CN204098233U - A kind of beam-column connection - Google Patents
A kind of beam-column connection Download PDFInfo
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- CN204098233U CN204098233U CN201420372344.0U CN201420372344U CN204098233U CN 204098233 U CN204098233 U CN 204098233U CN 201420372344 U CN201420372344 U CN 201420372344U CN 204098233 U CN204098233 U CN 204098233U
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- steel column
- girder steel
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Abstract
The utility model provides a kind of beam-column connection, and this beam-column connection comprises steel column and i section steel beam, and i section steel beam comprises steel beam web plate, girder steel upper flange and girder steel lower wing plate.This beam-column connection also comprises two stiffening ribs be positioned at below steel column, and these two stiffening ribs are all fixedly connected with girder steel lower wing plate with steel beam web plate, girder steel upper flange, and are symmetrically distributed in the both sides of steel beam web plate.Vertical force on steel column and moment of flexure can effectively be delivered on girder steel by beam-column connection of the present utility model, and have the ability to bear of good vertical force.By arranging stiffening rib in this beam-column connection, make girder steel still well can maintain resistance to overturning when bearing moment of torsion.
Description
Technical field
The utility model relates to technical field of buildings, particularly relates to beam-column connection.
Background technology
In recent years, steel building had had large-scale development at home.This structure have quick construction, clean environment firendly, anti-seismic performance good, be suitable for doing the advantages such as long span building.
At present, in the work progress of industrial or civilian steel building, often can run into the situation that steel column can not land, this just needs girder steel to hold steel column.On this beam, the connected mode of steel column and girder steel generally comprises two kinds: be articulated and connected and be rigidly connected.Be articulated and connected simple structure, applies more in engineering, is characterized in transmitting node vertical force, but can not transmits moment of flexure, generally when beam upper prop stressed smaller adopt this connected mode.Beam upper prop stressed larger time (when such as beam upper prop is working platform post), because platform structure loading ratio is comparatively large, platform post stressed also comparatively large, steel column not only bears axial force, also needs to bear moment of flexure.Need in such cases to use rigidly connected mode.It is noted that when using rigid connection, moment of flexure at the bottom of post is delivered on girder steel and girder steel can be made to bear moment of torsion, and then girder steel is caused to lose monolithic stability.
Utility model content
When the connected mode that the technical problem that the utility model solves is to solve girder steel and steel column is rigid connection, moment of flexure at the bottom of post is delivered to and girder steel makes girder steel bear moment of torsion thus the problem of monolithic stability lost by the girder steel caused.
The utility model provides a kind of beam-column connection, described beam-column connection comprises steel column and i section steel beam, described i section steel beam comprises steel beam web plate, girder steel upper flange and girder steel lower wing plate, described beam-column connection also comprises two stiffening ribs be positioned at below described steel column, described two stiffening ribs are all fixedly connected with described girder steel lower wing plate with described steel beam web plate, described girder steel upper flange, and are symmetrically distributed in the both sides of described steel beam web plate.
Wherein, described stiffening rib is channel-section steel, and a flute profile end of described stiffening rib is connected with described girder steel upper flange welded type, and another flute profile end is connected with described girder steel lower wing plate welded type, and the bottom of the frange plate of described stiffening rib is connected with described steel beam web plate welded type.
Wherein, when described steel column is I-shaped steel column, the web of described stiffening rib and the wing plate of described I-shaped steel column are positioned at same plane; When described steel column is box steel column, the web of described stiffening rib and the side plate being parallel to described steel beam web plate of described box steel column are positioned at same plane.
Wherein, when described steel column is I-shaped steel column, the cross sectional dimensions of the web of described stiffening rib is identical with the cross sectional dimensions of the wing plate of described I-shaped steel column; When described steel column is box steel column, the cross sectional dimensions of the web of described stiffening rib is identical with the cross sectional dimensions being parallel to the side plate of described steel beam web plate of described box steel column.
Wherein, described connected node also comprises the column root-plate between described steel column and described girder steel upper flange; Described column root-plate is greater than described girder steel upper flange or the described girder steel lower wing plate edge width that this side up along the width in the vertical direction of described steel beam web plate; The both sides of described girder steel upper flange are welded with respectively to extension and are in conplane upper widening plate with described girder steel upper flange, the both sides of described girder steel lower wing plate are welded with respectively to extension and are in conplane lower widening plate with described girder steel lower wing plate, and described upper widening plate and lower widening plate are all positioned at the below of column root-plate; Described column root-plate, to be bolted between upper widening plate and lower widening plate.
Wherein, described upper widening plate and described lower widening plate are trapezoidal steel plate.
Wherein, described steel column is I-shaped steel column, be welded with the N number of outside stiffener perpendicular to steel column upper flange outside the steel column upper flange of described I-shaped steel column, outside the steel column lower wing plate of described I-shaped steel column, be welded with the N number of outside stiffener perpendicular to described steel column lower wing plate; Wherein N be greater than zero integer; The steel column web of described I-shaped steel column is welded with M the inner stiffener perpendicular to described steel column web, wherein M be greater than zero integer.
Wherein, described steel column is box steel column, the outside being parallel to the first side plate of described steel beam web plate of described box steel column is welded with X the outside stiffener perpendicular to this side plate, the outside of four side plate relative with described first side plate is welded with X the outside stiffener perpendicular to this 4th side plate, wherein X be greater than zero integer.
Vertical force on steel column and moment of flexure can effectively be delivered on girder steel by beam-column connection of the present utility model, and have the ability to bear of good vertical force.By arranging stiffening rib in this beam-column connection, make girder steel still well can maintain resistance to overturning when bearing moment of torsion.
Accompanying drawing explanation
The elevation of beam-column connection provided by the utility model is illustrated in Fig. 1;
The elevation of the connected node of i section steel beam in concrete enforcement and I-shaped steel column is illustrated in Fig. 2;
The lateral view of the connected node of i section steel beam in concrete enforcement and I-shaped steel column is illustrated in Fig. 3;
Top view after the connected node A-A cutting that Fig. 4 is the i section steel beam that provides in Fig. 2 and I-shaped steel column;
Top view after the connected node B-B cutting that Fig. 5 is the i section steel beam that provides in Fig. 2 and I-shaped steel column.
Reference numeral: 1-steel column, 2-column root-plate, 3-i section steel beam, 4-stiffening rib, 5-widening plate, the outside stiffener of 6-, the inner stiffener of 7-, 8-bolt, 9-backing plate.
Specific embodiment
For making the object of the embodiment of the present invention, technical scheme and advantage clearly, below in conjunction with the accompanying drawing in the embodiment of the present invention, technical scheme in the embodiment of the present invention is clearly and completely described, obviously, described embodiment is the present invention's part embodiment, instead of whole embodiments.Based on the embodiment in the present invention, those of ordinary skill in the art, not making the every other embodiment obtained under creative work prerequisite, belong to the scope of protection of the invention.It should be noted that, when not conflicting, the embodiment in the application and the feature in embodiment can be combined mutually.
The elevation of beam-column connection provided by the utility model is illustrated in Fig. 1.The beam-column connection that the utility model provides comprises steel column 1, column root-plate 2 and i section steel beam 3, girder steel 3 comprises steel beam web plate, girder steel upper flange and girder steel lower wing plate, beam-column connection also comprises two stiffening ribs 4 be positioned at below steel column 1, stiffening rib 4 is all fixedly connected with girder steel lower wing plate with steel beam web plate, girder steel upper flange, and is symmetrically distributed in the both sides of steel beam web plate.
Steel column 1 can be I-shaped steel column also can be box steel column.In the utility model, main composition graphs 2 to Fig. 5 is described for the connected node of i section steel beam and I-shaped steel column.
Stiffening rib 4 is channel-section steel.The web of stiffening rib is the flat board being positioned at centre position in channel-section steel, and the frange plate of stiffening rib is the flat board being positioned at both sides in channel-section steel.Two flute profile ends of channel-section steel refer to that shape is two faces of flute profile.If the bottom of the frange plate of channel-section steel can not meet cross section requirement, can square steel pipe be cut open use.In this beam-column connection, a flute profile end of stiffening rib 4 is connected with girder steel upper flange welded type, and another flute profile end of stiffening rib 4 is connected with girder steel lower wing plate welded type, and the bottom of the frange plate of stiffening rib 4 is connected with steel beam web plate welded type.
When steel column 1 is I-shaped steel column, the web of stiffening rib 4 and the wing plate of I-shaped steel column are positioned at same plane; When steel column 1 is box steel column, the web of stiffening rib and the wallboard being parallel to steel beam web plate of box steel column are positioned at same plane.The web of this stiffening rib and the base plate of box steel column carry out set-up mode corresponding to upper-lower position on the direction of vertical ground, the ability that steel column bears vertical force can be improved, improve the ability keeping resistance to overturning when girder steel bears the moment of torsion that upper prop transmits simultaneously effectively.
When steel column 1 is I-shaped steel column, the cross sectional dimensions of the web of stiffening rib 4 is identical with the cross sectional dimensions of the wing plate of I-shaped steel column; When steel column is box steel column, the cross sectional dimensions of the web of stiffening rib is identical with the cross sectional dimensions being parallel to the wallboard of steel beam web plate of box steel column.The set-up mode that the cross section of this stiffening rib and the cross section of box steel column are completely corresponding on the direction of vertical ground, the ability that steel column bears vertical force can be improved further, improve the ability keeping resistance to overturning when girder steel bears the moment of torsion that upper prop transmits simultaneously further.
When column root-plate 2 equals girder steel upper flange or girder steel lower wing plate along the width that this side up along the width in the vertical direction of steel beam web plate, column root-plate, to be connected by bolt 8 between girder steel upper flange and girder steel upper flange.Backing plate 9 is also provided with at column root-plate 2 place when being connected by bolt 8.When column root-plate 2 is greater than girder steel upper flange or the girder steel lower wing plate edge width that this side up along the width in the vertical direction of steel beam web plate, local widening can be carried out to girder steel upper flange and girder steel lower wing plate, widening plate 5 is set.Concrete, the both sides of girder steel upper flange are welded with respectively to extension and are in conplane upper widening plate with girder steel upper flange, the both sides of girder steel lower wing plate are welded with respectively to extension and are in conplane lower widening plate with girder steel lower wing plate, and upper widening plate and lower widening plate are all positioned at the below of column root-plate 2; Column root-plate 2, to be connected by bolt 8 between upper widening plate and lower widening plate.Backing plate 9 is also provided with at column root-plate 2 place when being connected by bolt 8.Such girder steel wing plate and widening plate 5 can hold steel column 1 very well.Wherein, for the stress reducing Nodes is concentrated, the oblique angle of the gradient≤1:2.5 is made in upper widening plate and lower widening plate both sides, and namely widening plate does in echelon.
For improving the stability of node, when post is I-shaped steel column, the N number of outside stiffener 6 perpendicular to steel column upper flange is welded with outside the steel column upper flange of I-shaped steel column, the N number of outside stiffener 6, N be welded with outside the steel column lower wing plate of I-shaped steel column perpendicular to steel column lower wing plate be greater than zero integer; The steel column web of I-shaped steel column is welded with M the inner stiffener 7 perpendicular to steel column web, wherein M be greater than zero integer.The concrete value of N and M all needs to determine by calculating, the value use exemplarily of N and M gone out expressed by Fig. 4.When steel column is box steel column, the outside being parallel to the first side plate of steel beam web plate of box steel column is welded with X the outside stiffener 6 perpendicular to this side plate, the outside of four side plate relative with the first side plate is welded with X the outside stiffener 7 perpendicular to this 4th side plate, wherein X be greater than zero integer.The concrete value of X need be determined by calculating.
The shape of column root-plate 2 is rectangle.
Vertical force on steel column and moment of flexure can effectively be delivered on girder steel by beam-column connection of the present utility model, have the ability to bear of good vertical force.By arranging stiffening rib in this beam-column connection, girder steel girder steel when bearing moment of torsion is made still to can be good at maintaining resistance to overturning.
The construction method of the connected node of girder steel of the present utility model and I-shaped steel column is as follows:
1, first I-shaped steel column 1 fillet weld is connected with column root-plate 2, more inside and outside stiffener is connected with column web, edge of a wing fillet weld respectively, finally shaft, internal/external stiffening plate are connected with column root-plate fillet weld.
2, the trapezoidal steel plate butt weld of well cutting is welded with the edge of girder steel upper flange and girder steel lower wing plate, thus widen the width of girder steel wing plate.The one-side-filled angle weld of the flute profile end of stiffening rib 4 (channel-section steel) with three weld all arounds is welded with the inner side of girder steel upper flange and girder steel lower wing plate, the outside one-side-filled angle weld of the side of the close steel beam web plate of the frange plate of stiffening rib 4 (channel-section steel) is welded with steel beam web plate.
3, column root-plate to be fixed with the upper widening plate of girder steel upper flange and the lower widening plate of girder steel lower wing plate with high-strength bolt 8 to be connected at the construction field (site).
The construction method of the connected node of girder steel and box steel column and said method in like manner, repeat no more herein.
It should be noted that, in this article, the such as relational terms of first and second grades and so on is only used for an entity or operation to separate with another entity or operating space, and not necessarily requires or imply the relation that there is any this reality between these entities or operation or sequentially.And, term " comprises ", " comprising " or its any other variant are intended to contain comprising of nonexcludability, thus make to comprise the article of a series of key element or equipment not only comprises those key elements, but also comprise other key elements clearly do not listed, or also comprise by this article or the intrinsic key element of equipment.When not more restrictions, by statement " comprising one ... " the key element limited, and be not precluded within the article or equipment comprising described key element and also there is other identical element.
Above-described content can combine enforcement individually or in every way, and these variant are all within protection scope of the present invention.
Last it is noted that above embodiment is only in order to illustrate technical scheme of the present invention, be not intended to limit.Although with reference to previous embodiment to invention has been detailed description, those of ordinary skill in the art is to be understood that: it still can be modified to the technical scheme described in foregoing embodiments, or carries out equivalent replacement to wherein portion of techniques feature; And these amendments or replacement, do not make the essence of appropriate technical solution depart from the spirit and scope of various embodiments of the present invention technical scheme.
Claims (8)
1. a beam-column connection, it is characterized in that, described beam-column connection comprises steel column and i section steel beam, described i section steel beam comprises steel beam web plate, girder steel upper flange and girder steel lower wing plate, described beam-column connection also comprises two stiffening ribs be positioned at below described steel column, described two stiffening ribs are all fixedly connected with described girder steel lower wing plate with described steel beam web plate, described girder steel upper flange, and are symmetrically distributed in the both sides of described steel beam web plate.
2. connected node according to claim 1, it is characterized in that, described stiffening rib is channel-section steel, one flute profile end of described stiffening rib is connected with described girder steel upper flange welded type, another flute profile end is connected with described girder steel lower wing plate welded type, and the bottom of the frange plate of described stiffening rib is connected with described steel beam web plate welded type.
3. connected node according to claim 2, is characterized in that, when described steel column is I-shaped steel column, the web of described stiffening rib and the wing plate of described I-shaped steel column are positioned at same plane; When described steel column is box steel column, the web of described stiffening rib and the side plate being parallel to described steel beam web plate of described box steel column are positioned at same plane.
4. connected node according to claim 3, is characterized in that, when described steel column is I-shaped steel column, the cross sectional dimensions of the web of described stiffening rib is identical with the cross sectional dimensions of the wing plate of described I-shaped steel column; When described steel column is box steel column, the cross sectional dimensions of the web of described stiffening rib is identical with the cross sectional dimensions being parallel to the side plate of described steel beam web plate of described box steel column.
5. the connected node according to claim 1,2,3 or 4, is characterized in that, described connected node also comprises the column root-plate between described steel column and described girder steel upper flange;
Described column root-plate is greater than described girder steel upper flange or the described girder steel lower wing plate edge width that this side up along the width in the vertical direction of described steel beam web plate; The both sides of described girder steel upper flange are welded with respectively to extension and are in conplane upper widening plate with described girder steel upper flange, the both sides of described girder steel lower wing plate are welded with respectively to extension and are in conplane lower widening plate with described girder steel lower wing plate, and described upper widening plate and lower widening plate are all positioned at the below of column root-plate; Described column root-plate, to be bolted between upper widening plate and lower widening plate.
6. connected node according to claim 5, is characterized in that, described upper widening plate and described lower widening plate are trapezoidal steel plate.
7. connected node according to claim 5, is characterized in that,
Described steel column is I-shaped steel column, be welded with the N number of outside stiffener perpendicular to described steel column upper flange outside the steel column upper flange of described I-shaped steel column, outside the steel column lower wing plate of described I-shaped steel column, be welded with the N number of outside stiffener perpendicular to described steel column lower wing plate; Wherein N be greater than zero integer; The steel column web of described I-shaped steel column is welded with M the inner stiffener perpendicular to described steel column web, wherein M be greater than zero integer.
8. connected node according to claim 5, is characterized in that,
Described steel column is box steel column, the outside being parallel to the first side plate of described steel beam web plate of described box steel column is welded with X the outside stiffener perpendicular to this side plate, the outside of four side plate relative with described first side plate is welded with X the outside stiffener perpendicular to this 4th side plate, wherein X be greater than zero integer.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420372344.0U CN204098233U (en) | 2014-07-04 | 2014-07-04 | A kind of beam-column connection |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420372344.0U CN204098233U (en) | 2014-07-04 | 2014-07-04 | A kind of beam-column connection |
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| CN204098233U true CN204098233U (en) | 2015-01-14 |
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| CN201420372344.0U Expired - Fee Related CN204098233U (en) | 2014-07-04 | 2014-07-04 | A kind of beam-column connection |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107905548A (en) * | 2017-10-31 | 2018-04-13 | 启迪设计集团股份有限公司 | Postposition steel column structure |
| CN109424072A (en) * | 2017-08-23 | 2019-03-05 | 香港华艺设计顾问(深圳)有限公司 | The connecting node and construction method of spacer bar concrete column on a kind of girder steel |
| CN110108574A (en) * | 2019-05-27 | 2019-08-09 | 南京工业大学 | A kind of assembled high temperature loading test platform |
| CN113829007A (en) * | 2021-09-09 | 2021-12-24 | 中车石家庄车辆有限公司 | End-widening type single-piece middle beam and manufacturing method thereof |
-
2014
- 2014-07-04 CN CN201420372344.0U patent/CN204098233U/en not_active Expired - Fee Related
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109424072A (en) * | 2017-08-23 | 2019-03-05 | 香港华艺设计顾问(深圳)有限公司 | The connecting node and construction method of spacer bar concrete column on a kind of girder steel |
| CN107905548A (en) * | 2017-10-31 | 2018-04-13 | 启迪设计集团股份有限公司 | Postposition steel column structure |
| CN110108574A (en) * | 2019-05-27 | 2019-08-09 | 南京工业大学 | A kind of assembled high temperature loading test platform |
| CN113829007A (en) * | 2021-09-09 | 2021-12-24 | 中车石家庄车辆有限公司 | End-widening type single-piece middle beam and manufacturing method thereof |
| CN113829007B (en) * | 2021-09-09 | 2022-09-13 | 中车石家庄车辆有限公司 | End-widening type single-piece middle beam and manufacturing method thereof |
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| C14 | Grant of patent or utility model | ||
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| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150114 Termination date: 20160704 |
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| CF01 | Termination of patent right due to non-payment of annual fee |