CN202338033U - Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange - Google Patents
Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange Download PDFInfo
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- CN202338033U CN202338033U CN2011202366264U CN201120236626U CN202338033U CN 202338033 U CN202338033 U CN 202338033U CN 2011202366264 U CN2011202366264 U CN 2011202366264U CN 201120236626 U CN201120236626 U CN 201120236626U CN 202338033 U CN202338033 U CN 202338033U
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 38
- 239000010959 steel Substances 0.000 title claims abstract description 38
- 230000035515 penetration Effects 0.000 claims description 6
- 230000035939 shock Effects 0.000 claims description 2
- 238000003466 welding Methods 0.000 abstract description 14
- 238000013461 design Methods 0.000 abstract description 5
- 230000009471 action Effects 0.000 abstract description 3
- 238000004519 manufacturing process Methods 0.000 abstract description 3
- 238000000034 method Methods 0.000 abstract description 3
- 238000012545 processing Methods 0.000 abstract description 3
- 239000004567 concrete Substances 0.000 abstract description 2
- 238000010276 construction Methods 0.000 abstract 1
- 239000011150 reinforced concrete Substances 0.000 abstract 1
- 230000003014 reinforcing effect Effects 0.000 abstract 1
- 239000003351 stiffener Substances 0.000 description 8
- 238000010008 shearing Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000003754 machining Methods 0.000 description 2
- 230000008569 process Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 238000009435 building construction Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 230000000295 complement effect Effects 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000009977 dual effect Effects 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000005480 shot peening Methods 0.000 description 1
- 238000005728 strengthening Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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Abstract
The utility model discloses a name is asymmetric double floor strenghthened type ductility node in steel construction beam flange. The steel structure beam column reinforced concrete floor is characterized in that a beam end flange at the position of a steel structure beam column connecting node is reinforced in an asymmetric reinforcing mode, an upper flange of a beam is reinforced by two rib plates perpendicular to the beam flange, the height of the two perpendicular rib plates is smaller than the total thickness of a concrete floor, and a lower flange of the beam is reinforced by a horizontal steel plate. Compared with the symmetrical plate-type reinforced node and the symmetrical double (single) rib plate reinforced node, the plastic hinge in the beam end welding seam area can be forced to move outwards under the action of a strong earthquake, the seismic design requirement of the node is met, the processing and manufacturing are simple, the welding stress influence is small, the building space is not occupied, and the use function requirement of the building is met. The method can be applied to the steel structure earthquake-resistant node of the multi-story and high-rise building.
Description
Technical field
The utility model patent relates to a kind of steel structure girder column jointing gusset, especially relates to a kind of steel work novel earthquake-proof node.
Background technology
At present, solve the be rigidly connected problem of node brittle destruction af-ter under severe earthquake action of beam column, generally through two approach, the one, flange of beam is carried out local weaken (RBS node) near the failure position the beam column join domain weld seam is moved outward; The 2nd, at the local beam section that strengthens of join domain, improve node ductility, abbreviate reinforced node as.The common purpose of dual mode all is that plastic hinge is shifted out from the welding node zone, avoids plastic hinge to appear at the relatively poor welding point place of toughness, guarantees that node has enough ductility.Weakening type node is to be the purpose of design that cost reaches plasticity development under the severe earthquake action with the bearing capacity that weakens beam section, reduce beam, has big drawback.Reinforced node adopts types such as beam-ends haunch, floor heavier-duty, board-like reinforcement.Beam-ends haunch and floor are strengthened two category nodes and all are employed in the connected mode that the upper and lower edge of a wing of beam symmetry is strengthened, because the bottom flange has reduced the building headway after setting up armpit plate or floor, have a strong impact on the attractive in appearance and function of use of building.And the process for machining and manufacturing of board-like reinforced node is complicated, particularly the stiffener of top flange with formed the twice weld seam after post is connected, cause very big welding stress, the node mechanical property receives very big influence.
Summary of the invention
The object of the invention is exactly that provide in order to overcome the defective that above-mentioned prior art exists a kind of both can guarantee under the violent earthquake effect, to force outside the plastic hinge of beam-ends welded seam area and move; Satisfy the requirement of node seismic design; Do not take architectural space again; Satisfy the function of use requirement of building construction, simultaneously, the node process for machining and manufacturing is simple, welding stress and the less a kind of new steel structure shock-resistant node of welding deformation.
The object of the invention can be realized through following technical scheme: the reinforced ductility joint of steel structure girder edge of a wing asymmetric double floor; It is characterized in that; This steel-structure beam-column node adopts asymmetric double rib slab to strengthen mode to the beam-ends edge of a wing; Adopt double rib slab to strengthen to the top flange of beam, the height of double rib slab adopts horizontal steel plate to strengthen less than 200mm (concrete floor gross thickness) to the bottom flange of beam.
Girder steel is adopted two deep floors vertical with the top flange, and two deep floors adopt vertical weld seam to be connected with the steel column edge of a wing, and two deep floors adopt side seam to be connected with the girder steel edge of a wing.The floor that two vertical direction are placed lay respectively at the beam top flange far from the top flange 1/4 deck-siding place, two edges; The upper and lower weld seam that all is provided with of web passes through the hole; The post stiffening rib adopts the full penetration groove weld to be connected with the post edge of a wing; Adopt horizontal steel plate to strengthen to the bottom flange of girder steel, level is strengthened steel plate and is adopted the groove weld seam to be connected with steel column, and level is strengthened steel plate and adopted four sides weld all around seam to be connected with girder steel.
Described double rib slab adopts the fillet weld welding with the beam top flange and the post edge of a wing respectively, occurs intersecting for avoiding weld seam, floor is made otch handle.Described bottom flange is strengthened adopting the single groove weld of belt material plate to be connected between steel plate and the post edge of a wing, and the bottom flange of beam directly is not connected with pillar, is connected but adopt three limit weld all arounds to stitch with the reinforcement steel plate.
Technical advantage of the present invention is:
Adopt the reinforced ductility joint of asymmetric double floor, can effectively increase node ductility and improve the node anti-seismic performance, under the violent earthquake effect, realize moving outside the plastic hinge.
Adopt double rib slab to compare to reduce beam, the post edge of a wing and be connected neighbouring welding stress and welding deformation with web with single floor.
The reinforcement steel plate that keeps flat is adopted in the bottom flange, can increase the building headway, satisfies the function of use of building.
Compare with two reinforced nodes of (list) floor of board-like reinforced node of the symmetrical expression of present employing and symmetrical expression, it is simple to have a processing and fabricating, does not take architectural space, and welding stress influences advantages such as less.
Description of drawings
Fig. 1 is the three-dimensional structure sketch map of this new ductile node;
Fig. 2 is the positive facade structural representation of this new ductile node;
Fig. 3 is the 1-1 sectional structural map of Fig. 2;
Fig. 4 is the 2-2 sectional structural map of Fig. 2;
Fig. 5 is the 3-3 sectional structural map of Fig. 2.
The specific embodiment
Below in conjunction with accompanying drawing and specific embodiment this novel earthquake-proof ductility joint is elaborated.
Embodiment:
Like Fig. 1～shown in Figure 3, the bottom flange stiffener adopts the full penetration groove weld to be connected through the liner plate and the post edge of a wing, and after the full penetration groove weld welded and finishes, liner plate still kept.After girder steel was in place, the top flange of beam was connected with the post edge of a wing through liner plate, and after the welding of full penetration groove weld finished, liner plate still kept.The bottom flange adopts three weld all around seams to be connected with stiffener, does not weld with the post edge of a wing.The web of girder steel is connected with the shearing junction plate through high-strength bolt, gives birth to the processing mode of red rust behind the contact surface employing shot-peening, and the shearing junction plate adopts twin fillet wolt to be connected with the post edge of a wing, and the thickness of shearing junction plate should be complementary with the web thickness of girder steel.Two floors adopt fillet weld to be connected with post and flange of beam respectively.Two floors be positioned at the beam top flange far from the top flange the about 1/4 deck-siding place of outward flange.Web all is provided with weld seam up and down through the hole, and the welding of full penetration groove is adopted on the post stiffening rib and the post edge of a wing, and strong design principles design floor such as utilization and edge of a wing stiffener move the beam-ends plastic hinge outward.
As shown in Figure 4, a mild circular arc is all arranged on two floors, main purpose is to make stress get into mild transition when strengthening the district, the stress concentration phenomenon of avoiding the rigidity sudden change to cause.Two floors adopt the fillet weld welding with the beam top flange and the post edge of a wing respectively, occur intersecting for avoiding weld seam, floor is made otch handle.
As shown in Figure 5, the bottom flange stiffener is connected with fillet weld through three weld all arounds with flange of beam, and edge of a wing stiffener is slightly wideer than flange of beam.Stiffener thickness is not less than flange of beam thickness.
Like Fig. 1～shown in Figure 5, the 1-floor, the 2-high-strength bolt, 3-shearing junction plate, the 4-stiffening rib, 5-edge of a wing stiffener, the 6-backing plate, the 7-beam, the 8-post, the 9-weld seam passes through the hole.
Claims (2)
1. the reinforced ductility joint of steel structure girder edge of a wing asymmetric double floor; This is the shock-resistant node that a kind of steel structure girder is connected with post; The asymmetric strong form that adds is adopted on the beam-ends edge of a wing to girder steel; It is characterized in that: girder steel is adopted two deep floors vertical with the top flange, and two deep floors adopt vertical weld seam to be connected with the steel column edge of a wing, and two deep floors adopt side seam to be connected with the girder steel edge of a wing.
2. the reinforced ductility joint of steel structure girder according to claim 1 edge of a wing asymmetric double floor; It is characterized in that: the floor that two vertical direction are placed lay respectively at the beam top flange far from the top flange 1/4 deck-siding place, two edges; The upper and lower weld seam that all is provided with of web passes through the hole; The post stiffening rib adopts the full penetration groove weld to be connected with the post edge of a wing; Adopt horizontal steel plate to strengthen to the bottom flange of girder steel, level is strengthened steel plate and is adopted the groove weld seam to be connected with steel column, and level is strengthened steel plate and adopted four sides weld all around seam to be connected with girder steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202366264U CN202338033U (en) | 2011-07-06 | 2011-07-06 | Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2011202366264U CN202338033U (en) | 2011-07-06 | 2011-07-06 | Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN202338033U true CN202338033U (en) | 2012-07-18 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2011202366264U Expired - Fee Related CN202338033U (en) | 2011-07-06 | 2011-07-06 | Asymmetric double-ribbed-plate reinforced ductility node of steel structure beam flange |
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| Country | Link |
|---|---|
| CN (1) | CN202338033U (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696535A (en) * | 2013-12-26 | 2014-04-02 | 南京工业大学 | Circular opening accessory with high utilization rate of corrugated web beam |
| CN106121049A (en) * | 2016-08-22 | 2016-11-16 | 合肥工业大学 | Compound shear wall is connected energy dissipation node and preparation method thereof with steel bar girder combination beam |
| CN109914594A (en) * | 2019-03-28 | 2019-06-21 | 重庆工程职业技术学院 | A kind of damping type steel structure node component |
| CN111980154A (en) * | 2020-08-20 | 2020-11-24 | 中国建筑标准设计研究院有限公司 | Beam-column connecting joint of special-shaped column and construction method |
| CN114856278A (en) * | 2022-04-28 | 2022-08-05 | 中交一公局集团有限公司 | Assembly method of automatic welding assembly type steel structure with built-in pipeline |
-
2011
- 2011-07-06 CN CN2011202366264U patent/CN202338033U/en not_active Expired - Fee Related
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103696535A (en) * | 2013-12-26 | 2014-04-02 | 南京工业大学 | Circular opening accessory with high utilization rate of corrugated web beam |
| CN106121049A (en) * | 2016-08-22 | 2016-11-16 | 合肥工业大学 | Compound shear wall is connected energy dissipation node and preparation method thereof with steel bar girder combination beam |
| CN106121049B (en) * | 2016-08-22 | 2019-04-30 | 合肥工业大学 | Compound shear wall connect energy dissipation node and preparation method thereof with steel bar girder combination beam |
| CN109914594A (en) * | 2019-03-28 | 2019-06-21 | 重庆工程职业技术学院 | A kind of damping type steel structure node component |
| CN111980154A (en) * | 2020-08-20 | 2020-11-24 | 中国建筑标准设计研究院有限公司 | Beam-column connecting joint of special-shaped column and construction method |
| CN114856278A (en) * | 2022-04-28 | 2022-08-05 | 中交一公局集团有限公司 | Assembly method of automatic welding assembly type steel structure with built-in pipeline |
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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: 20120718 Termination date: 20140706 |
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| EXPY | Termination of patent right or utility model |