CN201406767Y - Node for connecting circular concrete-filled tubular column and reinforced concrete floor - Google Patents
Node for connecting circular concrete-filled tubular column and reinforced concrete floor Download PDFInfo
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- CN201406767Y CN201406767Y CN2008202065994U CN200820206599U CN201406767Y CN 201406767 Y CN201406767 Y CN 201406767Y CN 2008202065994 U CN2008202065994 U CN 2008202065994U CN 200820206599 U CN200820206599 U CN 200820206599U CN 201406767 Y CN201406767 Y CN 201406767Y
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Abstract
The utility model discloses a node for connecting a circular concrete-filled tubular column and a reinforced concrete floor. Concrete is cast in the circular steel tube and at least one shearing annular rib is attached and welded at the outer side of the steel tube around the circumference of the steel tube. Annular beams are arranged at the outer side of the circular steel tube, reinforcing steelbars arranged in annular distribution and reinforcement stirrups arranged in radial arrangement in the radial direction form a steel reinforcement cage in which concrete is poured to form an integralconcrete floor. During the preparation process, the precast steel reinforcement case with annular beams is processed at the construction filed or in a factory, and after the steel reinforcement cageis hoisted and installed, frame beams of the floor are ligated, and then the annular beams and the concrete of the floor are cast at the same time to form the integral concrete floor. The node has nopiercing members and stiffening ring plates inside the steel tube thereof, the section of the steel tube is not weakened, and the casting of the concrete into the steel tube is not affected. The nodeis reasonable in force transmission, clear in stress strain, simple in form, high in bearing capacity, good in earthquake resistance and convenient to construct, has great significance for further popularizing the steel tubular concrete structures in engineering, and has good application prospect for engineering.
Description
Technical field
The utility model relates to concrete column and concrete beam connected node in the Structural Engineering in the civil engineering, specifically relates to a kind of novel joint that concrete-filled circular steel tube column is connected with reinforced concrete floor that is used for.
Background technology
Middle 1960s is especially after the nineties, and concrete filled steel tube day by day is widely used in the engineerings such as the high level of China and super highrise building, Longspan Bridge with its excellent mechanical property and cost performance.Owing to the effect of contraction of steel pipe to fill concrete, concrete is in the stress state of three-dimensional compression, thereby can give full play to its compressive strength on the one hand; On the other hand because concrete filling effect, improved steel pipe is resisted flexing under responsive to axial force ability.Encased structures is with its very rational combination of materials, can give full play to and utilize steel and concrete material characteristics separately, on performance, reach mutual supplement with each other's advantages, has plasticity and toughness preferably when improving the component load-bearing ability again, for the application of high-strength concrete and high-strength steel provides new approach.Adopt encased structures (especially concrete-filled circular steel tube column) can save a large amount of constructional materialss and easy construction, economic benefit also is conspicuous.
Simultaneously, by the national conditions of present stage China, highrise building is reaching the main cast-in-situ steel reinforced concrete beam-and-slab floor that adopts in following significant period of time now.How to solve steel core concrete column perplexing engineering circle always with being connected of reinforced concrete girder slab superstructure.And as steel tube concrete beam and column node, must transmit shearing and the moment of flexure that beam slab transmits reliably, and force path is directly clear and definite, has enough ductility, can satisfy the seismic design principle of " strong column and weak beam, strong node, weak member ".So steel core concrete column is one of key technology that must solve with being connected of reinforced concrete floor.
At present, there is complex structure to some extent in other connected node of steel core concrete column of using in engineering and reinforced concrete floor, and the welding job amount is big, installs complicated, building of overslaugh pipe inner concrete, the steel pipe walls shortcomings such as influencing the concrete filled steel tube columns bearing capacity that punches.Propose power transmission rationally, safety economy, the steel core concrete column of easy construction and the novel connected node of reinforced concrete girder slab superstructure, becoming the advantage of giving full play to encased structures, the key of promoting encased structures, is the problem that engineering circle urgently will solve.
The utility model content
The purpose of this utility model is to provide that a kind of power transmission is clear and definite, the safe and reliable and convenient construction that can fully guarantee node, the node that concrete-filled circular steel tube column is connected with reinforced concrete floor that is used for of economizing material economy.
The purpose of this utility model is achieved through the following technical solutions:
Be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, comprise round steel pipe, flooring Vierendeel girder or arch without beam plate, ring beam and be welded in the anti-shear ring in the round steel pipe outside; Concreting in the described round steel pipe, at least one anti-shear ring muscle paste along the steel pipe circumference and are welded in the steel pipe outside; Described ring beam is positioned at the round steel pipe outside, constitutes reinforcing cage by the reinforcing bar of arranging along hoop with the stirrup that radially becomes radial arrangement; Described ring beam depth of section is greater than the thickness of flooring Vierendeel girder depth of section or arch without beam plate, the ring beam breadth of section is not less than the thickness of the wide or arch without beam in Vierendeel girder cross section, the anchoring in ring beam of the reinforcing bar of the reinforcing bar of flooring Vierendeel girder or arch without beam plate forms the monolithic concrete superstructure with concreting.
For further realizing the purpose of this utility model, described ring beam stirrup radially becomes radial arrangement.
When the height of ring beam 〉=450mm, along short transverse configuration hoop waist muscle, waist muscle diameter is not less than 12mm, and its spacing is not more than 200mm in two sides of ring beam.
Described superstructure beam reinforced steel bar anchors into the length of ring beam more than or equal to corresponding anchorage length LaE.
Described anti-shear ring is circular or square reinforcing bar.
Described ring beam depth of section is greater than the thickness 50mm of flooring Vierendeel girder depth of section or arch without beam plate.
The relative prior art of the utility model has following advantage and beneficial effect:
(1) the utility model proposes the novel joint that a kind of concrete-filled circular steel tube column is connected with reinforced concrete floor, around the round steel pipe concrete column one reinforced concrete circle beam is set and is used to transmit framework beam-ends moment of flexure, at ring beam middle part or the bottom steel tube outer surface paste circular (or square) reinforcing bar of weldering, be called anti-shear ring, be used for Transfer of Shear.Manufacture craft is simple, and stressed rationally reliable, steel using amount is few, cost saving.
(2) ultimate bearing capacity of joints height, anti-seismic performance is good.Ultimate bearing capacity of joints is higher than the flooring Vierendeel girder bearing capacity that is attached thereto; The application of anti-shear ring, the safety stock height; This novel joint can guarantee the principles of structural design of " strong node, weak member " well, satisfies the anti-seismic construction requirement of " strong column and weak beam ".
(3) the node ring beam is non-directional, and is easy for installation, is convenient to be connected with the Vierendeel girder of any direction.
(4) it is identical with general concrete beam that easy construction, the colligation of reinforced concrete circle beam reinforcing cage require; Anti-shear ring only is connected with steel pipe walls by fillet weld, and the welding job amount is little, and can finish at produce in factory; Except that the spreading of steel pipe, the scene does not have the welding job amount, and it is convenient to construct.
(5) steel duct does not have the punching member and the ring flat-plate of putting more energy into, and steel pipe walls need not punch, and steel tube section is not weakened, and can guarantee the cross section bearing capacity of steel core concrete column, is convenient to manage simultaneously building of inner concrete yet.
Description of drawings
Fig. 1 is the vertical view of concrete-filled circular steel tube column and reinforced concrete floor connected node.
Fig. 2 is the elevation of concrete-filled circular steel tube column and reinforced concrete floor connected node.
Fig. 3 is that the A-A of Fig. 2 is to sectional view.
Fig. 4 is that the B-B of Fig. 1 is to sectional view.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is described in further detail, but embodiment of the present utility model is not limited thereto.
Shown in Fig. 1,2,3,4, be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor and comprise: ring reinforcing bar 4, ring beam outer shroud reinforcing bar 5, ring beam stirrup 6 in round steel pipe 1, flooring Vierendeel girder 2, ring beam 3, the ring beam, anti-shear ring 7.Ring beam 3 is positioned at round steel pipe 1 outside, ring beam 3 builds up cirque structure by ring reinforcing bar 4 and ring beam outer shroud reinforcing bar 5 in the ring beam up and down and ring beam stirrup 6 through concrete casting, wherein ring reinforcing bar 4, ring beam outer shroud reinforcing bar 5 and ring beam stirrup 6 form reinforcing cage by colligation in the ring beam, ring reinforcing bar 4 and ring beam outer shroud reinforcing bar 5 are arranged in the upper and lower of ring beam in the ring beam, 6 colligations of ring beam stirrup encircle in ring beam on reinforcing bar 4 and the ring beam outer shroud reinforcing bar 5, spacing between the ring beam stirrup 6 determines that by Force Calculation ring beam stirrup 6 radially becomes radial arrangement; When depth of beam 〉=450mm, along short transverse configuration hoop waist muscle, waist muscle diameter is not less than 12mm, and its spacing is not more than 200mm in two sides of ring beam; Ring beam 3 depth of sections are preferably greater than 50mm greater than the thickness of flooring Vierendeel girder cross section 2 height or arch without beam plate; Ring beam 3 breadth of section are not less than the thickness of the wide or arch without beam in Vierendeel girder cross section, and reinforcing bar anchoring in ring beam 3 of the reinforcing bar of flooring Vierendeel girder 2 or arch without beam plate is built with concreting and to be formed the monolithic concrete superstructure; Concreting in the round steel pipe, the anti-shear ring level in the tube wall outside is pasted the weldering anti-shear ring.Anti-shear ring 7 is circular or square reinforcing bar, and anti-shear ring 7 adopts fillet weld with the welding of steel pipe column 1 outer wall.
Flooring Vierendeel girder 2 is a reinforced concrete beam, and the stirrup 10 of Vierendeel girder upper longitudinal bar 8, the vertical muscle 9 in Vierendeel girder bottom and Vierendeel girder constitutes the bar construction of flooring Vierendeel girder 2.The anchoring in ring beam 3 of the reinforcing bar of flooring Vierendeel girder 2 is meant that the vertical muscle 9 of Vierendeel girder upper longitudinal bar 8 and Vierendeel girder bottom stretches in the ring beam 3, and satisfies antidetonation anchorage length LaE requirement.The reinforcing bar of arch without beam plate anchoring preparation method in ring beam 3 is identical with 2 anchorings of flooring Vierendeel girder.
This concrete-filled circular steel tube column is as follows with the preparation process of reinforced concrete floor connected node:
The first step is determined reinforced concrete circle beam 3 beam section sizes, and the beam section aspect ratio of ring beam 3 and its flooring Vierendeel girder 2 big 50mm that intersect are with flooring Vierendeel girder 2 comparisons of depth of section maximum; Ring beam 3 breadth of section are not less than with Vierendeel girder 2 cross sections of its breadth of section maximum that intersects wide, and satisfy the anchoring horizontal section length of the vertical muscle 8 of Vierendeel girder.Node formwork and superstructure are finished the same period.
Second step was pasted the anti-shear ring 7 in the weldering concrete-filled circular steel tube column steel pipe walls outside, and anti-shear ring is established twice, and in the ring beam middle part, another road is in the bottom together.
The 3rd step was made the reinforcing cage around the reinforced concrete circle beam 3 of concrete-filled circular steel tube column 1.The ring muscle of reinforcing cage and stirrup quantity are by calculating and constructing and determine.
The 4th step according to fixed ring muscle and stirrup amount of reinforcement and physical dimension on ground or other work planes make reinforcing cages.
After the lifting of the 5th step reinforcing cage is intact, Vierendeel girder and floor bar stretch into the ring beam anchoring, wait to seal the ring beam side template after, (the concrete filled steel tube inner concrete is built and should be built prior to superstructure can concreting to form the monolithic concrete superstructure, otherwise should keep support, avoid the sky steel pipe stressed).
This example is used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, steel pipe adopts Q345B, concrete strength is identical with the superstructure concrete strength, the ring beam reinforced steel bar strength is identical with the flooring Vierendeel girder, be III level steel, welding rod adopts the E50 type, solder flux 5014, and the fillet weld of anti-shear ring and steel pipe walls reaches three grades of weldquality requirements.
As mentioned above, can realize the utility model preferably.
Claims (6)
1, is used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: comprise round steel pipe, flooring Vierendeel girder or arch without beam plate, ring beam and be welded in the anti-shear ring in the round steel pipe outside; Concreting in the described round steel pipe, at least one anti-shear ring muscle paste along the steel pipe circumference and are welded in the steel pipe outside; Described ring beam is positioned at the round steel pipe outside, constitutes reinforcing cage by the reinforcing bar of arranging along hoop with the stirrup that radially becomes radial arrangement; Described ring beam depth of section is greater than the thickness of flooring Vierendeel girder depth of section or arch without beam plate, the ring beam breadth of section is not less than the thickness of the wide or arch without beam in Vierendeel girder cross section, the anchoring in ring beam of the reinforcing bar of the reinforcing bar of flooring Vierendeel girder or arch without beam plate forms the monolithic concrete superstructure with concreting.
2, according to claim 1ly be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: described ring beam stirrup radially becomes radial arrangement.
3, according to claim 1ly be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: when the height of ring beam 〉=450mm, two sides at ring beam dispose hoop waist muscle along short transverse, waist muscle diameter is not less than 12mm, and its spacing is not more than 200mm.
4, according to claim 1ly be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: described superstructure beam reinforced steel bar anchors into the length of ring beam more than or equal to corresponding anchorage length.
5, according to claim 1ly be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: described anti-shear ring is circular or square reinforcing bar.
6, according to claim 1ly be used for the node that concrete-filled circular steel tube column is connected with reinforced concrete floor, it is characterized in that: described ring beam depth of section is greater than the thickness 50mm of flooring Vierendeel girder depth of section or arch without beam plate.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008202065994U CN201406767Y (en) | 2008-12-31 | 2008-12-31 | Node for connecting circular concrete-filled tubular column and reinforced concrete floor |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008202065994U CN201406767Y (en) | 2008-12-31 | 2008-12-31 | Node for connecting circular concrete-filled tubular column and reinforced concrete floor |
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| Publication Number | Publication Date |
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| CN201406767Y true CN201406767Y (en) | 2010-02-17 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN2008202065994U Expired - Fee Related CN201406767Y (en) | 2008-12-31 | 2008-12-31 | Node for connecting circular concrete-filled tubular column and reinforced concrete floor |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101979791A (en) * | 2010-12-02 | 2011-02-23 | 北京建工集团有限责任公司 | Ring beam and annular corbel column reinforced connection joint and construction method thereof |
| CN102155051A (en) * | 2011-01-26 | 2011-08-17 | 北京交通大学 | Method and structure for connecting concrete rib girder and nodes of framework column |
| CN102535648A (en) * | 2012-03-07 | 2012-07-04 | 中国建筑第八工程局有限公司 | Steel pipe column ring beam column node structure and construction method thereof |
| CN108560715A (en) * | 2018-03-21 | 2018-09-21 | 中建四局第六建筑工程有限公司 | A kind of construction method and operating platform of large diameter steel pipe band of column beam |
| CN110056084A (en) * | 2019-04-16 | 2019-07-26 | 武汉大学 | Self-locking concrete-filled circular steel tube column node |
| CN110185179A (en) * | 2019-05-29 | 2019-08-30 | 兰州理工大学 | Assembled hangs the building structure of superstructure Self-resetting and construction method |
| CN111608202A (en) * | 2020-06-23 | 2020-09-01 | 中国建筑第四工程局有限公司 | Reverse construction method basement ring beam steel bar installation method and device |
-
2008
- 2008-12-31 CN CN2008202065994U patent/CN201406767Y/en not_active Expired - Fee Related
Cited By (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101979791A (en) * | 2010-12-02 | 2011-02-23 | 北京建工集团有限责任公司 | Ring beam and annular corbel column reinforced connection joint and construction method thereof |
| CN101979791B (en) * | 2010-12-02 | 2012-04-11 | 北京建工集团有限责任公司 | Ring beam and annular corbel column reinforced connection joint construction method |
| CN102155051A (en) * | 2011-01-26 | 2011-08-17 | 北京交通大学 | Method and structure for connecting concrete rib girder and nodes of framework column |
| CN102155051B (en) * | 2011-01-26 | 2012-08-22 | 北京交通大学 | Method and structure for connecting concrete rib girder and nodes of framework column |
| CN102535648A (en) * | 2012-03-07 | 2012-07-04 | 中国建筑第八工程局有限公司 | Steel pipe column ring beam column node structure and construction method thereof |
| CN102535648B (en) * | 2012-03-07 | 2014-10-15 | 中国建筑第八工程局有限公司 | Steel pipe column ring beam column node structure and construction method thereof |
| CN108560715A (en) * | 2018-03-21 | 2018-09-21 | 中建四局第六建筑工程有限公司 | A kind of construction method and operating platform of large diameter steel pipe band of column beam |
| CN110056084A (en) * | 2019-04-16 | 2019-07-26 | 武汉大学 | Self-locking concrete-filled circular steel tube column node |
| CN110185179A (en) * | 2019-05-29 | 2019-08-30 | 兰州理工大学 | Assembled hangs the building structure of superstructure Self-resetting and construction method |
| CN110185179B (en) * | 2019-05-29 | 2020-11-20 | 兰州理工大学 | Assembly type suspended floor self-resetting building structure and construction method |
| CN111608202A (en) * | 2020-06-23 | 2020-09-01 | 中国建筑第四工程局有限公司 | Reverse construction method basement ring beam steel bar installation method and device |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20100217 Termination date: 20131231 |