 2 is arranged horizontally, and the reinforced concrete beam 2 and the reinforced concrete column 3 are vertically intersected to form a beam-column node, and "vertical intersection" means that the axial direction of the reinforced concrete beam 2 is perpendicular to the side of the reinforced concrete column 3, and the radial cross-sections of the reinforced concrete beam 2 and the radial cross-sections of the reinforced concrete column 3 are both rectangular, the reinforced concrete beam 2 comprises a beam longitudinal steel bar 201 and a beam stirrup 202 fixedly connected together, and the reinforced concrete column 3 comprises a column longitudinal steel bar 301 and a column stirrup 302 fixedly connected together, and the beam longitudinal steel bar 201 and the column longitudinal steel bar 301 both pass through the corresponding area where the beam-column node is located. The present invention also includes a cylindrical steel sleeve 1 arranged at the beam-column node, the cylindrical steel sleeve 1 is coaxially arranged with the reinforced concrete column 3, and the cross-sectional size of the inner cavity of the cylindrical steel sleeve 1 is consistent with the radial cross-sectional size of the reinforced concrete column 3 (that is, the inner cavity cross-section of the cylindrical steel sleeve 1 is also rectangular, and the outer dimensions of the cross-section are consistent with the radial cross-sectional size of the reinforced concrete column 3), the upper end surface of the cylindrical steel sleeve 1 is not lower than the upper surface of the reinforced concrete beam 2, the upper end surface of the cylindrical steel sleeve 1 is used to connect the casting template of the reinforced concrete column 3 above the beam-column node or is set as a closed structure, and the lower end surface of the cylindrical steel sleeve 1 is not higher than the upper surface of the reinforced concrete beam 2, the lower end face of the cylindrical steel sleeve 1 is used to connect the casting template of the reinforced concrete column 3 at the position below the beam-column node, the side wall of the cylindrical steel sleeve 1 is provided with a reserved opening 103 for the reinforced concrete beam 2 to pass through, the inner cavity section size of the reserved opening 103 is consistent with the radial section size of the reinforced concrete beam 2, the outer end face of the reserved opening 103 is used to connect the casting template of the reinforced concrete beam 2, the inner cavity area of the cylindrical steel sleeve 1 is not provided with beam stirrups 202 and column stirrups 302, the cylindrical steel sleeve 1, the reinforced concrete beam 2 and the reinforced concrete column 3 are fixedly connected into a whole through the cast-in-place concrete structure corresponding to the reinforced concrete beam 2 and the reinforced concrete column 3. The "radial section" described in the present invention refers to the section perpendicular to the axial direction.
[0047] When the present invention is implemented specifically, it usually also includes a reinforced concrete floor slab 4 connected to the reinforced concrete beam 2 and the columnar steel sleeve 1 as a whole. In order to effectively ensure the reliability of the overall structure, the reinforced concrete floor slab 4 is preferably arranged in such a way that the top surface of the reinforced concrete floor slab 4 is flush with the top surface of the reinforced concrete beam 2, and the bottom surface of the reinforced concrete floor slab 4 is higher than the bottom surface of the reinforced concrete beam 2. The reinforced concrete floor slab 4 includes plate steel bars, and the plate steel bars, beam longitudinal steel bars 201 and beam stirrups 202 are fixedly connected as a whole. The plate steel bars at the junction of the reinforced concrete floor slab 4 and the columnar steel sleeve 1 extend to the outer edge of the columnar steel sleeve 1 and are bent.
[0048] The overall construction sequence during the specific implementation of the present invention is as follows:
[0049] Step A, tying and installing the column longitudinal reinforcement 301 and the column stirrups 302 outside the column steel sleeve 1; no column stirrups 302 are arranged within the inner cavity of the column steel sleeve 1, and the force performance of the column stirrups 302 is replaced by the column steel sleeve 1; the wall thickness parameter of the column steel sleeve 1 can be equivalently converted according to the column stirrups 302 in the traditional solution, as long as it is ensured to be not less than the area of the column stirrups 302 equivalently converted according to the steel strength, so as to ensure that the column steel sleeve 1 has sufficient structural strength, and the wall thickness parameter of the column steel sleeve 1 can usually be reasonably taken in the range of ≥6mm;
[0050] Step B, installation of column formwork below the node core area;
[0051] Step C, installing the cylindrical steel sleeve 1 (directly placed on the top of the column template below the node core area);
[0052] Step D, installation of beam slab bottom formwork and beam side formwork (the template closing surface is the outer surface of the cylindrical steel sleeve 1, which reduces the installation of special-shaped wooden formwork in the traditional node core area);
[0053] Step E, tying and installing the longitudinal beam reinforcement 201 and the beam stirrups 202; tying the plate reinforcement (the plate reinforcement at the junction of the reinforced concrete floor slab 4 and the columnar steel sleeve 1 is extended to the outer edge of the columnar steel sleeve 1 and bent, and the bending length must meet the requirements of the concrete protective layer thickness);
[0054] Step F, concrete pouring.
[0055] It can be seen from the above specific implementation that the present invention installs a columnar steel sleeve 1 at the beam-column node, and uses the columnar steel sleeve 1 to replace all the column stirrups 302 within the original node core area, so as to solve the problems of a large number of steel bars in the node core area, the crossing of steel bars in all directions, the space occupied by steel bar hooks, positioning pads, steel bar joints, etc., reduce the construction processes such as stirrup binding and bending, and improve the construction efficiency. Since the problem of excessive steel bar space occupied in the core area of the beam-column node is solved, the difficulty of concrete pouring can be reduced and the quality of concrete pouring can be improved. In addition, during the construction process, the columnar steel sleeve 1 can replace the complex and difficult-to-support special-shaped wooden formwork in the traditional reinforced concrete structure. This replacement not only reduces the material loss caused by cutting the special-shaped wooden formwork, but also significantly improves the work efficiency of the formwork installation. Compared with the traditional wooden formwork, the steel sleeve is more solid and can more effectively prevent the problems of mold expansion and deformation during the concrete pouring process, thereby ensuring the pouring quality of the concrete. The cylindrical steel sleeve 1 in the present invention is an integral steel structure. After the concrete pouring construction is completed, the cylindrical steel sleeve 1 can constrain the concrete at the outer edge of the node core area, which is stronger than the traditional stirrup constraint (in the preferred embodiment below, the integrity is better under the joint action of the bolts 102). The seismic bearing capacity of the node is also better than the traditional node strength, stiffness and ductility. It can also make the node work as expected in the structural design without premature damage, truly realizing the structural design concept of "strong node and weak component".
[0056] In certain preferred embodiments, a plurality of studs 102 are pre-fixed on the inner walls of the four sides of the cylindrical steel sleeve 1. The studs 102 include a stud column and a stud cap fixed together. The stud cap is located at the end of the stud column. The end of the stud column without the stud cap is vertically fixedly connected to the side wall of the cylindrical steel sleeve 1. More specifically, the studs 102 can generally be fixed by welding and distributed as evenly as possible. The studs 102 are usually made of the same material as the cylindrical steel sleeve 1. The specific parameters of the studs 102 can be calculated according to the actual working conditions. In a specific embodiment of the present invention, the stud column portion of the studs 102 has a diameter of 16 mm, an overall axial length of 80 mm, and is evenly arranged on the inner wall of the cylindrical steel sleeve 1 at a spacing of 200 mm.
[0057] In some other preferred embodiments, a horizontal reserved connecting plate 108 is provided between two side walls of the reserved opening 103 which are arranged opposite to each other, so that the reserved opening 103 forms a plurality of small openings spaced apart vertically, and the horizontal reserved connecting plate 108 is an integral structure with the cylindrical steel sleeve 1, and a plurality of bolts 102 are pre-fixed on the outer surface of the horizontal reserved connecting plate 108. It can be understood that the arrangement of the horizontal reserved connecting plate 108 should meet the structural requirements of the spacing between the beam waist reinforcements. "Horizontal reserved connecting plate 108" means that its length direction is horizontal, and its body is a component of the side wall plate of the cylindrical steel sleeve 1. The width value of the horizontal reserved connecting plate 108 in the vertical direction is set to c, and the specific value of c can be calculated according to the actual working conditions. In a specific embodiment of the present invention, the value of c is 180 mm. Generally, only one horizontal reserved connecting plate 108 is provided, and it is arranged in the center in the vertical direction of the reserved opening 103. The corresponding reserved opening 103 is divided into two small openings, and the clearance height dimension of each small opening in the vertical direction is d=(beam height-c) / 2.
[0058] The scheme of the present invention is applicable to both the beam-column nodes of the middle floors and the beam-column nodes of the top floors. For the beam-column nodes of the middle floors, the preferred scheme is that the upper end surface of the columnar steel sleeve 1 is used to connect the casting formwork of the reinforced concrete column 3 above the beam-column node, and the vertical spacing value between the upper end surface of the columnar steel sleeve 1 and the upper surface of the reinforced concrete beam 2 in the vertical direction is set to b, b≥the beam width of the reinforced concrete beam 2, and at the same time b≥300mm; there is a column construction joint between the concrete of the core area of the beam-column node corresponding to the inner cavity of the columnar steel sleeve 1 and the reinforced concrete column 3 above the beam-column node, the height position of the column construction joint is not lower than the upper surface of the reinforced concrete beam 2, and the difference between the elevation value of the column construction joint and the elevation value of the upper surface of the reinforced concrete beam 2 is 0 to 50mm. That is, it is equivalent to step F of the above construction process. When the concrete is poured at the end, the elevation of the finished surface of the concrete pouring in the node core area is at the elevation of the top surface of the floor beams and slabs. The allowable deviation is an increase of 0 to 50 mm in elevation, that is, it must be at least 250 mm lower than the top elevation of the column steel sleeve 1. The purpose is to keep the construction joint of the column bottom concrete pouring within the inner cavity of the column steel sleeve 1 to improve the shear resistance of the construction joint.
[0059] For the beam-column joint of the top floor, the preferred solution is that the upper end surface of the cylindrical steel sleeve 1 forms a closed structure through the steel sleeve top plate 104, and the upper end surface of the cylindrical steel sleeve 1 is flush with the upper surface of the reinforced concrete beam 2. The steel sleeve top plate 104 and the side wall of the cylindrical steel sleeve 1 can be an integrated structure, or they can be fixed into a whole by welding. The steel sleeve top plate 104 can be fixed to the upper end surface of the cylindrical steel sleeve 1 through its lower surface, and can also be fixed to the top of the inner cavity of the cylindrical steel sleeve 1 through its outer peripheral surface.
[0060] In some other preferred embodiments, the vertical spacing value between the lower end surface of the cylindrical steel sleeve 1 and the lower surface of the reinforced concrete beam 2 in the vertical direction is set to e, e≥the beam width of the reinforced concrete beam 2, and at the same time e≥300mm.
[0061] In some other preferred embodiments, the reserved opening 103 is centered in the horizontal direction relative to the side wall of the cylindrical steel sleeve 1 on the same side, and the vertical spacing value between the side surface of the reinforced concrete beam 2 and the side end surface of the cylindrical steel sleeve 1 on the same side in the horizontal direction is ≥50mm, and the vertical spacing value is marked as a in the accompanying drawings. Usually, a reserved opening 103 is provided corresponding to each side wall of the cylindrical steel sleeve 1. Taking the reinforced concrete beam 2 corresponding to a reserved opening 103 located on the front as an example, "the vertical spacing value between the side surface of the reinforced concrete beam 2 and the side end surface of the cylindrical steel sleeve 1 on the same side in the horizontal direction is ≥50mm" means that the vertical spacing value between the left side surface of the reinforced concrete beam 2 and the left end surface of the cylindrical steel sleeve 1 in the left-right direction is ≥50mm, and the vertical spacing value between the right side surface of the reinforced concrete beam 2 and the right end surface of the cylindrical steel sleeve 1 in the left-right direction is ≥50mm.
[0062] Please read further Figures 17 to 20 In some other preferred embodiments, the cylindrical steel sleeve 1 is composed of four steel sleeve side wall plates 101, and two adjacent steel sleeve side wall plates 101 are respectively set as the first side wall plate and the second side wall plate. The first side wall plate and the second side wall plate are positioned and assembled by a latch connection structure provided in the cylindrical steel sleeve 1. The latch connection structure includes a coaxially arranged first connecting pipe 105, a second connecting pipe 106 and a latch 107. The first connecting pipe 105 is fixedly provided on the inner wall of the first side wall plate, and the second connecting pipe 106 is fixedly connected to the inner wall of the second side wall plate. The first connecting pipe 105 and the second connecting pipe 106 are arranged in a staggered manner in the vertical direction, and the latch 107 is plugged into the first connecting pipe 105 and the second connecting pipe 106. The first connecting pipe 105 and the second connecting pipe 106 can generally be fixed to the corresponding position of the inner cavity of the cylindrical steel sleeve 1 by welding of the connecting plate. The number of the first connecting pipe 105 and the second connecting pipe 106 can be reasonably set according to actual conditions. In a specific embodiment of the present invention, a group of latch connection structures located at the same corner position of the cylindrical steel sleeve 1 includes four first connecting tubes 105 and four second connecting tubes 106, and the axial length of the first connecting tube 105 and the axial length of the second connecting tube 106 are both 1 / 8 of the axial length of the cylindrical steel sleeve 1; the wall thickness of the first connecting tube 105 and the wall thickness of the second connecting tube 106 are both 1 / 2 of the thickness of the steel sleeve side wall plate 101; the inner diameter value of the first connecting tube 105 and the inner diameter value of the second connecting tube 106 are both equal to the thickness of the steel sleeve side wall plate 101.
[0063] The various embodiments in this specification are described in a progressive manner, and each embodiment focuses on the differences from other embodiments. The same or similar parts between the various embodiments can be referenced to each other.
[0064] The above description of the disclosed embodiments enables one skilled in the art to implement or use the present invention. Various modifications to these embodiments will be apparent to one skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the present invention. Therefore, the present invention will not be limited to the embodiments shown herein, but rather to the widest scope consistent with the principles and novel features disclosed herein.
Claims
1. A reinforced concrete frame structure beam-column node, comprising a reinforced concrete beam (2) and a reinforced concrete column (3) of a cast-in-place concrete structure, wherein the reinforced concrete column (3) is arranged in the vertical direction, and the reinforced concrete beam (2) is arranged in the horizontal direction, and the reinforced concrete beam (2) and the reinforced concrete column (3) intersect vertically to form a beam-column node, wherein the radial cross-section of the reinforced concrete beam (2) and the radial cross-section of the reinforced concrete column (3) are both rectangular, the reinforced concrete beam (2) comprises a beam longitudinal steel bar (201) and a beam stirrup (202) fixedly connected together, and the reinforced concrete column (3) comprises a column longitudinal steel bar (301) and a column stirrup (302) fixedly connected together, and the beam longitudinal steel bar (201) and the column longitudinal steel bar (301) both pass through the area where the beam-column node is located, characterized in that: The invention comprises a columnar steel sleeve (1) arranged at a beam-column node, the columnar steel sleeve (1) and the reinforced concrete column (3) are arranged coaxially, and the cross-sectional dimensions of the inner cavity of the columnar steel sleeve (1) are consistent with the radial cross-sectional dimensions of the reinforced concrete column (3), the upper end surface of the columnar steel sleeve (1) is not lower than the upper surface of the reinforced concrete beam (2), the upper end surface of the columnar steel sleeve (1) is used to connect with the casting template of the reinforced concrete column (3) at the position above the beam-column node or is set as a closed structure, the lower end surface of the columnar steel sleeve (1) is not higher than the lower surface of the reinforced concrete beam (2), and the lower end surface of the columnar steel sleeve (1) is used to connect with the steel bar at the position below the beam-column node. A casting template for a concrete column (3), a side wall of a columnar steel sleeve (1) is provided with a reserved opening (103) for a reinforced concrete beam (2) to pass through, the inner cavity cross-sectional dimensions of the reserved opening (103) are consistent with the radial cross-sectional dimensions of the reinforced concrete beam (2), the outer end surface of the reserved opening (103) is used to butt the casting template of the reinforced concrete beam (2), the inner cavity area of the columnar steel sleeve (1) is not provided with beam stirrups (202) and column stirrups (302), and the columnar steel sleeve (1), the reinforced concrete beam (2) and the reinforced concrete column (3) are fixedly connected to form a whole through the cast-in-place concrete structures corresponding to the reinforced concrete beam (2) and the reinforced concrete column (3).
2. The reinforced concrete frame structure beam-column node according to claim 1, characterized in that: A plurality of bolts (102) are pre-fixed on the inner walls of the four sides of the cylindrical steel sleeve (1). The bolts (102) include bolt columns and bolt caps fixed together. The bolt caps are located at the ends of the bolt columns. The ends of the bolt columns not provided with the bolt caps are vertically fixedly connected to the side walls of the cylindrical steel sleeve (1).
3. The reinforced concrete frame structure beam-column node according to claim 2, characterized in that: A horizontal reserved connecting plate (108) is provided between two side walls of the reserved opening (103) which are arranged opposite to each other, so that the reserved opening (103) forms a plurality of small holes spaced apart vertically. The horizontal reserved connecting plate (108) and the cylindrical steel sleeve (1) are an integral structure, and a plurality of bolts (102) are pre-fixed on the outer surface of the horizontal reserved connecting plate (108).
4. The reinforced concrete frame structure beam-column node according to claim 1, characterized in that: The upper end surface of the columnar steel sleeve (1) is used to connect with the casting template of the reinforced concrete column (3) above the beam-column joint. The vertical spacing value between the upper end surface of the columnar steel sleeve (1) and the upper surface of the reinforced concrete beam (2) in the vertical direction is set to b, b≥the beam width of the reinforced concrete beam (2), and at the same time b≥300mm; there is a column construction joint between the concrete of the core area of the beam-column joint corresponding to the inner cavity of the columnar steel sleeve (1) and the reinforced concrete column (3) above the beam-column joint, the height position of the column construction joint is not lower than the upper surface of the reinforced concrete beam (2), and the difference between the elevation value of the column construction joint and the elevation value of the upper surface of the reinforced concrete beam (2) is 0 to 50mm.
5. The reinforced concrete frame structure beam-column node according to claim 1, characterized in that: The upper end surface of the columnar steel sleeve (1) forms a closed structure through the steel sleeve top plate (104), and the upper end surface of the columnar steel sleeve (1) is flush with the upper surface of the reinforced concrete beam (2); a plurality of bolts (102) are pre-fixed on the lower surface of the steel sleeve top plate (104), and the bolts (102) include bolt columns and bolt caps fixed into one body, and the bolt caps are located at the end of the bolt columns, and the end of the bolt columns not provided with the bolt caps is vertically fixedly connected to the lower surface of the steel sleeve top plate (104).
6. The reinforced concrete frame structure beam-column node according to claim 1, characterized in that: The vertical spacing value between the lower end surface of the columnar steel sleeve (1) and the lower surface of the reinforced concrete beam (2) in the vertical direction is set to e, e≥the beam width of the reinforced concrete beam (2), and at the same time e≥300mm.
7. The reinforced concrete frame structure beam-column node according to claim 1, characterized in that: The reserved opening (103) is arranged in the center relative to the side wall of the cylindrical steel sleeve (1) on the same side in the horizontal direction, and the vertical spacing value between the side surface of the reinforced concrete beam (2) and the side end surface of the cylindrical steel sleeve (1) on the same side in the horizontal direction is ≥50mm.
8. The reinforced concrete frame structure beam-column node according to any one of claims 1 to 7, characterized in that: The cylindrical steel sleeve (1) is composed of four steel sleeve side wall plates (101) spliced together, and two adjacent steel sleeve side wall plates (101) are respectively set as a first side wall plate and a second side wall plate. The first side wall plate and the second side wall plate are positioned and assembled by a latch connection structure arranged in the cylindrical steel sleeve (1). The latch connection structure includes a coaxially arranged first connecting tube (105), a second connecting tube (106) and a latch (107). The first connecting tube (105) is fixedly arranged on the inner wall of the first side wall plate, and the second connecting tube (106) is fixedly connected to the inner wall of the second side wall plate. The first connecting tube (105) and the second connecting tube (106) are staggered in the vertical direction, and the latch (107) is inserted into the first connecting tube (105) and the second connecting tube (106).
9. The reinforced concrete frame structure beam-column node according to any one of claims 1 to 7, characterized in that: It also includes a reinforced concrete floor slab (4) connected to the reinforced concrete beam (2) and the columnar steel sleeve (1) as a whole. The top surface of the reinforced concrete floor slab (4) is flush with the top surface of the reinforced concrete beam (2). The bottom surface of the reinforced concrete floor slab (4) is higher than the bottom surface of the reinforced concrete beam (2). The reinforced concrete floor slab (4) includes plate steel bars. The plate steel bars, beam longitudinal steel bars (201) and beam stirrups (202) are fixedly connected to form a whole. The plate steel bars at the junction of the reinforced concrete floor slab (4) and the columnar steel sleeve (1) extend to the outer edge of the columnar steel sleeve (1) and are bent.