CN217580552U - Partially-assembled concrete filled steel tubular column-concrete beam connecting node - Google Patents
Partially-assembled concrete filled steel tubular column-concrete beam connecting node Download PDFInfo
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- CN217580552U CN217580552U CN202221619114.0U CN202221619114U CN217580552U CN 217580552 U CN217580552 U CN 217580552U CN 202221619114 U CN202221619114 U CN 202221619114U CN 217580552 U CN217580552 U CN 217580552U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 129
- 239000010959 steel Substances 0.000 title claims abstract description 129
- 239000004567 concrete Substances 0.000 title claims abstract description 101
- 230000000149 penetrating effect Effects 0.000 claims abstract description 16
- 239000011513 prestressed concrete Substances 0.000 claims abstract description 15
- 239000011372 high-strength concrete Substances 0.000 claims abstract description 13
- 210000002435 tendon Anatomy 0.000 claims description 12
- 229910001369 Brass Inorganic materials 0.000 claims description 9
- 239000010951 brass Substances 0.000 claims description 9
- 238000000034 method Methods 0.000 claims description 8
- 239000003351 stiffener Substances 0.000 claims description 3
- 230000035515 penetration Effects 0.000 claims 2
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 32
- 230000000694 effects Effects 0.000 abstract description 7
- 238000012423 maintenance Methods 0.000 abstract description 6
- 230000021715 photosynthesis, light harvesting Effects 0.000 abstract description 5
- 239000011178 precast concrete Substances 0.000 abstract description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 abstract description 2
- 229910000746 Structural steel Inorganic materials 0.000 abstract 1
- 239000000463 material Substances 0.000 description 7
- 230000008901 benefit Effects 0.000 description 5
- 238000003466 welding Methods 0.000 description 3
- 230000002411 adverse Effects 0.000 description 2
- 239000004566 building material Substances 0.000 description 2
- 238000005265 energy consumption Methods 0.000 description 2
- 230000002349 favourable effect Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000004519 manufacturing process Methods 0.000 description 2
- 230000002265 prevention Effects 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 238000005336 cracking Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000004134 energy conservation Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000011065 in-situ storage Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 210000003205 muscle Anatomy 0.000 description 1
- 238000012946 outsourcing Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000007493 shaping process Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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Abstract
The utility model discloses a partially assembled steel tube concrete column-concrete beam connecting node, which comprises a prestressed concrete beam, brackets, pin shafts, thin-wall square steel tubes, pin shaft nuts and core penetrating longitudinal ribs; the utility model discloses a novel connected node adopts the thin wall square steel pipe concrete column that excels in, and the existence of high strength steel can show the restraint effect of reinforcing steel pipe to the concrete to at the inside high strength concrete of pouring of steel pipe, make the bearing capacity in cross-section to show the promotion. The structural steel members are embedded at the bottom of the precast concrete beam and are firmly welded with the longitudinal ribs at the bottom of the beam, and in addition, friction energy dissipation connecting pieces are installed to improve the energy dissipation capacity of the joint parts under the earthquake action. A wet connection scheme is adopted at the upper part of the node, and construction can be continued after short-term maintenance; and a dry type connecting scheme is adopted at the lower part of the node, and the steel member prefabricated by the concrete beam, the bracket side plate and the internal stiffening rib are connected by adopting a high-strength bolt.
Description
Technical Field
The utility model belongs to the technical field of structural engineering, specifically belong to a partial assembled steel core concrete column-concrete beam connected node.
Background
The assembly type building is formed by manufacturing components or fittings used for the building in advance in a processing plant, and then transporting the components or the fittings to a site to be assembled and installed in a reliable connection mode. The fabricated building has the advantages of rapid construction, energy conservation, environmental protection and the like, but the problem of poor integrity and seismic performance caused by unreasonable connection of node parts is increasingly prominent. The traditional fabricated concrete structure is usually connected by adopting sleeve slurry or mechanical connection, so that the requirement on construction precision is high, and the construction quality is difficult to ensure; in a common assembly type structure, the problems of large steel consumption, high manufacturing cost, fire prevention, rust prevention and the like are difficult to solve. The high-strength steel pipe concrete column-precast (prestressed) concrete beam novel connecting frame is popularized and applied in the fabricated building, so that the construction efficiency and the industrialization level of the building can be obviously improved, and the industrialized development requirement of the building in China is completely met.
At present, in common civilian and industrial building, steel core concrete column and concrete beam adopt cast-in-place mode to be connected usually, and this kind of wet-type is connected and is had higher requirements for construction quality, is difficult to be under construction superstructure during the concrete maintenance, has slowed down the construction progress, is unfavorable for realizing the quick construction of modularization of assembly type structure.
SUMMERY OF THE UTILITY MODEL
In order to solve the problems existing in the prior art, the utility model provides a part assembled concrete filled steel tubular column-concrete beam connected node, this novel node can show the wholeness ability and the anti-seismic performance that promote assembly type structure's efficiency of construction, cross-section bearing capacity and structure. The utility model discloses can effectively improve traditional cast-in-place formula or the not enough "fat post" of thick beam ", maintenance cycle length, the poor scheduling problem of wholeness ability and anti-seismic performance that cause of material intensity of assembled steel pipe concrete-concrete beam node completely.
In order to achieve the above purpose, the utility model provides a following technical scheme:
a partially assembled concrete filled steel tubular column-concrete beam connecting node comprises a prestressed concrete beam, brackets, pin shafts, thin-wall square steel tubes, pin shaft nuts and core penetrating longitudinal bars;
the outer side wall of the thin-wall square steel pipe is provided with a bracket, and a square stiffening rib with a hole is arranged in the bracket;
the bottom of the prestressed concrete beam is provided with a prestressed tendon, and the end part of the prestressed tendon is provided with a built-in square steel plate; the front end of the built-in square steel plate is respectively provided with a top steel plate, a side steel plate, a square steel plate and a square steel plate with holes;
after the square steel plate with the holes and the square stiffening ribs with the holes are superposed, the pin shaft penetrates through the holes of the square steel plate with the holes and the square stiffening ribs with the holes and is fixed through a pin shaft nut;
the thin-wall square steel pipe is provided with a hole, one end of the core-through longitudinal bar penetrates through the hole to be fixed, and the other end of the core-through longitudinal bar is laid on the top of the prestressed concrete beam;
and pouring high-strength concrete inside the high-strength thin-wall square steel tube to form high-strength thin-wall square steel tube concrete, pouring post-cast strip concrete on the bracket, and pouring concrete on the core penetrating longitudinal bars at the top of the prestressed concrete beam to form a floor slab overlapped part.
Preferably, the strength grade of the thin-wall square steel tube is not lower than Q420, and the strength grade of the core high-strength concrete is not lower than C60.
Preferably, a stiffening grid is arranged at the core penetrating position of the core penetrating longitudinal rib.
Preferably, brass plates are arranged on two sides of the side steel plate and connected through high-strength bolts.
Preferably, the method for setting the prestressed tendons is a pretensioning method.
Preferably, two side faces of the square stiffening rib with the hole are respectively welded with the bottom plate of the steel bracket wrapped outside and the side wall of the thin-wall steel pipe.
Preferably, the bottom plate of bracket and the welding have the crown plate on the thin wall steel pipe lateral wall.
Preferably, the two square stiffening ribs with holes are in a group, and the square steel plate with holes is inserted into the middle of the two square stiffening ribs with holes and is fixed through a pin roll nut.
Preferably, the bracket is a U-shaped bracket with a hole.
Compared with the prior art, the utility model discloses following profitable technological effect has:
the utility model provides a part assembled steel core concrete column-concrete beam connected node can satisfy wholeness ability and anti-seismic performance between the beam column on the basis of guaranteeing quick modularization construction, the utility model discloses a novel connected node adopts the thin wall square steel core concrete column that excels in, and the existence of high-strength steel can show the restraint effect of reinforcing steel pipe to the concrete to pour into high-strength concrete inside the steel pipe, make the bearing capacity in cross-section show and promote. The steel members are embedded at the bottom of the precast concrete beam and firmly welded with the longitudinal ribs at the bottom of the beam, and in addition, friction energy dissipation connecting pieces are installed to improve the energy dissipation capacity of the joint parts under the action of an earthquake. Adopting a wet connection scheme at the upper part of the node, and continuing construction after short-term maintenance; and a dry type connecting scheme is adopted at the lower part of the node, and a high-strength bolt is adopted to connect the steel member prefabricated by the concrete beam, the bracket side plate and the internal stiffening rib.
The utility model provides a novel connected node of partly assembled high strength thin wall steel core concrete column-prefabricated (prestressing force) concrete beam can effectively overcome traditional cast-in-place formula or complete assembly formula steel core concrete column-concrete beam size, from great, the bearing capacity is low, the efficiency of construction is low, maintenance cycle is long and whole anti-seismic performance subalternation problem, adopt high strength material and high performance structural style, effectively promote the efficiency of construction and the structural performance of the novel mixed structure of steel core concrete column-concrete beam, use in modern civil construction, industrial building, special type building and other multi-layer important buildings and have better economic benefits and technological advantage
Furthermore, the square stiffening rib with the holes is welded with the bottom plate of the bracket and the concrete-filled steel tubular column, so that the bearing capacity of the bottom plate of the bracket is enhanced, and meanwhile, the square stiffening rib with the holes is connected with the precast concrete beam.
Furthermore, the core penetrating position of the core penetrating longitudinal rib is provided with a stiffening grid, and the stiffening grid can effectively reduce the adverse effect of the holes on the pipe wall in the local core area of the node.
Furthermore, brass plates are arranged on two sides of the side steel plate and connected through high-strength bolts, and the energy consumption capacity of the node is enhanced through friction between the brass plates and the steel plate.
Furthermore, the bottom of the prestressed concrete beam can be provided with prestressed tendons according to requirements, the prestressed tendons are arranged in a pre-tensioning method, and the prestressed tendons adopting the pre-tensioning method can improve the cracking performance and deformation control of the beam.
Furthermore, the U-shaped bracket with the hole is arranged at the connecting part of the concrete filled steel tubular column and the concrete beam, so that the beam can be put on the bracket in the hoisting process, the problem of installing components while hoisting is avoided, the building speed is increased, and the construction precision requirement is reduced.
Furthermore, the ring plates are welded for half a circle around the concrete-filled steel tubular column at the upper, middle and lower positions of the bracket, so that the ring plates and the bracket can bear force together, and the overall performance of the bracket and the column is enhanced.
Drawings
FIG. 1 is a schematic view of a partially fabricated concrete filled steel tubular column-concrete beam joint;
FIG. 2 is a schematic view of a high strength thin wall square concrete filled steel tube and an outsourcing bracket configuration;
FIG. 3 is a schematic view of a precast (prestressed) concrete beam construction;
FIG. 4 is a schematic cross-sectional view of a precast (prestressed) concrete beam;
FIG. 5 is a schematic view of a side steel plate;
fig. 6 is a schematic view of a brass plate.
In the drawings: a floor slab overlapping section 1; a prestressed concrete beam 2; a bracket 3; a ring plate 4; a pin shaft 5; 6, high-strength concrete; cold-bending the high-strength thin-wall steel pipe 7; a stiffening grid 8; post-cast strip concrete 9; a square stiffener with holes 10; a pin nut 11; a core penetrating longitudinal rib 12; a square steel plate 13 with holes; a square steel plate 14; a prestressed tendon 15; a hole 16; a brass plate 17; a high-strength bolt 18; a square steel plate 19 is arranged inside; a top steel plate 20; side steel plates 21.
Detailed Description
The present invention will now be described in further detail with reference to specific examples, which are intended to be illustrative, but not limiting, of the invention.
As shown in fig. 1 to 6, a partially fabricated concrete filled steel tubular column-concrete beam joint is composed of high-strength thin-walled square concrete filled steel tubular, a precast (prestressed) concrete beam, and a corbel 3. The high-strength thin-wall square steel tube concrete consists of a cold-formed high-strength thin-wall square steel tube 7 and core high-strength concrete 6, and a hole 16 is formed in the local part of the node core area; the prestressed concrete beam 2 is prefabricated by a factory and shares a longitudinal bar 12 which passes through a node core area with the cast-in-place floor slab laminated part 1; the bracket 3 can be used as a template for pouring the post-pouring belt concrete 9, is welded with the high-strength thin-wall square steel tube concrete column and the annular plate 4, and can bear the load in the use stage.
The strength grade of the cold-formed high-strength thin-wall square steel tube 7 of the high-strength square steel tube concrete column is not lower than Q420, and the strength grade of the core high-strength concrete 6 is not lower than C60.
The longitudinal ribs 12 in the cold-formed high-strength thin-wall steel pipe 7 penetrate through the core area of the node and are locally provided with holes 16, and the core high-strength concrete 6 and the post-cast strip concrete 9 at the beam end work together to bear the upper load of the beam together.
The stiffening grids 8 are arranged at the core penetrating positions of the core penetrating longitudinal ribs 12, so that the adverse effect of the holes 16 formed in the local core area of the node on the pipe wall can be effectively reduced.
The square stiffening ribs 10 with holes are arranged in the bracket 3 and are welded with the bottom plate of the bracket 3 and the cold-formed high-strength thin-wall steel pipe 7, so that the problems of local buckling and insufficient bearing capacity of the cold-formed high-strength thin-wall steel pipe 7 and the bracket 3 are solved. In addition, in order to improve the bearing capacity of the bracket 3, a ring plate 4 is welded on the bottom plate of the bracket 3 and the side plate of the cold-formed high-strength thin-wall steel pipe 7.
The prestressed concrete beam 2 adopts welding to effectively transmit the load of the prestressed tendon 15 to the built-in square steel plate 19, and the front end of the built-in square steel plate 19 is respectively welded with a top steel plate 20, a side steel plate 21, a square steel plate 14 and a square steel plate 13 with holes. In addition, two brass plates 17 and high-strength bolts 18 are arranged on the side steel plate 21, and the energy consumption capability of the node is enhanced through the friction between the brass plates 17 and the steel plate.
The upper part of the beam in the floor slab overlapping part 1 and the floor slab overlapping part 1 penetrate through the longitudinal rib 12, and the hole 16 is formed in the part of the longitudinal rib 12 penetrating through the node core area.
The utility model discloses a novel node scheme's characterized in that, the construction order is on-the-spot erects for steel pipe and steel corbel part, secondly hoist and mount prestressed concrete roof beam 2, then will sell axle 5 and pass foraminiferous square stiffening rib 10 and foraminiferous square steel sheet 13, and adopt round pin axle nut 11 fixed, will indulge muscle 12 afterwards and pass node core region part and open and have hole 16, and pour core high-strength concrete 6 and post-cast strip concrete 9, pour cast-in-place floor coincide part 1 at last, the utility model is suitable for a to building fast, the higher structure of wholeness ability and anti-seismic performance requirement.
The utility model discloses a partly assembled steel core concrete column-concrete beam connected node adopts the installation of partly assembled to effectively improve the efficiency of construction, and novel connected form can guarantee node or frame construction's whole anti-seismic performance.
The high-strength thin-wall square steel tube concrete column adopts high-strength steel and high-strength concrete, so that the problem of overlarge cross section caused by insufficient strength of the traditional material can be solved, the constraint effect of the high-strength steel on the core concrete is large, the bearing capacity of the high-strength material can be fully exerted, and the problems of overhigh use and construction cost of building materials and the like can be reduced. This kind of novel node has the bracket, can realize convenient construction after the quick hoist and mount, improves the efficiency of construction of on-the-spot machinery. The hole is opened to node core district steel pipe, can realize concrete in the post and the one-time whole shaping of pouring of beam-ends post-cast section concrete, is favorable to the biography power between the beam column. The friction energy dissipation connecting piece is arranged at the bottom of the precast concrete beam, and the overall performance and the anti-seismic performance of the structure are increased.
The utility model provides a novel connected node of partly assembled high strength thin wall steel core concrete column-prefabricated (prestressing force) concrete beam can effectively overcome traditional cast-in-place formula or complete assembly formula steel core concrete column-concrete beam size, from great, the bearing capacity is low, the efficiency of construction is low, maintenance cycle length and whole anti-seismic performance subalternation problem, adopt high-strength material and high performance structural style, effectively promote the efficiency of construction and the structural performance of the novel mixed structure of steel core concrete column-concrete beam, it has better economic benefits and technical advantage to use in modern civil construction, industrial building, special type building and other multilayer important buildings.
Examples
The utility model provides a partly assembled steel core concrete column-concrete beam connected node can overcome the not enough too big problem in cross-section that causes of traditional material intensity to the high-strength steel is great to the constraint effect of core concrete, and the bearing capacity that can full play high-strength material is favorable to reducing building material's use and the too high scheduling problem of construction cost. Utilize the utility model discloses a when novel node construction steel core concrete column-concrete beam frame construction, mainly divide into: the method comprises the steps of prefabricating parts in a factory, erecting steel pipes on site, hoisting prefabricated (prestressed) concrete beams, integrally installing on site and pouring concrete.
Factory prefabricated test piece
When a factory manufactures a precast (prestressed) concrete beam, the load of a prestressed tendon 15 can be effectively transmitted to the built-in square steel plate 14 by welding, and the front end of the built-in square steel plate 14 is welded with the square steel plate 13 with holes.
On-site erecting steel pipe
And (4) transporting steel pipes, brackets and other steel parts which are welded completely in a factory to a site, and erecting the steel pipes to serve as construction templates and supports.
Hoisting prefabricated (prestressed) concrete beam
The prestressed concrete beam 2 is transported to a construction site from a factory to be hoisted, placed on a bottom plate of the steel corbel 3, and the square steel plate 13 with the holes is inserted.
In situ monolithic installation
The pin 5 penetrates through the square stiffening rib 10 with holes and the square steel plate 13 with holes and is fixed by the pin nut 11, and then the core penetrating longitudinal rib 12 penetrates through the core area of the node and is partially provided with a hole 16.
Pouring of concrete
And pouring core high-strength concrete 6 and post-cast strip concrete 9, and finally pouring the cast-in-place floor slab laminated part 1, wherein after the steps are finished, the subsequent construction process can be continued after the concrete is cured to the specified strength.
Claims (9)
1. A partially assembled steel tube concrete column-concrete beam connecting node is characterized by comprising a prestressed concrete beam (2), brackets (3), a pin shaft (5), a thin-wall square steel tube (7), a pin shaft nut (11) and a core penetrating longitudinal rib (12);
the outer side wall of the thin-wall square steel pipe (7) is provided with a bracket (3), and a square stiffening rib (10) with a hole is arranged in the bracket (3);
the bottom of the prestressed concrete beam (2) is provided with a prestressed tendon (15), and the end part of the prestressed tendon (15) is provided with a built-in square steel plate (19); the front end of the built-in square steel plate (19) is respectively provided with a top steel plate (20), a side steel plate (21), a square steel plate (14) and a square steel plate (13) with holes;
after the square steel plate (13) with the holes and the square stiffening rib (10) with the holes are superposed, the pin shaft (5) penetrates through the holes of the square steel plate (13) with the holes and the square stiffening rib (10) with the holes and is fixed through a pin shaft nut (11);
a hole (16) is formed in the thin-wall square steel pipe (7), one end of the core penetrating longitudinal rib (12) penetrates through the hole (16) to be fixed, and the other end of the core penetrating longitudinal rib (12) is laid on the top of the prestressed concrete beam (2);
high-strength concrete (6) is poured inside the high-strength thin-wall square steel tube (7) to form high-strength thin-wall square steel tube concrete, post-cast strip concrete (9) is poured on the bracket (3), and concrete is poured on the core penetrating longitudinal rib (12) at the top of the prestressed concrete beam (2) to form a floor slab overlapped part (1).
2. A partially fabricated concrete filled steel tubular column-concrete beam connecting node according to claim 1, wherein said thin-walled square steel tube (7) has a strength grade of not less than Q420 and the core high-strength concrete (6) has a strength grade of not less than C60.
3. A partially fabricated concrete filled steel tubular column-concrete beam connection node according to claim 1, wherein a stiffening grid (8) is arranged at the core penetration position of said core penetration longitudinal rib (12).
4. A partially fabricated concrete filled steel tubular column-concrete beam connecting joint as claimed in claim 1, wherein said side steel plates (21) are provided at both sides with brass plates (17), and the brass plates (17) are connected with each other by means of high-strength bolts (18).
5. A partially fabricated concrete filled steel tubular column-concrete beam connection node according to claim 1, wherein said prestressing tendons (15) are installed by a pretensioning method.
6. A partially fabricated concrete filled steel tubular column-concrete beam connection node according to claim 1, wherein both side surfaces of the square reinforcing rib with holes (10) are welded with the bottom plate of the outer steel bracket (3) and the side walls of the thin-walled steel tubes (7), respectively.
7. A partially fabricated concrete filled steel tubular column-concrete beam connection node according to claim 1, wherein said bottom plate of bracket (3) and side wall of thin wall steel tube (7) are welded with ring plate (4).
8. A partially fabricated concrete filled steel tubular column-concrete beam connection node according to claim 1, wherein two said perforated square stiffeners (10) are grouped, and perforated square steel plates (13) are inserted into the middle of the two perforated square stiffeners (10) and fixed by pin nuts (11).
9. A partially fabricated concrete filled steel tubular column-concrete beam connecting joint according to claim 1, wherein said corbel (3) is a U-shaped holed corbel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221619114.0U CN217580552U (en) | 2022-06-22 | 2022-06-22 | Partially-assembled concrete filled steel tubular column-concrete beam connecting node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202221619114.0U CN217580552U (en) | 2022-06-22 | 2022-06-22 | Partially-assembled concrete filled steel tubular column-concrete beam connecting node |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN217580552U true CN217580552U (en) | 2022-10-14 |
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ID=83532370
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202221619114.0U Expired - Fee Related CN217580552U (en) | 2022-06-22 | 2022-06-22 | Partially-assembled concrete filled steel tubular column-concrete beam connecting node |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN217580552U (en) |
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2022
- 2022-06-22 CN CN202221619114.0U patent/CN217580552U/en not_active Expired - Fee Related
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| CF01 | Termination of patent right due to non-payment of annual fee |
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