CN109537741B - Sleeve type steel-concrete beam node connecting structure and installation method thereof - Google Patents
Sleeve type steel-concrete beam node connecting structure and installation method thereof Download PDFInfo
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- CN109537741B CN109537741B CN201910044660.2A CN201910044660A CN109537741B CN 109537741 B CN109537741 B CN 109537741B CN 201910044660 A CN201910044660 A CN 201910044660A CN 109537741 B CN109537741 B CN 109537741B
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- 238000000034 method Methods 0.000 title claims abstract description 19
- 238000009434 installation Methods 0.000 title claims abstract description 18
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 53
- 239000010959 steel Substances 0.000 claims abstract description 53
- 238000003466 welding Methods 0.000 claims description 31
- 238000007789 sealing Methods 0.000 claims description 24
- 238000005192 partition Methods 0.000 claims description 21
- 238000005553 drilling Methods 0.000 claims description 7
- 230000003014 reinforcing effect Effects 0.000 claims description 5
- 239000011083 cement mortar Substances 0.000 claims description 3
- 230000008439 repair process Effects 0.000 claims description 3
- 238000010276 construction Methods 0.000 description 6
- 230000005484 gravity Effects 0.000 description 3
- 238000011065 in-situ storage Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 3
- 230000002159 abnormal effect Effects 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000000465 moulding Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000005266 casting Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 230000009467 reduction Effects 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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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
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
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Abstract
The invention discloses a sleeve type steel-concrete beam node connecting structure and an installation method thereof, wherein the node connecting structure comprises a precast column and Liang Natong, one end of the precast column is fixedly arranged in the precast column, the other end of the precast column extends out of the precast column, a Liang Waitong fixedly connected with an inner beam cylinder is sleeved at the extending end of Liang Natong, and a precast hollow beam fixedly connected with the end of Liang Waitong is arranged; the Liang Natong is composed of two channel steel with opposite notches, an opening communicated with a gap between the channel steel is arranged on the upper end face of the beam outer cylinder, and a concrete pouring opening communicated with the gap between the channel steel is arranged on the upper end face of the prefabricated hollow beam; during installation, each component is hoisted in place one by one in a hoisting mode, and then concrete is poured into Liang Waitong and the prefabricated hollow beam. The sleeve type steel-concrete beam node connecting structure and the installation method thereof have the characteristics of high strength, good anti-seismic performance and convenient hoisting.
Description
Technical Field
The invention relates to an assembled building, in particular to a sleeve type steel-concrete beam node connecting structure and an installation method thereof.
Background
Traditional building main body frame all adopts cast in situ concrete's mode preparation beam column, has advantages such as plane design is various, wholeness, shock resistance are good. However, as the progress of building industrialization is gradually accelerated, the drawbacks of the cast-in-place concrete structure are also increasingly remarkable, such as long construction period, serious pollution consumption and the like. For the reasons mentioned above, due to the improvement of energy saving and emission reduction national policy requirements, and the great rise of labor prices, and due to the general popularization of advanced technologies in the fabricated structures, fabricated buildings are increasingly valued and promoted. The existing assembly type building adopts an industrialized production mode, firstly, single components are prefabricated in a factory, and then the single components are transported to a construction site to carry out a series of assembly work, so that the single components are integrated. In the assembly process of the fabricated building, the connection performance of the beam column nodes is directly related to the earthquake resistance of the whole building.
The existing precast beam is formed by casting a unified die in a factory, is cuboid, has large weight during hoisting, is not easy to hoist and is not suitable for high-rise buildings. Meanwhile, the precast beams and the precast columns are connected through bracket welding, the integrity between the beams and the columns in the connecting nodes is poor, and the anti-seismic performance is also poor. In order to solve the problems, the Chinese national intellectual property agency publishes an assembled prefabricated superposition Liang Ke with the publication number 108049572, which comprises a concrete layer and a reinforcement cage inside the concrete layer, wherein the lower half part of the reinforcement cage is buried in the concrete, the upper half part of the reinforcement cage is exposed outside, and the end part of the superposition Liang Ke is provided with a U-shaped cast-in-place notch. The precast beam lightens the dead weight by arranging a cast-in-situ notch at the end part of the precast beam, and simultaneously increases the overall performance and the earthquake resistance of the beam column node. However, the precast beam has the problems that only the end part is provided with a cast-in-situ notch and the dead weight is large, and meanwhile, the precast beam and the precast column are connected together only through poured concrete, so that the anti-seismic performance of the joint is not good enough. In addition, the whole length of the precast beam is large, the one-time hoisting is difficult to succeed, the hoisting time is long, and the assembly efficiency of the whole beam column is affected to a certain extent.
Disclosure of Invention
Aiming at the defects in the prior art, the invention aims to solve the technical problems that: how to provide a sleeve type steel-concrete beam node connection structure which has good earthquake resistance and beam column overall performance, small dead weight and convenient hoisting and an installation method thereof.
In order to solve the technical problems, the invention adopts the following technical scheme:
a sleeve type steel-concrete beam node connecting structure is characterized by comprising a precast column and Liang Natong, wherein one end of the precast column is fixedly arranged in the precast column, the other end of the precast column extends out of the precast column and is arranged along the length direction of a beam, one end of the precast column extending out of Liang Natong is sleeved with Liang Waitong, the inner end of which is tightly attached to the precast column and is fixedly connected with an inner beam cylinder, and the tail end of Liang Waitong is provided with a precast hollow beam which is aligned with the outer end surface of the precast hollow beam and is fixedly connected with the outer end surface of the precast hollow beam; liang Natong comprises the channel-section steel that two notch set up in opposite directions, has a clearance between two channel-section steels, liang Waitong is a rectangle steel sleeve, is equipped with an trompil that is linked together with the clearance between the channel-section steel at the up end of roof beam urceolus, prefabricated hollow roof beam and Liang Waitong one end part cover that meets is on the roof beam inner tube to with roof beam inner tube fixed connection, be equipped with a concrete placement mouth that links to each other with the clearance between the channel-section steel at the up end of prefabricated hollow roof beam, along its length direction, or a plurality of concrete placement holes that set up along prefabricated hollow roof beam length direction interval and link to each other with the clearance between the channel-section steel. Therefore, one end of Liang Natong at the beam column node is arranged in the prefabricated column, the other end of the Liang Natong extends out of the prefabricated column, and meanwhile, liang Waitong fixedly connected with the beam column node is sleeved on the beam inner cylinder, and as Liang Natong is a channel steel and Liang Waitong is a steel sleeve, the strength of the beam column node and the steel sleeve is extremely high after the beam column node and the steel sleeve are sleeved, and one end of Liang Natong is arranged in the prefabricated column, and part of gravity can be shared into the prefabricated column, so that the anti-seismic performance and the strength of the beam column node are extremely high. In addition, liang Waitong and prefabricated hollow beam are equipped with trompil and the concrete placement mouth that is linked together with the channel-section steel clearance respectively, when hoist and mount the girder steel, only need with prefabricated Liang Waitong and prefabricated hollow beam hoist and mount respectively the back rethread Liang Waitong trompil and the concrete placement mouth concreting to form steel-concrete beam, because above-mentioned trompil and concrete placement mouth all set up in roof beam top position, consequently, can directly pour concrete and need not on-the-spot scaffold installation mould shell of setting up, reduced the construction volume, simultaneously, because the concrete is watered again after the hoist and mount is accomplished, the dead weight of girder steel is lighter, hoist and mount is easier.
Further, the end of Liang Waitong connected with the prefabricated hollow beam and the end of Liang Waitong connected with the prefabricated hollow beam are all inclined and fixedly connected through welding. Therefore, after the end, which is connected with the Liang Waitong hollow beam, is arranged to be inclined, the welding area between the hollow beam and the Liang Waitong can be increased, and the connection strength of the hollow beam and the Liang Waitong is better.
Further, the lower end of the connecting end of the Liang Waitong and the prefabricated hollow beam extends out of the outer end of the beam inner cylinder, and the upper end of the connecting end is close to the outer end of the beam inner cylinder. Therefore, the lower end of the Liang Waitong is long, and the upper end of the Liang Waitong is short, so that after the prefabricated hollow beam and the prefabricated hollow beam are welded, the gravity of the prefabricated hollow beam can be partially shared to Liang Natong in Liang Waitong and Liang Waitong, the stress and the gravity of the prefabricated hollow beam are reduced, the steel bar is not required to be arranged in the prefabricated hollow beam, the strength requirement of the beam can be met after concrete is directly poured, and the construction cost of the steel beam is reduced.
Furthermore, the inclination angle of the connecting end of the Liang Waitong and the prefabricated hollow beam is 30-45 degrees, and the length of the Liang Waitong is 1.5-2 times of the height of the beam. Therefore, the inclination angle of the connecting end of the Liang Waitong and the prefabricated hollow beam is set to be 30-45 degrees, so that the manufacturing is convenient, and the Liang Waitong and the prefabricated hollow beam can be tightly connected. The length of Liang Waitong is not easy to be overlong, and the strength of Liang Waitong can not meet the design requirement after overlong.
Further, the inner end of Liang Waitong is fixedly connected with the outer wall of the prefabricated column through welding, and the inner wall of Liang Waitong is tightly attached to the outer wall of Liang Natong and is fixedly connected through welding. In this way, liang Waitong is not only fixed with Liang Natong by welding, but also fixed with the prefabricated column by welding, so that the installation of Liang Waitong is very stable.
Further, the gap between the two channel steels in Liang Natong is 55mm-60mm. Thus, the gap is set to the value, so that concrete can smoothly and quickly enter the channel steel from the gap, and the strength of Liang Natong is not affected.
Further, the width of the concrete pouring opening is larger than or equal to the width of a gap between two channel steels in Liang Natong. Therefore, when the concrete is poured, the width of the flow channel of the concrete is consistent, the change of the flow velocity can not occur, and the flow of the concrete is smoother.
The method for installing the sleeve type steel-concrete beam node is characterized by comprising the following steps of: s1, prefabricating Liang Natong and Liang Waitong, prefabricating a hollow beam and prefabricating a column in a factory according to a design drawing of a beam column node; s2, arranging a corresponding number of lifting lug plates or lifting holes on the prefabricated Liang Natong, liang Waitong and the prefabricated hollow beams; s3, sequentially installing the prefabricated columns, liang Natong and Liang Waitong and the prefabricated hollow beams by adopting a crane according to a design drawing of beam column joints, temporarily fixedly connecting one component with the adjacent component after hoisting, detecting and correcting the installation position of the component, and permanently connecting the component after confirming that the installation position is correct; s4, pouring concrete into the precast beam after hoisting is completed, and vibrating by using a vibrating rod; s5, installing a partition plate or a top sealing plate with an exhaust hole at the position of the opening of Liang Waitong and the concrete pouring opening of the prefabricated hollow beam, and temporarily sealing the upper end of the prefabricated beam; s6, detecting the quality of concrete in the precast beam, if the concrete reaches the design strength and the forming quality is good, repairing welding and fixing the partition board or the top sealing board according to the design requirement, if the concrete has the phenomenon of incompact, reinforcing the incompact position by adopting a drilling grouting method, and repairing welding and fixing the partition board or the top sealing board after repairing welding and sealing the drilling position. Therefore, when the precast beams are hoisted one by one, each member is initially fixed, and after the installation position is determined, the precast beams are permanently fixed, so that the accurate installation position of each precast beam can be ensured. The mode of pouring concrete after the hoisting of each component of the precast beam is completed can effectively reduce hoisting difficulty, and further reduce hoisting time.
Further, when the lifting lug plates or the lifting holes are arranged, a corresponding number of lifting lug plates or lifting holes are required to be arranged according to the lengths of the components, specifically, each component is provided with at least two lifting points, and if the lengths of the components are larger than 21m, at least 3-4 lifting points are arranged. Thus, through the arrangement of the lifting lug plates or the lifting holes, the lifting of each component of the precast beam can be facilitated, and the corresponding number of lifting lug plates or lifting holes can be arranged according to the length of the component, so that each component can be ensured to be stable in the lifting process.
Further, when concrete is poured to the upper end of the precast beam, steel guide pipes with concrete hoppers at the upper ends are inserted into the holes of Liang Waitong and the concrete pouring openings of the precast hollow beams, the distance between the lower end of each steel guide pipe and the upper end face of the precast hollow beam is no less than 300mm, and the side clearance between the steel guide pipe and the pouring holes of the horizontal partition plates in the precast columns is no less than 50mm; when the concrete is poured, the concrete can be directly poured outside the opening of the overflow Liang Waitong and the concrete pouring opening of the prefabricated hollow beam, then the partition board or the top sealing board is temporarily sealed, and after the concrete reaches 50% of the design strength, the partition board or the top sealing board is fixed by repair welding according to the design requirement; concrete can be poured to a position slightly lower than the opening of Liang Waitong and the concrete pouring opening of the prefabricated hollow beam, and after the concrete reaches 50% of the design strength, the concrete is filled to Liang Waitong and the top surface of the prefabricated hollow beam by cement mortar with the same grade, and then the partition plate or the top sealing plate is sealed and welded in place at one time. Therefore, the steel guide pipe is arranged to pour the precast beam, so that concrete materials can be effectively aligned with the open holes or the concrete pouring openings at the upper end of the precast beam, and the overflow and waste of concrete are reduced. After the concrete reaches 50% of the design strength, the top surface of the precast beam is sealed, so that the time for molding the concrete can be effectively shortened, and the molding quality of the concrete can be ensured.
Compared with the prior art, the sleeve type steel-concrete beam node connecting structure and the mounting method thereof have the following advantages:
liang Natong one end of beam column node is arranged in the prefabricated column, one end extends out of the prefabricated column, and Liang Waitong fixedly connected with the beam column is sleeved on the beam inner cylinder.
Liang Waitong and prefabricated hollow beam all are hollow, and are equipped with the passageway that is used for pouring concrete on roof beam urceolus and prefabricated hollow beam, during the construction, will Liang Natong earlier, liang Waitong and prefabricated hollow beam hoist and mount the mode that the rethread was poured concrete forms steel-concrete beam node to the part of each girder steel is lighter during hoist and mount, and hoist and mount are very convenient, can effectively reduce the hoist and mount degree of difficulty.
Liang Waitong and prefabricated hollow beam pass through mitre joint mode fixed connection, and this kind of connected mode can increase the welding area between prefabricated hollow beam and the Liang Waitong, makes the joint strength of both better.
Drawings
FIG. 1 is a schematic view of a telescopic steel-concrete beam node connection structure in an embodiment;
FIG. 2 is a schematic cross-sectional view of A-A of FIG. 1;
FIG. 3 is a schematic cross-sectional view of the structure B-B of FIG. 1;
fig. 4 is a top view structural diagram of a precast hollow beam with a concrete pouring opening on the upper end surface in an embodiment;
fig. 5 is a top view structural diagram of a precast hollow beam with concrete pouring holes formed in an upper end surface thereof in an embodiment.
In the figure: precast columns 1, liang Natong 2 and Liang Waitong 3, precast hollow beams 4, concrete pouring openings 41 and concrete pouring holes 42.
Description of the embodiments
The invention will be further described with reference to the drawings and examples.
Examples
As shown in fig. 1 and 2, the present embodiment provides a telescopic steel-concrete beam node connection structure and an installation method thereof, specifically, in the present embodiment, the telescopic steel-concrete beam node connection structure includes a precast column 1 and a Liang Natong 2, one end of which is fixedly installed in the precast column 1, the other end extends out of the precast column 1 and is arranged along the length direction of the beam, one end of Liang Natong 2 extending out of the precast column 1 is sleeved with a beam outer cylinder 3, the inner end of which is closely attached to the precast column 1 and is fixedly connected with Liang Natong 2, and the end of the beam outer cylinder 3 is provided with a precast hollow beam 4 which is aligned with the outer end thereof and is fixedly connected by welding; liang Natong 2 comprises two channel steel 21 with opposite notch, a gap 22 is provided between the two channel steel 21, liang Waitong and the prefabricated hollow beam 4 are rectangular steel sleeves, an opening 31 communicated with the gap 22 between the channel steel 21 is provided on the upper end surface of the beam outer cylinder 3, one end part of the prefabricated hollow beam 4 connected with Liang Waitong is sleeved on the beam inner cylinder 2 and fixedly connected with Liang Natong 2, a concrete pouring opening 41 (shown in fig. 3 and 4) communicated with the gap 22 between the channel steel 21 is provided on the upper end surface of the prefabricated hollow beam 4 along the length direction, the concrete pouring opening 41 is a rectangular opening, the opening length of the rectangular opening is equal to the length of the upper end surface of the prefabricated hollow beam 4, and the openings 31 of the concrete pouring openings 41 and Liang Waitong 3 are all used for pouring concrete. In the concrete implementation, a plurality of concrete pouring holes 42 can be arranged on the upper end face of the prefabricated hollow beam 4 at intervals to replace concrete pouring openings, as shown in fig. 5. In addition, in order to further increase the strength of the beam-column joint, at least two reinforcing bars penetrating through the prefabricated column 1 and tightly attached to the lower web of the channel steel 21 are further arranged in the prefabricated column 1, and the reinforcing bars are fixedly connected with the channel steel 12 in a welding mode.
The prefabricated column 1 in this embodiment is assembled by a plurality of rectangular hollow steel columns, and when in construction, the channel steel 21, liang Waitong and the prefabricated hollow beam 4 are hoisted in sequence after the fixed welding of the prefabricated column 1 is finished. During welding, full welding is carried out on the joint, and welding cannot be omitted, so that later slurry leakage is avoided, and meanwhile, the connection strength between all the parts is affected.
As shown in fig. 1, in order to increase the connection strength between Liang Waitong 3 and the prefabricated hollow beam 4, the end of Liang Waitong connected with the prefabricated hollow beam 4 and the end of the prefabricated hollow beam 4 connected with Liang Waitong are all inclined and fixedly connected by welding; and the lower end of the connecting end of the beam outer cylinder 3 and the prefabricated hollow beam 4 extends out of the outer end of the beam inner cylinder 2, and the upper end is close to the outer end of the beam inner cylinder 2. In order to ensure the tight connection between the Liang Waitong and the prefabricated hollow beams 4, and simultaneously, the Liang Waitong and the prefabricated hollow beams 4 are convenient to weld, and the inclination angles are consistent.
In the embodiment, the inclination angle of the connecting end of the Liang Waitong and the prefabricated hollow beam 4 is 30-45 degrees, the length of the Liang Waitong 3 is 1.5-2 times of the height of the beam, and the inner wall of the beam outer cylinder 3 is tightly attached to the outer wall of the beam inner cylinder 2 and fixedly connected through welding.
In addition, in order to ensure the pouring of the concrete in the later stage, the gap 22 between the two channel steels 21 in the beam inner cylinder 2 in the embodiment is 55mm-60mm, and meanwhile, in order to ensure the smooth performance of the concrete flow, the width of the concrete pouring opening 41 and the concrete pouring hole 42 is larger than the width of the gap 22 between the two channel steels 21 in Liang Natong.
Specifically, the method for installing the telescopic steel-concrete beam node in the embodiment comprises the following steps: s1, prefabricating Liang Natong and Liang Waitong, a prefabricated hollow beam 4 and a prefabricated column 1 in a factory according to a beam column node design drawing; s2, arranging a corresponding number of lifting lugs or lifting holes on the prefabricated Liang Natong, liang Waitong and the prefabricated hollow beam 4; s3, sequentially installing the prefabricated columns 1, liang Natong, liang Waitong and the prefabricated hollow beams 4 by adopting a crane according to a beam column node design drawing, temporarily fixedly connecting one component with the adjacent component after hoisting, detecting and correcting the installation position of the component, and permanently connecting the component after confirming that the installation position is correct; s4, pouring concrete into the precast beam after hoisting is completed, and vibrating by using a vibrating rod; s5, installing a partition plate or a top sealing plate with an exhaust hole at the position of the opening 31 of the beam outer cylinder 3 and the concrete pouring opening 41 of the prefabricated hollow beam 4, and temporarily sealing the upper end of the prefabricated beam; s6, detecting the quality of concrete in the precast beam, if the concrete reaches the design strength and the forming quality is good, repairing welding and fixing the partition board or the top sealing board according to the design requirement, if the concrete has the phenomenon of incompact, reinforcing the incompact position by adopting a drilling grouting method, and repairing welding and fixing the partition board or the top sealing board after repairing welding and sealing the drilling position. The drilling grouting method is to drill a non-compact part and then grouting the part through a grouting pipe.
When the lifting lug plates or the lifting holes are arranged, a corresponding number of lifting lug plates or lifting holes are required to be arranged according to the lengths of the components, specifically, each component is provided with at least two lifting points, and if the length of the component is greater than 21m, at least 3-4 lifting points are arranged.
Before hoisting the prefabricated Liang Natong, liang Waitong, prefabricated hollow beams 4 and prefabricated columns 1, the surface rust removal and coating of the components are required. Before pouring concrete, foreign matters and accumulated water in each component are required to be removed.
When concrete is poured to the upper end of the precast beam, steel guide pipes with concrete hoppers at the upper ends are inserted into the holes 31 of the beam outer cylinder 3 and the concrete pouring openings 41 of the precast hollow beam 4, the distance Liang Waitong between the lower end of each steel guide pipe and the upper end face of the precast hollow beam 4 is not less than 300mm, and the side clearance between the steel guide pipes and the pouring holes of the horizontal partition plates in the precast column 1 is not less than 50mm; when the concrete is poured, the concrete can be directly poured outside the opening 31 of the overflow Liang Waitong and the concrete pouring opening 41 of the prefabricated hollow beam 4, then the partition board or the top sealing board is temporarily sealed, and after the concrete reaches 50% of the design strength, the partition board or the top sealing board is fixed by repair welding according to the design requirement; concrete can be poured to the position of the opening 31 which is slightly lower than Liang Waitong and the concrete pouring opening 41 of the prefabricated hollow beam 4, and after the concrete reaches 50% of the design strength, the same-grade cement mortar is used for filling the top surfaces of the beam outer cylinder 3 and the prefabricated hollow beam 4, and then the partition plate or the top sealing plate is sealed and welded in place at one time.
Before the concrete pouring quality is detected, the concrete pouring quality can be detected preliminarily by knocking Liang Waitong and prefabricating the hollow beam 4. The steel pipe wall is knocked by a small hammer, and when the knocking sound is clumsy and has no vibration, the steel pipe wall is tightly attached to the concrete; when abnormal sound exists, the vibration sense is strong, the sound is crisp, the steel pipe wall and the concrete can be judged to be combined and not closely adhered, the abnormal situation is indicated, and the ultrasonic wave can be used for detection.
Finally, it should be noted that the above embodiments are only for illustrating the technical solution of the present invention and not for limiting the technical solution, and although the applicant has described the present invention in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that modifications and equivalents of the technical solution of the present invention can be made without departing from the spirit and scope of the technical solution, and all such modifications and equivalents are intended to be encompassed in the scope of the claims of the present invention.
Claims (10)
1. The sleeve type steel-concrete beam node connecting structure is characterized by comprising a precast column (1) and Liang Natong (2), wherein one end of the precast column is fixedly arranged in the precast column (1), the other end of the precast column extends out of the precast column (1) and is arranged along the length direction of a beam, one end of Liang Natong (2) extending out of the precast column (1) is sleeved with Liang Waitong (3), the inner end of which is tightly attached to the precast column (1) and is fixedly connected with Liang Natong (2), the tail end of Liang Waitong (3) is provided with a precast hollow beam (4) which is aligned with the outer end of the precast hollow beam and is fixedly connected with the outer end of the precast hollow beam, and the length of Liang Waitong (3) is 1.5-2 times of the height of the beam; liang Natong (2) comprises channel-section steel (21) that two notch set up in opposite directions, has a clearance (22) between two channel-section steel (21), liang Waitong (3) are a rectangle steel sleeve, are equipped with one with channel-section steel (21) between clearance (22) trompil (31) that are linked together at the up end of Liang Waitong (3), prefabricated hollow beam (4) and Liang Waitong (3) meet one end part cover on Liang Natong (2) to with Liang Natong (2) fixed connection, be equipped with one at the up end of prefabricated hollow beam (4) along its length direction and concrete placement mouth (41) that are linked together with channel-section steel (21) between clearance (22), or a plurality of concrete placement hole (42) that are set up along prefabricated hollow beam (4) length direction interval and are linked together with channel-section steel (21) between clearance (22).
2. The telescopic steel-concrete beam joint connection structure according to claim 1, wherein the end of the Liang Waitong (3) connected to the prefabricated hollow beam (4) and the end of the prefabricated hollow beam (4) connected to the Liang Waitong (3) are all inclined and fixedly connected by welding.
3. The telescopic steel-concrete beam joint connection structure according to claim 2, wherein the lower end of the connection end of the Liang Waitong (3) and the prefabricated hollow beam (4) extends out of the outer end of the beam inner cylinder (2), and the upper end is close to the outer end of the Liang Natong (2).
4. A telescopic steel-concrete beam joint connection structure according to claim 1, 2 or 3, wherein the inner end of the Liang Waitong (3) is fixedly connected with the outer wall of the prefabricated column (1) through welding, and the inclination angle of the Liang Waitong (3) to the connecting end of the prefabricated hollow beam (4) is 30 ° -45 °.
5. The telescopic steel-concrete beam joint connection structure according to claim 1 or 2, wherein the inner wall of Liang Waitong (3) is closely attached to the outer wall of Liang Natong (2) and fixedly connected by welding.
6. Sleeve type steel-concrete beam joint connection according to claim 1 or 2, characterized in that the gap (22) between two channels (21) in Liang Natong (2) is 55-60 mm.
7. The telescopic steel-concrete beam joint connection structure according to claim 1 or 2, wherein the width of the concrete pouring opening (41) and the width of the concrete pouring hole (42) are larger than or equal to the width of a gap (22) between two channel steels (21) in Liang Natong (2).
8. A method of installing a telescopic steel-concrete beam joint connection according to claim 1, comprising the steps of: s1, prefabricating Liang Natong (2), liang Waitong (3), a prefabricated hollow beam (4) and a prefabricated column (1) in a factory according to a design drawing of a beam column node; s2, arranging corresponding numbers of lifting lug plates or lifting holes on the prefabricated Liang Natong (2), liang Waitong (3) and the prefabricated hollow beam (4); s3, sequentially installing prefabricated columns (1), liang Natong (2), liang Waitong (3) and prefabricated hollow beams (4) by adopting a crane according to a beam column node design drawing, temporarily fixedly connecting one component with the adjacent component after hoisting, detecting and correcting the installation position of the component, and permanently connecting the component after confirming that the installation position is correct; s4, pouring concrete into the precast beam after hoisting is completed, and vibrating by using a vibrating rod; s5, installing a partition plate or a top sealing plate with an exhaust hole at the position of an opening (31) of the Liang Waitong (3) and a concrete pouring opening (41) of the prefabricated hollow beam (4), and temporarily sealing the upper end of the prefabricated beam; s6, detecting the quality of concrete in the precast beam, if the concrete reaches the design strength and the forming quality is good, repairing welding and fixing the partition board or the top sealing board according to the design requirement, if the concrete has the phenomenon of incompact, reinforcing the incompact position by adopting a drilling grouting method, and repairing welding and fixing the partition board or the top sealing board after repairing welding and sealing the drilling position.
9. The method according to claim 8, wherein when the lifting lugs or holes are provided, a corresponding number of lifting lugs or holes are provided according to the length of each member, specifically, at least two lifting points are provided for each member, and if the length of the member is greater than 21m, at least 3-4 lifting points are provided.
10. The method for installing sleeve type steel-concrete beam joints according to claim 8, wherein when concrete is poured into the upper end of the precast beam, steel guide pipes with concrete hoppers at the upper ends are inserted into the holes (31) of the Liang Waitong (3) and the concrete pouring openings (41) of the precast hollow beam (4), the distance between the lower end of each steel guide pipe and the upper end face of the Liang Waitong (3) and the precast hollow beam (4) is not less than 300mm, and the side clearance between the steel guide pipes and the pouring holes of the horizontal partition plates in the precast column (1) is not less than 50mm; when the concrete is poured, the concrete can be directly poured outside the opening (31) of the overflow Liang Waitong (3) and the concrete pouring opening (41) of the prefabricated hollow beam (4), then the partition board or the top sealing board is temporarily sealed, and after the concrete reaches 50% of the design strength, the partition board or the top sealing board is fixed by repair welding according to the design requirement; concrete can be poured to a position slightly lower than the opening (31) of the Liang Waitong (3) and the concrete pouring opening (41) of the prefabricated hollow beam (4), and after the concrete reaches 50% of the design strength, the concrete is filled to Liang Waitong (3) and the top surface of the prefabricated hollow beam (4) by cement mortar with the same grade, and then the partition plate or the top sealing plate is sealed and welded in place at one time.
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| CN110387973A (en) * | 2019-08-09 | 2019-10-29 | 重庆渝建实业集团股份有限公司 | A kind of U-shaped solid model beams of concrete crossover node and its method of concreting |
| CN112962821A (en) * | 2021-02-07 | 2021-06-15 | 西安理工大学 | Corrugated steel plate-recycled concrete combined shear wall and assembling method |
| CN113931306B (en) * | 2021-10-14 | 2022-10-04 | 中国化学工程第六建设有限公司 | Steel structure beam column connection node structure |
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