CN204715540U - A kind of round steel pipe binding type steel concrete column and steel beam joint structure - Google Patents
A kind of round steel pipe binding type steel concrete column and steel beam joint structure Download PDFInfo
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- CN204715540U CN204715540U CN201520425042.XU CN201520425042U CN204715540U CN 204715540 U CN204715540 U CN 204715540U CN 201520425042 U CN201520425042 U CN 201520425042U CN 204715540 U CN204715540 U CN 204715540U
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Abstract
The utility model discloses a kind of round steel pipe binding type steel concrete column and steel beam joint structure, comprise core shaped steel, some node area longitudinal reinforcements, some node area stirrups, concrete, the first girder steel, the second girder steel, the 3rd girder steel, the 4th girder steel, the first round steel pipe, the second round steel pipe and node area constraint ring beam; Described core type ladle draws together the first shape steel web and the second shape steel web, first shape steel web welds with the second shape steel web and forms cross-shaped profile steel structure, and the two ends of the first shape steel web are respectively equipped with the first section steel flange and the second section steel flange, the two ends of the second shape steel web are respectively equipped with the 3rd section steel flange and the 4th section steel flange, and described node area constraint ring beam comprises some ring beams and indulges muscle and some ring beam stirrups.Node area intensity of the present utility model is strong, excellent earthquake resistance, and bearing capacity is high, good integrity, and power transmission is clear and definite, and safely, reliably.
Description
Technical field
The utility model belongs to civil engineering structure design field, relates to a kind of round steel pipe binding type steel concrete column and steel beam joint structure.
Background technology
In steel-concrete combined structure, the vertical load-bearing pillar of tradition mainly comprises steel core concrete column and profile steel concrete column two kinds of forms.These two kinds coupled column bearing capacity is high, anti-seismic performance good, cost is moderate, by structural engineer is favored, becomes the first-selected component form of compression ratio of frame columns for high building.But along with the accumulation of engineering practice and the development of high strength structure material, they show certain limitation gradually.The ductility of concrete filled steel tube is better than steel concrete, but steel pipe just produces effective effect of contraction to core concrete after entering elastic-plastic phase in steel core concrete column, binding effect is not strong, and steel pipe and concrete shared axial load easily cause steel pipe Plate buckling, cause pillar anti-seismic performance to decline.When steel core concrete column is connected with reinforced concrete beam, node often adopts through ribbed and outer annular-stiffer formula two kinds, and design of node is complicated, and difficulty of construction is large.Then need in profile steel concrete column to establish reinforcing cage to ensure the acting in conjunction of concrete and shaped steel, cause cross section shaped steel and reinforcing bar densely distributed, concreting and difficulty of vibrating, and concrete is tied deficiency in profile steel concrete column, cause limit value of axial compression ratio on the low side, steel and concrete supporting capacity can not be made full use of.
In long-term research work and engineering practice basis, Zhou Xuhong etc. propose a kind of Novel combined column form of structure-steel tube binding type steel concrete column.The outside steel pipe of steel tube binding type steel concrete column disconnects at bean column node place, and not by joint cores, steel pipe does not directly bear longitudinal load, only plays effect of contraction to core concrete.Steel tube binding type steel concrete column inherits the advantage of steel core concrete column and profile steel concrete column, and steel pipe is applied with continuous constraint effect to concrete, improves concrete compressive strength and improves concrete ductility; The existence of shaped steel improves the shear resistance of pillar; Concrete existence compensate for the shortcoming of shaped steel and the easy flexing unstability of empty steel pipe.Based on the mechanical property that steel tube binding type steel concrete is superior, Chinese scholars conducts in-depth research it in recent years.Research shows, the resistance to compression of steel tube binding type steel concrete column, shear-carrying capacity are high, and anti-seismic performance is superior, and stratified deformation ability is strong, and fire resistance is good, easy construction, can make full use of Materials with High Strength performance, is a kind of combining structure form with broad development prospect.
At present, the concrete research of steel tube binding type steel is mainly concentrated on to static(al) and the anti-seismic performance of component, system is not yet goed deep into the research of steel tube binding type steel concrete column-steel beam joint and carries out.Concrete frame joint is the important component part of frame construction, and the mechanical property of joint cores plays critical effect to the integral rigidity of structure and stress performance.All previous earthquake shows, node area is the position be easily damaged under geological process, and node area supporting capacity or deformability deficiency are the major reasons causing structural deterioration.The joint forms such as the through ribbed of conventional steel beam column built from concrete and outer annular-stiffer formula, all must rely on steel pipe Transfer of Shear in varying degrees, thus make steel pipe directly bear longitudinal force.And when adopting steel tube binding type steel concrete frame trestle, due to the essential distinction of force modes, steel pipe disconnects in node area, and node area is on the weak side, and conventional node cannot be continued to use.Promote the new structural members that this stress performance of steel tube binding type steel concrete column is good, must the node that adapts with it of research and design.
In sum, the excellent in mechanical performance of steel tube binding type steel concrete column, has wide application prospect.But because post outside steel pipe disconnects in node area, essential distinction is had with the force modes of traditional group zygostyle, the conventional node of outside steel pipe Transfer of Shear is relied on to continue to use in various degree, and the node being applicable to steel tube binding type steel concrete column studies not yet system expansion, almost blank, seriously constrain the concrete application & development of steel tube binding type steel.
Joint behavior research is key scientific problems urgently to be resolved hurrily, therefore, system further investigation steel tube binding type steel concrete column and steel beam joint stress performance, propose to meet " strong node, weak component " design principles, bearing capacity is high, good integrity, power transmission is clear and definite, and safe and reliable, the joint form of easy construction is steel tube confinement reinforced concrete structure research aspect key scientific problems urgently to be resolved hurrily.
Utility model content
The purpose of this utility model is the shortcoming overcoming above-mentioned prior art, provides a kind of round steel pipe binding type steel concrete column and steel beam joint structure, and the node area intensity of this structure is strong, excellent earthquake resistance, bearing capacity is high, good integrity, power transmission is clear and definite, and safely, reliably.
For achieving the above object, round steel pipe binding type steel concrete column described in the utility model and steel beam joint structure comprise core shaped steel, concrete, the first girder steel, the second girder steel, the 3rd girder steel, the 4th girder steel, the first round steel pipe, the second round steel pipe and node area and retrain ring beam;
Described core type ladle draws together the first shape steel web and the second shape steel web, first shape steel web welds with the second shape steel web and forms cross-shaped profile steel structure, and the two ends of the first shape steel web are respectively equipped with the first section steel flange and the second section steel flange, the two ends of the second shape steel web are respectively equipped with the 3rd section steel flange and the 4th section steel flange;
The end of the end of the first girder steel, the end of the second girder steel, the 3rd girder steel and the end of the 4th girder steel is individually fixed on the lateral surface of the first section steel flange, on the lateral surface of the second section steel flange, on the lateral surface of the 3rd section steel flange and on the lateral surface of the 4th section steel flange, and the first girder steel, the second girder steel, the 3rd girder steel and the 4th girder steel composition decussate texture;
Described node area constraint ring beam comprises some ring beams and indulges muscle, and each ring beam indulges the web of muscle through the web of the first girder steel, the web of the second girder steel, the web of the 3rd girder steel and the 4th girder steel;
The end of the end of the first girder steel, the end of the second girder steel, the 3rd girder steel, the end of the 4th girder steel, core shaped steel and node area constraint ring beam are all wrapped in concrete, first round steel pipe and the second round steel pipe are socketed on concrete, and the first round steel pipe and the second round steel pipe lay respectively at top and the bottom of decussate texture.
Described each ring beam indulges muscle and the colligation of some ring beam stirrups forms reinforcing cage.
Also comprise some node area longitudinal reinforcements and some node area stirrups, each node area longitudinal reinforcement distributes along the circumference of core shaped steel, each node area longitudinal reinforcement and the colligation of node area stirrup form reinforcing cage, and the two ends up and down of each node area longitudinal reinforcement are individually fixed in the inwall of the first round steel pipe and the inwall of the second round steel pipe.
The medial surface of the first section steel flange is connected by the first stiffening rib with the medial surface of the 3rd section steel flange;
The medial surface of the first section steel flange is connected by the second stiffening rib with the medial surface of the 4th section steel flange;
The medial surface of the second section steel flange is connected by the 3rd stiffening rib with the medial surface of the 3rd section steel flange;
The medial surface of the second section steel flange is connected by the 4th stiffening rib with the medial surface of the 4th section steel flange.
Described first round steel pipe and all have gap between the second round steel pipe and decussate texture.
The parallel distribution of each node area longitudinal reinforcement, each ring beam indulges the parallel distribution of muscle.
The web of the web of described first girder steel, the web of the second girder steel, the 3rd girder steel and the web of the 4th girder steel all offer the through hole passed for indulging muscle for ring beam.
The utility model has following beneficial effect:
In round steel pipe binding type steel concrete column described in the utility model and steel beam joint structure, first girder steel, the second girder steel, the 3rd girder steel and the 4th girder steel are all through the lateral surface being individually fixed in the lateral surface of the first section steel flange, the lateral surface of the second section steel flange, the lateral surface of the 3rd section steel flange and the 4th section steel flange after concrete, effectively can transmit moment of flexure, meet the design principles of " strong post, weak beam and node are stronger ".Be socketed on concrete by the first round steel pipe and the second round steel pipe simultaneously, effectively can provide effect of contraction to the concrete in steel pipe, steel pipe inner concrete also can compensate for the shortcoming of shaped steel and the easy flexing unstability of empty steel pipe, thus specific implementation bearing capacity is high, good integrity, power transmission is clear and definite, stratified deformation ability is strong, fire resistance good, easy construction can make full use of the features such as Materials with High Strength performance.In addition, ring beam in node area constraint ring beam indulges the web of muscle through the web of the first girder steel, the web of the second girder steel, the web of the 3rd girder steel and the 4th girder steel, ensure the rigidity of node, thus avoid node area transverse breakage, bearing capacity is significantly promoted, and simplicity of design, constructability, node area is wrapped in concrete, and overall performance is excellent.
Further, by the first stiffening rib, the second stiffening rib, the 3rd stiffening rib and the 4th stiffening rib, the first section steel flange, the second section steel flange, the 3rd section steel flange and the 4th section steel flange are connected, strengthen the intensity of node area, improve the node area anti-seismic performance of node area, and design and construction is all simple.
Accompanying drawing explanation
Fig. 1 is structural representation of the present utility model;
Fig. 2 is sectional view of the present utility model.
Wherein, 1 is node area longitudinal reinforcement, 2 is node area stirrup, 31 is the first section steel flange, 32 is the second section steel flange, 33 is the 3rd section steel flange, 34 is the 4th section steel flange, 41 is the first stiffening rib, 42 is the second stiffening rib, 43 is the 3rd stiffening rib, 44 is the 4th stiffening rib, 5 is core shaped steel, 61 is the second round steel pipe, 62 is the first round steel pipe, 71 is the first girder steel, 72 is the second girder steel, 73 is the 3rd girder steel, 74 is the 4th girder steel, 8 indulge muscle for ring beam, 9 is ring beam stirrup, 10 is node area constraint ring beam, 111 is the first shape steel web, 112 is the second shape steel web.
Detailed description of the invention
Below in conjunction with accompanying drawing, the utility model is described in further detail:
With reference to figure 1 and Fig. 2, round steel pipe binding type steel concrete column described in the utility model and steel beam joint structure comprise core shaped steel 5, concrete, the first girder steel 71, second girder steel 72, the 3rd girder steel 73, the 4th girder steel 74, first round steel pipe 62, second round steel pipe 61 and node area and retrain ring beam 10; Core shaped steel 5 comprises the first shape steel web 111 and the second shape steel web 112, first shape steel web 111 welds with the second shape steel web 112 and forms cross-shaped profile steel structure, and the two ends that the two ends of the first shape steel web 111 are respectively equipped with the first section steel flange 31 and the second section steel flange 32, second shape steel web 112 are respectively equipped with the 3rd section steel flange 33 and the 4th section steel flange 34; The end of the first girder steel 71, the end of the second girder steel 72, the end of the 3rd girder steel 73 and the end of the 4th girder steel 74 are individually fixed on the lateral surface of the first section steel flange 31, on the lateral surface of the second section steel flange 32, on the lateral surface of the 3rd section steel flange 33 and on the lateral surface of the 4th section steel flange 34, and the first girder steel 71, second girder steel 72, the 3rd girder steel 73 and the 4th girder steel 74 form decussate texture; Node area constraint ring beam 10 comprises some ring beams and indulges muscle 8, and each ring beam indulges the web of muscle 8 through the web of the first girder steel 71, the web of the second girder steel 72, the web of the 3rd girder steel 73 and the 4th girder steel 74; The end of the end of the first girder steel 71, the end of the second girder steel 72, the 3rd girder steel 73, the end of the 4th girder steel 74, core shaped steel 5 and node area constraint ring beam 10 are all wrapped in concrete, first round steel pipe 62 and the second round steel pipe 61 are socketed on concrete, and the first round steel pipe 62 and the second round steel pipe 61 lay respectively at top and the bottom of decussate texture.
It should be noted that, described each ring beam is indulged muscle 8 and is formed reinforcing cage with the colligation of some ring beam stirrups 9.In addition, the utility model also comprises some node area longitudinal reinforcements 1 and some node area stirrups 2, each node area longitudinal reinforcement 1 distributes along the circumference of core shaped steel 5, each node area longitudinal reinforcement 1 forms reinforcing cage with node area stirrup 2 colligation, and the two ends up and down of each node area longitudinal reinforcement 1 are individually fixed in the inwall of the first round steel pipe 62 and the inwall of the second round steel pipe 61; The medial surface of the first section steel flange 31 is connected by the first stiffening rib 41 with the medial surface of the 3rd section steel flange 33; The medial surface of the first section steel flange 31 is connected by the second stiffening rib 42 with the medial surface of the 4th section steel flange 34; The medial surface of the second section steel flange 32 is connected by the 3rd stiffening rib 43 with the medial surface of the 3rd section steel flange 33, and the medial surface of the second section steel flange 32 is connected by the 4th stiffening rib 44 with the medial surface of the 4th section steel flange 34; First round steel pipe 62 and all have gap between the second round steel pipe 61 and decussate texture; The parallel distribution of each node area longitudinal reinforcement 1, each ring beam indulges the parallel distribution of muscle 8; The web of the first girder steel 71, the web of the second girder steel 72, the web of the 3rd girder steel 73 and the web of the 4th girder steel 74 all offer the through hole passed for indulging muscle 8 for ring beam.
Specific implementation process of the present utility model is: 1) by designing requirement processing and fabricating core shaped steel 5, welds the first stiffening rib 41, second stiffening rib 42, the 3rd stiffening rib 43 and the 4th stiffening rib 44 at core shaped steel 5 design attitude; 2) core shaped steel 55 and the second steel pipe column 61 is lifted; 3) order of welding first girder steel 71, second girder steel 72, the 3rd girder steel 73, the 4th girder steel 74 and each reinforcing bar of colligation node area is considered, can node area longitudinal reinforcement 1 in first colligation second round steel pipe 61 and node area stirrup 2, and be fixed in the second round steel pipe 61, and then 4) the first girder steel 71, second girder steel 72, the 3rd girder steel 73 and the 4th girder steel 74 are weldingly connected with core shaped steel 5 respectively; 5) colligation Nodes stirrup, ring beam indulge muscle 8 and ring beam stirrup 9; 6) the node stirrup in colligation first round steel pipe 62; 7) the first round steel pipe 62 is lifted; 8) overall unified concreting.
Claims (7)
1. a round steel pipe binding type steel concrete column and steel beam joint structure, it is characterized in that, comprise core shaped steel (5), concrete, the first girder steel (71), the second girder steel (72), the 3rd girder steel (73), the 4th girder steel (74), the first round steel pipe (62), the second round steel pipe (61) and node area constraint ring beam (10);
Described core shaped steel (5) comprises the first shape steel web (111) and the second shape steel web (112), first shape steel web (111) welds with the second shape steel web (112) and forms cross-shaped profile steel structure, and the two ends of the first shape steel web (111) are respectively equipped with the first section steel flange (31) and the second section steel flange (32), the two ends of the second shape steel web (112) are respectively equipped with the 3rd section steel flange (33) and the 4th section steel flange (34);
The end of the end of the first girder steel (71), the end of the second girder steel (72), the 3rd girder steel (73) and the end of the 4th girder steel (74) is individually fixed on the lateral surface of the first section steel flange (31), on the lateral surface of the second section steel flange (32), on the lateral surface of the 3rd section steel flange (33) and on the lateral surface of the 4th section steel flange (34), and the first girder steel (71), the second girder steel (72), the 3rd girder steel (73) and the 4th girder steel (74) composition decussate texture;
Described node area constraint ring beam (10) comprises some ring beams and indulges muscle (8), and each ring beam indulges the web of muscle (8) through the web of the first girder steel (71), the web of the second girder steel (72), the web of the 3rd girder steel (73) and the 4th girder steel (74);
The end of the end of the first girder steel (71), the end of the second girder steel (72), the 3rd girder steel (73), the end of the 4th girder steel (74), core shaped steel (5) and node area constraint ring beam (10) are all wrapped in concrete, first round steel pipe (62) and the second round steel pipe (61) are socketed on concrete, and the first round steel pipe (62) and the second round steel pipe (61) lay respectively at top and the bottom of decussate texture.
2. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, it is characterized in that, described node area constraint ring beam (10) also comprises some ring beam stirrups (9), and described each ring beam is indulged muscle (8) and formed reinforcing cage with the colligation of some ring beam stirrups (9).
3. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, it is characterized in that, also comprise some node area longitudinal reinforcements (1) and some node area stirrups (2), each node area longitudinal reinforcement (1) distributes along the circumference of core shaped steel (5), each node area longitudinal reinforcement (1) and node area stirrup (2) colligation form reinforcing cage, and the two ends up and down of each node area longitudinal reinforcement (1) are individually fixed in the inwall of the first round steel pipe (62) and the inwall of the second round steel pipe (61).
4. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, is characterized in that,
The medial surface of the first section steel flange (31) is connected by the first stiffening rib (41) with the medial surface of the 3rd section steel flange (33);
The medial surface of the first section steel flange (31) is connected by the second stiffening rib (42) with the medial surface of the 4th section steel flange (34);
The medial surface of the second section steel flange (32) is connected by the 3rd stiffening rib (43) with the medial surface of the 3rd section steel flange (33);
The medial surface of the second section steel flange (32) is connected by the 4th stiffening rib (44) with the medial surface of the 4th section steel flange (34).
5. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, is characterized in that, described first round steel pipe (62) and all have gap between the second round steel pipe (61) and decussate texture.
6. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, is characterized in that, the parallel distribution of each node area longitudinal reinforcement (1), each ring beam indulges muscle (8) parallel distribution.
7. round steel pipe binding type steel concrete column according to claim 1 and steel beam joint structure, it is characterized in that, the web of the web of described first girder steel (71), the web of the second girder steel (72), the 3rd girder steel (73) and the web of the 4th girder steel (74) all offer the through hole passed for indulging muscle (8) for ring beam.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201520425042.XU CN204715540U (en) | 2015-06-18 | 2015-06-18 | A kind of round steel pipe binding type steel concrete column and steel beam joint structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201520425042.XU CN204715540U (en) | 2015-06-18 | 2015-06-18 | A kind of round steel pipe binding type steel concrete column and steel beam joint structure |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963415A (en) * | 2015-06-18 | 2015-10-07 | 长安大学 | Circular steel tube constraint type steel concrete column and steel beam node structure |
| CN108118783A (en) * | 2017-12-28 | 2018-06-05 | 清华大学 | A kind of connecting node of steel core concrete column and girder steel |
| CN112800555A (en) * | 2021-01-22 | 2021-05-14 | 湖北省工业建筑集团有限公司 | Method for calculating stable bearing capacity of T-shaped ring beam of steel silo |
-
2015
- 2015-06-18 CN CN201520425042.XU patent/CN204715540U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104963415A (en) * | 2015-06-18 | 2015-10-07 | 长安大学 | Circular steel tube constraint type steel concrete column and steel beam node structure |
| CN104963415B (en) * | 2015-06-18 | 2018-06-19 | 长安大学 | A kind of round steel pipe binding type steel concrete column and steel beam joint structure |
| CN108118783A (en) * | 2017-12-28 | 2018-06-05 | 清华大学 | A kind of connecting node of steel core concrete column and girder steel |
| CN108118783B (en) * | 2017-12-28 | 2023-12-29 | 清华大学 | Connecting node of steel pipe concrete column and steel beam |
| CN112800555A (en) * | 2021-01-22 | 2021-05-14 | 湖北省工业建筑集团有限公司 | Method for calculating stable bearing capacity of T-shaped ring beam of steel silo |
| CN112800555B (en) * | 2021-01-22 | 2021-09-07 | 湖北省工业建筑集团有限公司 | Method for calculating stable bearing capacity of T-shaped ring beam of steel silo |
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| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20151021 Termination date: 20160618 |