CN202347664U - High-ductility steel structure beam column node connected through angle iron - Google Patents
High-ductility steel structure beam column node connected through angle iron Download PDFInfo
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- CN202347664U CN202347664U CN2011204500944U CN201120450094U CN202347664U CN 202347664 U CN202347664 U CN 202347664U CN 2011204500944 U CN2011204500944 U CN 2011204500944U CN 201120450094 U CN201120450094 U CN 201120450094U CN 202347664 U CN202347664 U CN 202347664U
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Abstract
The utility model relates to a high-ductility steel structure beam column node connected through an angle iron, and is characterized in that an upper flange plate and a lower flange plate of an H steel beam are connected with a steel column through a flange angle iron, a flange steel base plate and a friction type high-intensity bolt, a web plate of the H steel beam is connected with the steel column through a web plate angle iron, a web plate steel base plate and a friction type high-intensity bolt, bolt holes on a flange angle iron branch and a web plate angle iron branch, which are connected with the H steel beam, are long round holes, a horizontal reinforced rib is arranged in the steel column at the connecting place of the steel column and the H steel beam, and a gap is formed between the end of the H steel beam and the steel column. The node has strong ductility deformation capacity and good energy consumption capacity; meanwhile, the node has no connecting welding line on beam column components, so that the possibility of bristle break of the steel beam or the steel column in a node region under the action of a rare occurrence earthquake is avoided; in addition, the node has the advantages of convenience for construction, simple and quick repairing job after earthquake, low repairing cost and the like.
Description
Technical field
The utility model relates to the building building technology field, especially a kind of high ductility steel-structure beam-column node that connects through angle steel.
Background technology
Good ductility is the key factor that guarantees that structure does not collapse and destroys under severe earthquake action, and the ductility of node is a key factor that influences structural entity ductility.Before the Northridge of the U.S. in 1994 (Bei Ling) earthquake, it is the form that the steel framed structure beam-column connection generally adopts that the bolt weldering connects (edge of a wing welding, web bolt connect).Yet the slope of Japan earthquake centre celestially the Northridge of the U.S. in 1994 (Bei Ling) earthquake and 1995; Many destruction has taken place in the steel frame that once was considered to have the good resistance shock stability, wherein most brittle fractures (being the welding position brittle destruction af-ter) that destroy to beam column bolt weldering connected node place.
In order to improve the ductility of connected node, the shake back U.S., Japan and other countries have carried out number of research projects to the anti-seismic performance of steel-frame beam column jointing gusset and ductile performance etc., have proposed multiple improved novel joint form.The research thinking basically identical of this type novel joint all is that girder steel end plastic hinge is moved on to outward on the beam of cylinder certain distance, thereby avoids the node brittle destruction af-ter, reaches the seismic design principle of " the weak member of strong node ".The difference of moving form according to plastic hinge outward can be divided into two big types with it: one type is weakening type node, like dog bone type node (cross section weakening is carried out near the node place in the bottom flange on beam) and girder steel root web open cell type node; Another kind of is reinforced node, like haunch type node, expansion aerofoil profile node, cover-plate type node etc.Yet show according to existing result of study: weakening type node makes load bearing beam power decrease to a certain extent; And the attachment weld of beam column edge of a wing root remains the weak location of weakening type node, and weldquality directly has influence on giving full play to of node ductility; And reinforced node is owing to can increase the weld seam of plate in original welding node zone; Thereby cause connecting portion residual stress situation to become even more serious; Particularly when weldquality is not high, not only might be able to not improve the ductility of node but also can aggravate the node brittle destruction af-ter (
Wang Yan, Yu Yousheng, Wang Yue; Liu Xiuli. steel frame edge of a wing weakening type and expansion aerofoil profile node Study on behavior. mechanics and practice, 2010. 32 (1): 46-53. [2] Yu Yousheng, Wang Yan. the experimental study [J] of steel-frame beam edge of a wing weakening type node mechanical property. engineering mechanics; 2009. 26 (2): 168-175. [3], Yang Na, Yang Qingshan. the edge of a wing weakens the performance study summary [J] of structural steel frame bean column node. engineering mechanics; 2004,21 (1): 61-66.).In addition, above-mentioned plastic hinge moves the type node outward and also has shortcomings such as shake back maintenance difficult or maintenance cost costliness (because this moment, serious deformation took place girder steel).
Utilizing the Frictional Slipping of friction-type high-strength bolt in oval bolt hole to improve node ductility is a kind of brand-new research thinking.People such as professor Ma Renyue of Tongji University (
The Ma Renyue, Yang Yang, Chen Qiaosheng etc. slotted hole modification property high-strength bolt node anti-seismic performance experimental study [J]. building structure journal, 2009,30 (1): 101-106) this thinking is applied to the steel beam splicing place (as shown in Figure 1) with the beam column of steel structure rigid joint of cantilever beam section, and applied for relevant patent (
The patent No.: 200820150748.X, 200810040509.3).The slotted hole of this node is arranged on the jointing positions of the girder steel edge of a wing and web; And the girder steel root still is to adopt weld seam to connect with being connected of steel column; Therefore under the rarely occurred earthquake effect; When the slewing area at steel beam splicing place exceeds its limit turning power, still have the welding brittle fracture that may cause girder steel root and steel column.
In order to remedy the deficiency of present existing steel structure bean column node, the utility model has proposed a kind of high ductility steel-structure beam-column node that connects through angle steel on semi-rigid bolted basis.
Summary of the invention
In order further to improve the ductility of steel structure node, avoid on H section steel beam or steel column, taking place the possibility of welding brittle fracture simultaneously, the utility model provides a kind of high ductility steel-structure beam-column node that connects through angle steel.
The utility model solves the technical scheme that its technical problem adopted: a kind of high ductility steel-structure beam-column node that connects through angle steel; Comprise steel column and H section steel beam, boom angle, web angle steel, edge of a wing billet, web billet, horizontal stiffening rib and some friction type high strength bolts; It is characterized in that: the upper and lower frange plate of said H section steel beam all is connected with steel column through boom angle, edge of a wing billet and friction type high strength bolt; Said H section steel beam web is connected with steel column through web angle steel, web billet and friction type high strength bolt; The boom angle that is connected with the H section steel beam divides limb and web angle steel to divide the bolt hole on the limb to be slotted hole; The steel column set inside that is positioned at steel column and H section steel beam junction has horizontal stiffening rib, leaves the space between the termination of said H section steel beam and the steel column.
Further; The boom angle that said horizontal stiffening rib is arranged on perpendicular to the steel column edge of a wing divides on the extended line direction of limb; The thickness of said horizontal stiffening rib divides the thickness of limb to equate with the boom angle on the vertical steel column edge of a wing, adopts the welding of groove full penetration weld between the said horizontal stiffening rib and the steel column edge of a wing and the steel column web.
Further, the axis of said horizontal stiffening rib divides the axis of limb to aim at the boom angle on the vertical steel column edge of a wing.
Further, the friction type high strength bolt that is used to connect web angle steel and H section steel beam web is arranged on the position away from H section steel beam web axis.
Further, said friction type high strength bolt is along the single setting of last lower limb of H section steel beam web.
Further, the reaming direction of said slotted hole all with H section steel beam longitudinal central axis line parallel, the axis of the axis of said slotted hole and used friction type high strength bolt coincides.
Further, a side of said H section steel beam web or two sides are connected with steel column through web angle steel, web billet and friction type high strength bolt simultaneously.
Further; Said all angle steel bolt hole on the branch limb original radius of all serving as reasons that links to each other with the H section steel beam is that the conventional bolt circular hole (Fig. 2) of R is expanded into the slotted hole that length is 2R+d (Fig. 3); The reaming direction of slotted hole all with H section steel beam longitudinal central axis line parallel, and all the other bolts hole are conventional bolt circular hole.
In a word; The utility model is characterised in that: the upper and lower frange plate of H section steel beam is connected with the steel column edge of a wing with friction type high strength bolt through boom angle, edge of a wing billet; And divide the limb place that horizontal stiffening rib in the post is set at the boom angle on the vertical steel column edge of a wing; Horizontal stiffening rib should divide the limb uniform thickness with the boom angle on the vertical steel column edge of a wing; Should adopt the welding of groove full penetration weld between horizontal stiffening rib and the steel column edge of a wing and the web, the axis of horizontal stiffening rib should divide the axis of limb to aim at the boom angle on the vertical steel column edge of a wing.H section steel beam web is connected with the steel column frange plate with friction type high strength bolt through single (two) web angle steel, web billet.Said all angle steel bolt hole on the branch limb original radius of all serving as reasons that links to each other with the H section steel beam is that the conventional bolt circular hole (Fig. 2) of R is expanded into the slotted hole that length is 2R+d (Fig. 3); The reaming direction of slotted hole all with H section steel beam longitudinal central axis line parallel, and all the other bolts hole are conventional bolt circular hole.In order to guarantee that beam-ends has good turning power, the connection high-strength bolt position on the said H section steel beam web should be away from the axis of H section steel beam web, and as far as possible along the single setting of lower limb on the H section steel beam web.
In order to guarantee that the H section steel beam has maximum slipping space, the axis of said slotted hole should coincide with the axis of used friction type high strength bolt.
The job practices of the high ductility steel-structure beam-column node that passes through the angle steel connection of the utility model, carry out according to the following steps:
(1) link position of definite boom angle on steel column; And horizontal stiffening rib in the post is set in the inner corresponding position of steel column; Should adopt the welding of groove full penetration weld between horizontal stiffening rib and the steel column edge of a wing and the web, the axis of horizontal stiffening rib should divide the axis of limb to aim at the boom angle on the vertical steel column edge of a wing;
(2) the branch limb that through friction type high strength bolt upper and lower boom angle is had a conventional bolt circular hole respectively is connected the corresponding position on the steel column edge of a wing;
(3) the H section steel beam is inserted between the upper and lower boom angle, and the upper and lower frange plate of H section steel beam is connected with edge of a wing billet with the branch limb that upper and lower boom angle has a slotted hole respectively through friction type high strength bolt; In connection procedure, should make the axis of friction type high strength bolt divide the slotted hole axis on the limb to keep overlapping with boom angle;
(4) through friction type high strength bolt the branch limb that has conventional bolt circular hole on the web angle steel is connected with the steel column edge of a wing, and another minute limb that has slotted hole on the web angle steel is connected with the web billet through friction type high strength bolt with H section steel beam web.
In above-mentioned steps (1), the welding procedure of said horizontal stiffening rib and steel column is carried out in factory.
In above-mentioned steps (4), the friction type high strength bolt that is used to connect web angle steel and H section steel beam web is arranged on the position away from H section steel beam web axis, and said friction type high strength bolt is along the single setting of last lower limb of H section steel beam web.
In above-mentioned steps (3) and (4), the reaming direction of said slotted hole all with girder steel longitudinal central axis line parallel, the axis of the axis of said slotted hole and used friction type high strength bolt coincides.
The beneficial effect of the utility model is; This new steel structure bean column node not only can be out of shape and consumes energy through the Frictional Slipping of friction type high strength bolt in oval bolt hole on upper and lower frange plate of H section steel beam and the web; But also can further improve the ductility deformability and the energy dissipation capacity of node through the distortion of angle steel, so this new steel structure bean column node has very strong ductility deformability and good energy dissipation capacity under the rarely occurred earthquake effect; Simultaneously because attachment weld does not all appear in this node on the beam column member, therefore also just avoided H section steel beam under the rarely occurred earthquake effect or steel column in the node region brittle destruction af-ter maybe; In addition, this node also has advantages such as easy construction and shake back repair simple and fast and rehabilitation cost be cheap.
Description of drawings
Fig. 1 is the beam column of steel structure rigid joint structural representation of the full bolt splicing of band cantilever beam section.
Fig. 2 is conventional bolt circle pore structure sketch map.
Fig. 3 is the structural representation of slotted hole.
Fig. 4 is the structural representation of the utility model embodiment.
Fig. 5 is the I-I sectional view of Fig. 4.
Fig. 6 is the II-II sectional view of Fig. 4.
Fig. 7 is the III-III sectional view of Fig. 4.
1. steel columns among the figure, 2. H section steel beam, 3. boom angle, 4. edge of a wing billet, 5. web angle steel, 6. web billet, 7. friction type high strength bolt, 8. horizontal stiffening rib, 9. conventional bolt circular hole, 10. slotted hole.
The specific embodiment
For letting the above-mentioned feature and advantage of the utility model can be more obviously understandable, hereinafter is special lifts embodiment, and conjunction with figs., elaborates as follows.
Shown in accompanying drawing 4; A kind of high ductility steel-structure beam-column node that connects through angle steel of the utility model; Comprise steel column 1 and H section steel beam 2, boom angle 3, web angle steel 5, edge of a wing billet 4, web billet 6, horizontal stiffening rib 8 and some friction type high strength bolts 7; It is characterized in that: the upper and lower frange plate of said H section steel beam 2 all is connected with steel column 1 through boom angle 3, edge of a wing billet 4 and friction type high strength bolt 7; Said H section steel beam 2 webs are connected with steel column 1 through web angle steel 5, web billet 6 and friction type high strength bolt 7; Bolt hole on 5 fens limbs of 3 fens limbs of the boom angle that is connected with H section steel beam 2 and web angle steel is slotted hole 10, and steel column 1 set inside that is positioned at steel column 1 and H section steel beam 2 junctions has horizontal stiffening rib 8, leaves the space between the termination of said H section steel beam 2 and the steel column 1.
Further; The boom angle that said horizontal stiffening rib 8 is arranged on perpendicular to the steel column edge of a wing divides on the extended line direction of limb; The thickness of said horizontal stiffening rib 8 divides the thickness of limb to equate with the boom angle on the vertical steel column edge of a wing, adopts the welding of groove full penetration weld between said horizontal stiffening rib 8 and the steel column edge of a wing and the steel column web.
Further, the axis of said horizontal stiffening rib 8 divides the axis of limb to aim at the boom angle on the vertical steel column edge of a wing.
Further, the friction type high strength bolt 7 that is used to connect web angle steel 5 and H section steel beam web is arranged on the position away from H section steel beam web axis.
Further, said friction type high strength bolt 7 is along the single setting of last lower limb of H section steel beam web.
Further, the reaming direction of said slotted hole 10 all with H section steel beam 2 longitudinal central axis line parallels, the axis of the axis of said slotted hole 10 and used friction type high strength bolt 7 coincides.
Further, a side of said H section steel beam 2 webs or two sides are connected with steel column 1 through web angle steel 5, web billet 6 and friction type high strength bolt 7 simultaneously.
The job practices of the utility model: the link position of at first on steel column 1, confirming boom angle 3; And in the corresponding position is provided with post horizontal stiffening rib 8 (Fig. 4, Fig. 5); Should adopt the welding of groove full penetration weld between horizontal stiffening rib 8 and the steel column edge of a wing and the web; The axis of horizontal stiffening rib 8 should divide the axis of limb to aim at (Fig. 4) with the boom angle on the vertical steel column edge of a wing, the welding procedure of above-mentioned relevant horizontal stiffening rib 8 generally should be carried out in factory; Then, the branch limb that through friction type high strength bolt 7 upper and lower boom angle 3 is had a conventional bolt circular hole 9 respectively is connected the corresponding position on the steel column edge of a wing; Then, H section steel beam 2 is inserted between two boom angles 3, and be connected with edge of a wing billet 4 with the branch limb that upper and lower boom angle 3 has slotted hole through the upper and lower frange plate of friction type high strength bolt 7 respectively H section steel beam 2; Slotted hole 10 axis on 3 fens limbs of the axis that in connection procedure, should make friction type high strength bolt 7 and boom angle keep overlapping (Fig. 4); At last; The branch limb that web angle steel 5 is had conventional bolt circular hole 9 is connected with the steel column edge of a wing; Another angle steel that has slotted hole 10 divides limb then to be connected with web billet 6 through friction type high strength bolt 7 with H section steel beam web; Connecting bolt position on the H section steel beam web should be away from the axis of H section steel beam web at this moment; And along the single setting in the upper and lower edge of H section steel beam web, same, the axis of the friction type high strength bolt on the H section steel beam web should keep with slotted hole 10 axis on the web angle steel 5 overlapping at this moment.
When H section steel beam web adopts the single angle connection can't satisfy requiring of Transfer of Shear, can change double angle into and connect, its method of attachment is identical with the single angle situation.
The steel structure node design principles of the utility model is following:
Phase I: under conventional design load (comprising seismic load, wind load etc.) effect, design by least favorable load Combination Design value.This stage must guarantee that slippage does not take place the friction type high strength bolt on the girder steel; Boom angle and web angle steel are in elastic stage; Friction type high strength bolt on the steel column is no more than the Design of Bearing Capacity value.
Second stage: the connection maximum load capacity by based on the ultimate strength minimum value carries out checking computations, and the moment of flexure design load is got 1.2Mp (Mp is the overall plastic property moment of flexure value of girder steel), and the shearing design load is got 1.3 (2Mp/l) (l is the net span of girder steel).This allows the friction type high strength bolt generation slippage on girder steel and contacts with hole wall in stage, but must guarantee that the plate of friction type high strength bolt or hole wall contact position does not destroy; Allow boom angle and web angle steel to get into elastoplasticity or plastic state, but do not allow to destroy; Guarantee that the friction type high strength bolt on the steel column does not destroy.
Certainly, the steel column in the utility model is not limited to the H steel column in the present embodiment, and is also suitable equally for box-shaped and the prismatic steel column of cross.
The above is merely the preferred embodiment of the utility model, and all equalizations of being done according to the utility model claim change and modify, and all should belong to the covering scope of the utility model.
Claims (7)
1. one kind is passed through the high ductility steel-structure beam-column node that angle steel connects; Comprise steel column and H section steel beam, boom angle, web angle steel, edge of a wing billet, web billet, horizontal stiffening rib and some friction type high strength bolts; It is characterized in that: the upper and lower frange plate of said H section steel beam all is connected with steel column through boom angle, edge of a wing billet and friction type high strength bolt; Said H section steel beam web is connected with steel column through web angle steel, web billet and friction type high strength bolt; The boom angle that is connected with the H section steel beam divides limb and web angle steel to divide the bolt hole on the limb to be slotted hole; The steel column set inside that is positioned at steel column and H section steel beam junction has horizontal stiffening rib, leaves the space between the termination of said H section steel beam and the steel column.
2. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 1; It is characterized in that: the boom angle that said horizontal stiffening rib is arranged on perpendicular to the steel column edge of a wing divides on the extended line direction of limb; The thickness of said horizontal stiffening rib divides the thickness of limb to equate with the boom angle on the vertical steel column edge of a wing, adopts the welding of groove full penetration weld between the said horizontal stiffening rib and the steel column edge of a wing and the steel column web.
3. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 2, it is characterized in that: the axis of said horizontal stiffening rib divides the axis of limb to aim at the boom angle on the vertical steel column edge of a wing.
4. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 1 is characterized in that: the friction type high strength bolt that is used to connect web angle steel and H section steel beam web is arranged on the position away from H section steel beam web axis.
5. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 4, it is characterized in that: said friction type high strength bolt is along the single setting of last lower limb of H section steel beam web.
6. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 1; It is characterized in that: the reaming direction of said slotted hole all with H section steel beam longitudinal central axis line parallel, the axis of the axis of said slotted hole and used friction type high strength bolt coincides.
7. a kind of high ductility steel-structure beam-column node that connects through angle steel according to claim 1, it is characterized in that: a side of said H section steel beam web or two sides are connected with steel column through web angle steel, web billet and friction type high strength bolt simultaneously.
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| Application Number | Priority Date | Filing Date | Title |
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| CN2011204500944U CN202347664U (en) | 2011-11-15 | 2011-11-15 | High-ductility steel structure beam column node connected through angle iron |
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| CN2011204500944U CN202347664U (en) | 2011-11-15 | 2011-11-15 | High-ductility steel structure beam column node connected through angle iron |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102363979A (en) * | 2011-11-15 | 2012-02-29 | 福州大学 | High-ductility steel structure beam column node in angle steel connection and construction method of high-ductility steel structure beam column node |
| CN102776957A (en) * | 2012-08-20 | 2012-11-14 | 上海通用金属结构工程有限公司 | Anti-seismic building node and manufacturing process thereof |
| CN103290930A (en) * | 2013-04-03 | 2013-09-11 | 青岛理工大学 | L-shaped reinforcing plate bolt connecting device |
| CN103306381A (en) * | 2013-04-03 | 2013-09-18 | 青岛理工大学 | Asymmetric reinforcing axillary plate bolted connection device |
| CN103306380A (en) * | 2013-04-03 | 2013-09-18 | 青岛理工大学 | Symmetric reinforcing axillary plate bolted connection device |
| CN104213645A (en) * | 2014-09-13 | 2014-12-17 | 内蒙古科技大学 | H section steel girder-column minor axis connecting top and bottom angle steel node and preparing method of H section steel girder-column minor axis connecting top and bottom angle steel node |
| CN104358320A (en) * | 2014-11-28 | 2015-02-18 | 西安建筑科技大学 | Fully prefabricated assembling type beam column joint |
| CN105155685A (en) * | 2015-08-19 | 2015-12-16 | 山东建筑大学 | Assembly type beam column joint and construction method thereof |
| CN105544740A (en) * | 2016-01-25 | 2016-05-04 | 河南城建学院 | High-temperature-resistance sliding friction energy consumption connecting system |
| CN106013495A (en) * | 2016-07-13 | 2016-10-12 | 大连理工大学 | Arc damper for node energy consumption and shock absorption of prefabricated structure |
| CN107083807A (en) * | 2017-06-14 | 2017-08-22 | 重庆大学 | A kind of endplate connections node |
| CN107514057A (en) * | 2017-07-10 | 2017-12-26 | 湖南大学 | A kind of angle steel channel-section steel connects energy-dissipation beam column node |
| CN106284659B (en) * | 2016-08-11 | 2019-03-08 | 重庆大学 | A kind of beam column fire-resistant node |
| CN109989480A (en) * | 2019-04-12 | 2019-07-09 | 长安大学 | A kind of assembled sliding friction type connection structure of H profile steel beam and steel column |
| CN111894132A (en) * | 2020-07-20 | 2020-11-06 | 东南大学 | Self-resetting steel structure node with hybrid energy consumption mode |
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2011
- 2011-11-15 CN CN2011204500944U patent/CN202347664U/en not_active Expired - Fee Related
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| CN102363979B (en) * | 2011-11-15 | 2014-07-30 | 福州大学 | High-ductility steel structure beam column node in angle steel connection and construction method of high-ductility steel structure beam column node |
| CN102363979A (en) * | 2011-11-15 | 2012-02-29 | 福州大学 | High-ductility steel structure beam column node in angle steel connection and construction method of high-ductility steel structure beam column node |
| CN102776957A (en) * | 2012-08-20 | 2012-11-14 | 上海通用金属结构工程有限公司 | Anti-seismic building node and manufacturing process thereof |
| CN103290930A (en) * | 2013-04-03 | 2013-09-11 | 青岛理工大学 | L-shaped reinforcing plate bolt connecting device |
| CN103306381A (en) * | 2013-04-03 | 2013-09-18 | 青岛理工大学 | Asymmetric reinforcing axillary plate bolted connection device |
| CN103306380A (en) * | 2013-04-03 | 2013-09-18 | 青岛理工大学 | Symmetric reinforcing axillary plate bolted connection device |
| CN104213645A (en) * | 2014-09-13 | 2014-12-17 | 内蒙古科技大学 | H section steel girder-column minor axis connecting top and bottom angle steel node and preparing method of H section steel girder-column minor axis connecting top and bottom angle steel node |
| CN104358320B (en) * | 2014-11-28 | 2016-08-17 | 西安建筑科技大学 | A kind of fully-prefabricated assembled bean column node |
| CN104358320A (en) * | 2014-11-28 | 2015-02-18 | 西安建筑科技大学 | Fully prefabricated assembling type beam column joint |
| CN105155685A (en) * | 2015-08-19 | 2015-12-16 | 山东建筑大学 | Assembly type beam column joint and construction method thereof |
| CN105155685B (en) * | 2015-08-19 | 2017-03-15 | 山东建筑大学 | A kind of assembled beam-column node and its construction method |
| CN105544740A (en) * | 2016-01-25 | 2016-05-04 | 河南城建学院 | High-temperature-resistance sliding friction energy consumption connecting system |
| CN105544740B (en) * | 2016-01-25 | 2017-08-08 | 河南城建学院 | A kind of high temperature resistant sliding friction power consumption connection system |
| CN106013495A (en) * | 2016-07-13 | 2016-10-12 | 大连理工大学 | Arc damper for node energy consumption and shock absorption of prefabricated structure |
| CN106284659B (en) * | 2016-08-11 | 2019-03-08 | 重庆大学 | A kind of beam column fire-resistant node |
| CN107083807A (en) * | 2017-06-14 | 2017-08-22 | 重庆大学 | A kind of endplate connections node |
| CN107514057A (en) * | 2017-07-10 | 2017-12-26 | 湖南大学 | A kind of angle steel channel-section steel connects energy-dissipation beam column node |
| CN109989480A (en) * | 2019-04-12 | 2019-07-09 | 长安大学 | A kind of assembled sliding friction type connection structure of H profile steel beam and steel column |
| CN111894132A (en) * | 2020-07-20 | 2020-11-06 | 东南大学 | Self-resetting steel structure node with hybrid energy consumption mode |
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