CN202416586U - Beam-end cover plate reinforced-bolted splice joint for steel framework - Google Patents
Beam-end cover plate reinforced-bolted splice joint for steel framework Download PDFInfo
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- CN202416586U CN202416586U CN2012200377080U CN201220037708U CN202416586U CN 202416586 U CN202416586 U CN 202416586U CN 2012200377080 U CN2012200377080 U CN 2012200377080U CN 201220037708 U CN201220037708 U CN 201220037708U CN 202416586 U CN202416586 U CN 202416586U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 111
- 239000010959 steel Substances 0.000 title claims abstract description 111
- 238000003466 welding Methods 0.000 claims description 8
- 238000005192 partition Methods 0.000 claims 2
- 230000000694 effects Effects 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 4
- 238000012423 maintenance Methods 0.000 abstract description 2
- 206010039509 Scab Diseases 0.000 description 27
- 238000010276 construction Methods 0.000 description 3
- 230000001066 destructive effect Effects 0.000 description 2
- 235000010627 Phaseolus vulgaris Nutrition 0.000 description 1
- 244000046052 Phaseolus vulgaris Species 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
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- 238000005516 engineering process Methods 0.000 description 1
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Abstract
一种框架梁端盖板加强-螺栓拼接节点，由H型钢悬臂梁与柱交叉固定构成，H型钢悬臂梁与柱的结合端处上、下翼缘各设置一与所述柱和H型钢悬臂梁同时固定结合的盖板；H型钢悬臂梁和H型钢梁通过腹板拼接板将两者的腹板连接在一起；H型钢悬臂梁和H型钢梁的上、下翼缘则通过翼缘拼接板相连接。据此，保证了塑性铰（屈服点）外移，增加梁端的塑性转角，改善了节点的抗震性能，又便于震后的维修加固，达到较佳的经济效果。
A frame beam end cover plate strengthening-bolt splicing joint, which is composed of an H-shaped steel cantilever beam and a column cross-fixed, and the upper and lower flanges at the joint end of the H-shaped steel cantilever beam and the column are respectively provided with a joint with the column and the H-shaped steel cantilever The beams are fixed and combined with the cover plate at the same time; the webs of the H-shaped steel cantilever beam and the H-shaped steel beam are connected together by the web splicing plate; the upper and lower flanges of the H-shaped steel cantilever beam and the H-shaped steel beam are connected by the wing Edge splice boards are connected. Accordingly, the outward movement of the plastic hinge (yield point) is ensured, the plastic rotation angle of the beam end is increased, the seismic performance of the joint is improved, and the maintenance and reinforcement after the earthquake are facilitated to achieve a better economic effect.
Description
Technical field
The utility model relates to the building steel framed structure, especially a kind of steel-frame beam end casing reinforcement-bolt splicing node.
Background technology
Referring to Fig. 1 (a) and Fig. 1 (b); Rigid joint with H steel column 10 ' and H section steel beam 20' is an example; Traditional steel frame beam-ends rigid joint is the outside, the edge of a wing welding mutually of edge of a wing end face with the H steel column 10 ' of H section steel beam 20', and the junction plate 11' in the web of H section steel beam 20' and the outside, the H steel column 10 ' edge of a wing is through bolt 12 ' bolt; The another kind of node form of the composition is referring to Fig. 2 (a) and Fig. 2 (b); It is the corresponding rigid joint that connects and composes of H section steel beam 20' that is welded on H shaped steel semi girder 13' and same specification on the H steel column 10 ' edge of a wing outside through factory in advance; H shaped steel semi girder 13' and H section steel beam 20' attach with weld seam 15' through a pair of web scab 14' of clamping bolt in both web both sides and carry out bolt weldering splicing (Fig. 2 (a)), or web scab 14' attaches and carries out full bolt with scab 17' in the scab 16' and the edge of a wing on the edge of a wing outside and splice (Fig. 2 (b)).
Though above-mentioned node structure has been widely used in the steel structure frame, node is still the weak link of whole frame construction, in the destructive insident such as bursts such as earthquake disasters, has fatal defective.For example California, USA earthquake in 1994 and nineteen ninety-five Japan slope earthquake centre celestially; Rupture failure has all taken place in many traditional beam columns node that is rigidly connected; Wherein most fracture starts from the bottom flange weld seam of node beam-ends, the surrender and the flexing of the steel member of theory expectation do not occur.
Therefore, how strengthening the mechanical strength of node structure, is the crucial part that improves whole frame structure engineering intensity.But, adopt inappropriate reinforcement to increase node strength merely, not only can increase financial burden, also can have influence on the whole stressed transmission of frame construction, possibly cause more serious consequence of failure on the contrary.Therefore, the design people proposes rational and effective to above-mentioned situation and improves technical scheme.
The utility model content
The utility model purpose is, a kind of Vierendeel girder end casing reinforcement-bolt splicing node structure is provided, to improve the external force resistance destructive characteristics, particularly anti-seismic performance of traditional bean column node.Consider the design principles of " strong column and weak beam, the weak rod member of strong node " in the seismic design, this node carries out cover plate to beam-ends and strengthens, through the corrective measure of beam-ends reinforcement; Guarantee that plastic hinge moves outward; Increase the plasticity corner of beam-ends, improve the anti-seismic performance of node, and have preferable economic effect.
According to above-mentioned purpose, a kind of Vierendeel girder end casing reinforcement-bolt splicing node is made up of H shaped steel semi girder and post cross fixation, and the bottom flange respectively is provided with one and the cover plate of said post and H shaped steel semi girder while secure bond in the binding end place of H shaped steel semi girder and post; H shaped steel semi girder and H section steel beam link together through the web of web scab with both; The upper and lower edge of a wing of H shaped steel semi girder and H section steel beam then is connected through edge of a wing scab.
Preferably, the edge of a wing of said cover plate and post, cover plate and H shaped steel semi girder, all fixing through welding.
Preferably, the end width that combines with post of said cover plate is greater than the width from the outward extending other end of post.
Preferably, be positioned at the upper cover plate of H shaped steel semi girder top flange, itself and post fix the width of the width of end less than H shaped steel semi girder top flange.
Preferably, be positioned at the lower cover of H shaped steel semi girder bottom flange, itself and post fix the width of the width of end greater than H shaped steel semi girder bottom flange.
Preferably, be positioned at the upper cover plate of H shaped steel semi girder top flange, itself and post fix the width of the width of end less than H shaped steel semi girder top flange; Simultaneously, be positioned at the lower cover of H shaped steel semi girder bottom flange, itself and post fix the width of the width of end greater than H shaped steel semi girder bottom flange.
Preferably, said web scab links together H shaped steel semi girder and H section steel beam through bolt.
Preferably, said edge of a wing scab is connected to the upper and lower edge of a wing of H shaped steel semi girder with the H section steel beam through bolt.
Preferably, said edge of a wing scab is to be positioned at scab outside the edge of a wing in the H shaped steel semi girder and the outside, the upper and lower edge of a wing of H section steel beam.
Preferably, said edge of a wing scab also comprises and is positioned at the inboard edge of a wing scab of the H shaped steel semi girder and the upper and lower edge of a wing of H section steel beam.
Preferably, on the bearing of trend of beam, the length of edge of a wing scab is greater than the length of web scab.
Preferably, H shaped steel semi girder and post are that full welding is fixing.
Preferably, said post is the square steel post with rectangle or square-section.
Preferably, be provided with horizontal stiffening diaphragm in the said square steel post.
Preferably, said horizontal stiffening diaphragm has two-layer, is separately positioned on the position corresponding to the upper and lower cover plate of H shaped steel semi girder.
Through said structure, the utility model adds cover plate to the semi girder end to be strengthened, and has at first guaranteed outer the moving of plastic hinge (yield point), increases the plasticity corner of beam-ends, has improved the anti-seismic performance of node, reaches preferable economic effect simultaneously.Secondly, on the beam jointing positions edge of a wing and web all adopt full bolt to connect the adverse effect that can avoid the building site weld seam to be caused effectively to the node anti-seismic performance.And semi girder and post adopt factory's welding, then only adopt the high-strength bolt splicing in the building site, and on-the-spot nothing welding has advantages such as weldquality is good, speed of application is fast, the maintenance and reinforcement after being more convenient for shaking.
The design and construction personnel can require according to the varying strength to framework to take the circumstances into consideration to choose scab outside the edge of a wing, or add scab in the edge of a wing again.
Below in conjunction with accompanying drawing the specific embodiment of the utility model is described, to disclose the spirit of the utility model in more detail.For the details of each several part in the exploded view clearly, the same structure in the different map sheets is not in strict accordance with the scale of reality.
Description of drawings
Fig. 1 (a), Fig. 1 (b) are one of beam column rigid joint forms of traditional structure, and wherein Fig. 1 (a) is a front view, and Fig. 1 (b) is that I '-I ' among Fig. 1 (a) is to sectional view;
Fig. 2 (a), Fig. 2 (b) be traditional structure beam column rigid joint form two, wherein Fig. 2 (a) is the bolt weldering splicing of beam, Fig. 2 (b) connects for tying entirely of beam;
Fig. 3 (a) is the node schematic perspective view of the utility model embodiment one;
Fig. 3 (b) is the node schematic perspective view of the utility model embodiment two;
Fig. 4 (a) is the front view of Fig. 3 (a);
Fig. 4 (b) is the front view of Fig. 3 (b);
Fig. 5 (a) is that I-I of Fig. 4 (a) or Fig. 4 (b) is to sketch map;
Fig. 5 (b) is that II-II of Fig. 4 (a) or Fig. 4 (b) is to sketch map;
Fig. 6 (a) be III-III of Fig. 5 (a) or Fig. 5 (b) to sketch map, described the embodiment one of the utility model;
Fig. 6 (b) be III-III of Fig. 5 (a) or Fig. 5 (b) to sketch map, described the embodiment two of the utility model.
The drawing description of symbols that Fig. 3 (a) relates to Fig. 6 (b): square steel post 10, horizontal stiffening diaphragm 11, H shaped steel semi girder 13, web scab 14, scab 16 outside the edge of a wing, and scab 17 in the edge of a wing, top flange cover plate 18, bottom flange cover plate 19, H section steel beam 20.
The specific embodiment
Embodiment one
With reference to Fig. 3 (a), Fig. 4 (a), Fig. 5 (a), Fig. 5 (b) and Fig. 6 (a); A kind of Vierendeel girder end casing of the utility model reinforcement-bolt splicing node; Constitute by H shaped steel semi girder 13 and square steel post 10 cross fixation, the upper and lower edge of a wing, binding end place of H shaped steel semi girder 13 and square steel post 10 respectively be provided with one with the upper cover plate 18 and lower cover 19 of said square steel post 10 and H shaped steel semi girder 13 upper and lower edge of a wing secure bond; H shaped steel semi girder 13 links together through the web of web scab 14 with both with H section steel beam 20; Scab 16 is connected outside the then logical edge of a wing, the upper and lower edge of a wing of H shaped steel semi girder 13 and H section steel beam 20; Said upper cover plate 18, lower cover 19, with the last bottom flange of square steel post 10, H shaped steel semi girder 13, all fixing through welding; Said upper cover plate 18 and lower cover 19, the end width that they combine with square steel post 10 are greater than the width from the square steel post 10 outward extending other ends, and simultaneously, upper cover plate 18 fixes the width of the width of end less than H shaped steel semi girder 13 top flanges with square steel post 10; Lower cover 19 fixes the width of the width of end greater than H shaped steel semi girder 13 bottom flanges with square steel post 10; Said web scab 14 links together H shaped steel semi girder 13 and H section steel beam 20 through bolt.
Scab 16 links together the upper and lower edge of a wing of H shaped steel semi girder 13 with H section steel beam 20 through bolt outside the said edge of a wing.
Embodiment two
With reference to Fig. 3 (b), Fig. 4 (b), Fig. 5 (a), Fig. 5 (b) and Fig. 6 (b); It has added on the basis of the foregoing description one structure and has been positioned at H shaped steel semi girder 13 and the inboard edge of a wing scab 17 in the upper and lower edge of a wing of H section steel beam 20; Strengthened the bonding strength of H shaped steel semi girder 13 more with this, made beam whole supporting capacity, energy dissipation capacity and deformability balanced more with H section steel beam 20.
In the foregoing description one and two, on the bearing of trend of beam, outside the edge of a wing in the scab 16 and the edge of a wing length of scab 17 rationally utilizing the mechanical strength of material, and fully reduce contingent wriggling influence all greater than the length of web scab 14.The end face of H shaped steel semi girder 13 and square steel post 10 are that full welding is fixing; Square steel post 10 has rectangle or square-section; Be provided with horizontal stiffening diaphragm 11 in the square steel post 10 it is strengthened, preferably, said horizontal stiffening diaphragm 11 has two-layer, is separately positioned on corresponding to the corresponding position of the upper and lower cover plate of H shaped steel semi girder 13 18,19.
Claims (15)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200377080U CN202416586U (en) | 2012-02-07 | 2012-02-07 | Beam-end cover plate reinforced-bolted splice joint for steel framework |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2012200377080U CN202416586U (en) | 2012-02-07 | 2012-02-07 | Beam-end cover plate reinforced-bolted splice joint for steel framework |
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| CN202416586U true CN202416586U (en) | 2012-09-05 |
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| CN2012200377080U Expired - Fee Related CN202416586U (en) | 2012-02-07 | 2012-02-07 | Beam-end cover plate reinforced-bolted splice joint for steel framework |
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| CN102926464A (en) * | 2012-11-09 | 2013-02-13 | 沈阳建筑大学 | Connection node suitable for the deformed steel frame with different heights of left beam and right beams |
| CN102979185A (en) * | 2012-12-14 | 2013-03-20 | 中国建筑股份有限公司 | Variable-beam depth H-beam and rectangular steel tube column assembly type node and construction method thereof |
| CN102995753A (en) * | 2012-11-08 | 2013-03-27 | 沈阳建筑大学 | External reinforcing ring type square steel post special-shaped node with different beam heights |
| CN103233583A (en) * | 2013-05-02 | 2013-08-07 | 湖南绿广景观新材料有限公司 | Assembling method for plastic wood gallery frame easy to assemble and disassemble |
| CN105332422A (en) * | 2015-11-03 | 2016-02-17 | 北京工业大学 | Vertical outer rib beam-column joint connector applicable to prefabricated steel structural systems |
| CN105839793A (en) * | 2016-05-20 | 2016-08-10 | 西安建筑科技大学 | Rigid connection joint of multi-cavity concrete-filled steel tube composite column and steel beam as well as assembly method |
| CN106592765A (en) * | 2017-02-17 | 2017-04-26 | 北京工业大学 | End plate assembly type angle steel truss beam-column joint connecting device with function capable of being recovered |
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| CN106677341A (en) * | 2017-02-17 | 2017-05-17 | 北京工业大学 | End plate assembled channel steel holed beam column node connecting device restorable in function |
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| CN102926464A (en) * | 2012-11-09 | 2013-02-13 | 沈阳建筑大学 | Connection node suitable for the deformed steel frame with different heights of left beam and right beams |
| CN102979185A (en) * | 2012-12-14 | 2013-03-20 | 中国建筑股份有限公司 | Variable-beam depth H-beam and rectangular steel tube column assembly type node and construction method thereof |
| CN103233583A (en) * | 2013-05-02 | 2013-08-07 | 湖南绿广景观新材料有限公司 | Assembling method for plastic wood gallery frame easy to assemble and disassemble |
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| CN105332422A (en) * | 2015-11-03 | 2016-02-17 | 北京工业大学 | Vertical outer rib beam-column joint connector applicable to prefabricated steel structural systems |
| CN106917455A (en) * | 2015-12-28 | 2017-07-04 | 天津亚斯德瑞科技发展有限公司 | A kind of H profile steel attachment structure |
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| CN105839793B (en) * | 2016-05-20 | 2019-01-22 | 西安建筑科技大学 | Rigid connection node and assembly method of multi-cavity concrete-filled steel tubular composite column and steel beam |
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| CN106869325A (en) * | 2017-02-17 | 2017-06-20 | 北京工业大学 | A kind of assembled channel-section steel for recovering function punches beam column node connection device |
| CN106638990A (en) * | 2017-02-17 | 2017-05-10 | 北京工业大学 | Function recoverable end plate assembling type honeycomb web beam column joint connecting device |
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| CN112376691A (en) * | 2020-10-30 | 2021-02-19 | 中冶(上海)钢结构科技有限公司 | Construction method for H-shaped steel beam bolt joint |
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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 |
Granted publication date: 20120905 Termination date: 20150207 |
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| EXPY | Termination of patent right or utility model |