CN106401254A - Self-reset steel framework structure for restraining energy consumption of core plate through buckling - Google Patents
Self-reset steel framework structure for restraining energy consumption of core plate through buckling Download PDFInfo
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- CN106401254A CN106401254A CN201610824351.3A CN201610824351A CN106401254A CN 106401254 A CN106401254 A CN 106401254A CN 201610824351 A CN201610824351 A CN 201610824351A CN 106401254 A CN106401254 A CN 106401254A
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
- E04H9/00—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate
- E04H9/02—Buildings, groups of buildings or shelters adapted to withstand or provide protection against abnormal external influences, e.g. war-like action, earthquake or extreme climate withstanding earthquake or sinking of ground
- E04H9/024—Structures with steel columns and beams
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Abstract
The invention discloses a self-reset steel framework structure for restraining energy consumption of a core plate through buckling. The self-reset steel framework structure comprises at least one structure unit. The structure unit comprises two framework columns, two I-shaped steel beams, hinge pins for connection of the ends of the two I-shaped steel beams and the framework columns, two end plates arranged at the two ends of the two I-shaped steel beams, the core plate, a filler steel plate, and pre-tensioning rods connected with the two end plates, wherein the core steel plate and the filler steel plate are clamped between the flanges of the two I-shaped steel beams, one side of the core steel plate is connected with one end of the upper I-shaped steel beam, the other side of the core steel plate is connected with one end of the lower I-shaped steel beam, and the pre-tensioning rods are located in the positions of webs of the I-shaped steel beams and used for tensioning the end plates at the two ends by applying prestress. The self-reset steel framework can be assembled on site after being prefabricated in a factory, in case of an earthquake, the top and the bottom of each beam are not opened, the distance between the columns is kept constant, stresses at the left end and the right end of each I-shaped beam are kept equal, and flexible and independent control over the strength, rigidity and ductility of the structure is achieved finally in the design process.
Description
Technical field
The invention belongs to field of civil engineering, it is related to one kind under frequently occurred earthquake and rarely occurred earthquake by buckling-restrained core
The Self-resetting steel-frame structure of plate loss energy.
Background technology
Earthquake gives people class and brings extremely serious disaster.When strong earthquakes come temporarily, engineering structure will bear Seismic input
Huge energy and produce strong structural response, the local failure of structure thereby resulting in or total Collapse constitute earthquake and cause calamity
Main factor.China is the country of earthquake more than, and ruinous earthquake not only occurs on the island of Taiwan of plate margin, Qinghai-Tibet height
The areas such as former and Xinjiang, and be distributed widely in inside continent.Wenchuan earthquakes in 2008 and Yushu earthquake in 2010 all cause huge
Big casualties and economic loss.Therefore, research economic and reliable, the Aseismic Structure System of performance efficiency, mitigates for effective
Earthquake disaster, guarantee Sustainable Socioeconomic Development have important practical significance.
Traditional Aseismic Design uses Ductility Design Method, that is, under geological process, by structure division component
Surrender in advance and destroy, but entirety will not be collapsed, the plastic deformation relying on component, come the most seismic energy that to dissipate, leads to tie
Structure is easy to after macroseism produce badly damaged and residual deformation.And excessive residual deformation does not only result in damaged structure in aftershock
Collapse probability be significantly increased, also can make structure shake after reparation difficulty and expense be significantly increased.
Self-resetting steel-frame structure is a kind of new structure providing Self-resetting power by the pre- pull bar of tensioning for structure,
The residual deformation of structure can be effectively reduced after structure is subject to geological process.Under frequently occurred earthquake effect, Self-resetting steel frame
Structure Beam-column node gap is not opened, and similar to moment resisting, its structural elements remains elasticity；In middle shake or big shake effect
Under, Self-resetting steel-frame structure opens gap by bean column node top bottom, makes to be arranged on the dissipative member of node location to consume
Seismic energy, even avoids agent structure to damage to mitigate, and relies on pre- pull bar so that gap is closed and realize Self-resetting after geological process
Function.By the adjustment to dissipative member size, pre- pull bar quantity and initial tension, beam column scantling, Self-resetting steel can be made
Rigidity under lateral loads for the frame structure, bearing capacity, ductility and Hysteresis Behavior change, and this property is permissible
Engineer is facilitated to carry out the adjustment of different parts rigidity of structure coupling in structure design.
But the post of traditional Self-resetting steel-frame structure increases with opening of bean column node away from meeting it is necessary to adopt multiple
Miscellaneous floor arrangement form with avoid post away from increase when floor crack in tension.Additionally, traditional Self-resetting steel-frame structure is usual
Need to carry out tensioning and the Member Welding of pre- pull bar at the construction field (site), be unfavorable for ensureing construction quality and difficulty of construction is larger, and
Although the sleeve being recently proposed-pre- rod-pulling type Self-resetting steel-frame structure can solve the above problems, its force-mechanism is complicated,
Unequal in the left and right end moment of flexure of geological process underbeam, it is that structure design brings huge challenge.The all serious resistance of these shortcomings
Application and the popularization of Self-resetting steel-frame structure are hindered.
Content of the invention
Technical problem：The present invention provides one kind not only to achieve to carry out prefabricated and prestressed stretch-draw moreover it is possible on ground in factory
The lower holding post of shake effect, away from constant all the time, solves sleeve-unequal shortcoming of pre- rod-pulling type Self-resetting beam two ends moment of flexure simultaneously
The power consumption of buckling-restrained core board Self-resetting steel-frame structure.
Technical scheme：The Self-resetting steel-frame structure of the buckling-restrained core board power consumption of the present invention, including at least one knot
Structure unit, described construction unit includes two frame columns, steel I-beam and lower steel I-beam in the identical of section, is located on described
Self-resetting dissipative system, described upper steel I-beam and the lower I-shaped being connected as a single entity between steel I-beam and lower steel I-beam and by the two
The end of girder steel passes through upper pin respectively and lower bearing pin is connected with frame column；
Described Self-resetting dissipative system includes two end plates, the core steel plate being arranged between described two end plates, filling steel plate
With pre- pull bar, described end plate is pressed on steel I-beam and the end of lower steel I-beam, described core steel plate one end and upper I-shaped
One end of girder steel lower flange connects, and the other end is connected with one end of lower steel I-beam top flange, and described filling steel plate is located at core
Both sides before and after steel plate, one pieces in two blocks of filling steel plates are connected with upper steel I-beam lower flange, on another piece and lower steel I-beam
The edge of a wing connects, and pre- pull bar is anchored on the end plate at two ends and is applied with prestressing force and strains two ends.
Further, in Self-resetting steel-frame structure of the present invention, described pre- pull bar is arranged at steel I-beam and lower I-shaped
The web position of girder steel.
Further, in Self-resetting steel-frame structure of the present invention, described upper steel I-beam is near lower flange position and lower work
Word girder steel all carries out cutting, the part web of end plate and upper steel I-beam and lower flange, lower steel I-beam near top flange position
Part web and top flange end flush contact.
In a preferred embodiment of the present invention, the Self-resetting steel-frame structure of buckling-restrained core board power consumption is included vertical
The multiple construction units sharing a frame column being sequentially connected on direction.
In a preferred embodiment of the present invention, the Self-resetting steel-frame structure of buckling-restrained core board power consumption is included in level
The multiple construction units being sequentially connected on direction, two adjacent structural units share a frame column.
When the present invention is directed to existing Self-resetting steel-frame structure and is subject to geological process, floor and framework lateral deformation be inharmonious,
Constructional difficulties and force-mechanism challenge, produce seam by the changing of the relative positions that is parallel to each other under geological process for the upper underbeam in end
Gap.This version not only achieve factory carry out prefabricated and prestressed stretch-draw moreover it is possible under geological process holding post away from
All the time constant, solve sleeve-unequal shortcoming of pre- rod-pulling type Self-resetting beam two ends moment of flexure simultaneously.
Beneficial effect：The present invention compared with prior art, has advantages below：
（1）The Self-resetting steel-frame structure of the technical program in geological process lower prop away from remaining constant, can avoid floor with
Deformation between framework.For traditional Self-resetting steel-frame structure, bean column node is opened by back bottom under geological process
Open generation gap, make the dissipative member at node location produce power consumption, but the gap producing makes post away from increase, need to adopt
Complicated floor arrangement form avoids floor crack in tension.And the technical program is mutually flat under geological process by upper underbeam
The row changing of the relative positions is in end generation gap, thus avoid upper beam top and open causing deformation between floor and framework.
（2）The technical program can reduce or even avoid the damage of agent structure during geological process effectively.For bending resistance
Framework by the surrender in advance of partial component and destruction, the plastic deformation relying on component come the most seismic energy that to dissipate, and
As the damage of the structural elements such as beam, post is often difficult to repair, it is more easy to cause collapsing of structure.Upper underbeam in the technical program with
Frame column is all connected using bearing pin, can effectively avoid structure to produce plastic hinge under geological process.Upper underbeam is made in earthquake
With under be parallel to each other the changing of the relative positions behind the generation gap of end, cause the surrender of core steel plate tension to be consumed energy so that the moulding of structure
Property deformation be concentrated mainly on core steel plate, it is achieved that the damage of structure is controlled.So not only can effectively reduce structure shake
The cost repaired afterwards, and the pretension being applied in pre- pull bar only need to overcome core steel plate yield force that structure just can be made to have realized
Full Self-resetting, and the impact without consideration agent structure plastic deformation.
（3）The technical program can achieve that Self-resetting steelframe carries out prefabricated and prestressed stretch-draw in factory, when constructing at the scene
Only need each structural elements is assembled, be especially suitable for industrialized production and manufacture.The processing matter of each component not only can be ensured
Amount and prestress stretching quality are it is also possible to accelerating construction progress.Because its processing technique is similar with traditional Self-resetting framework, factory
Family need not make larger adjustment and just can carry out industrialized production, thus reducing difficulty and the cost of manufacture, have higher valency
Lattice competitiveness.
（4）The technical program adopts the laminated form pressing from both sides core steel plate between upper underbeam, simple structure, and cost is relatively low.Sleeve-
Although pre- rod-pulling type Self-resetting steel-frame structure can solve some problems of traditional Self-resetting framework, its component is various, shape
Formula is complicated.The components such as tee girder that it adopts, inside and outside sleeve undoubtedly increase the steel using amount of beam.Can be by tradition in the technical program
Vierendeel girder be equivalent to the short beam of two section identicals, steel using amount is close with moment resisting beam.
（5）, using the laminated form pressing from both sides core steel plate between the upper and lower, force-mechanism is simply clear and definite for the technical program.Sleeve-pre-
The beam bottom that the beam superstructure that in rod-pulling type Self-resetting steel-frame structure, tee girder is welded to form with outer sleeve is formed with inner sleeve
Structure stress situation is different, the superstructure impact with axial deformation by bending simultaneously of beam, and substructure of beam is only subject to axle
To the impact of deformation, the poor rigidity that both exist all the time also can cause the left and right end moment of flexure of beam unequal, and its bending moment ratio is everywhere
Shake effect is of different sizes to be continually changing, and is structure design and using bringing huge complexity.The technical program is subject to geological process
When upper underbeam produces the changing of the relative positions relatively, the upper and lower beam section size due to adopting is identical with rigidity, and the left and right end moment of flexure of beam is all the time
Equal, the stressing conditions of upper underbeam are also identical.
Brief description
Fig. 1 is the schematic three dimensional views of apparatus of the present invention；
Fig. 2 is the front view of apparatus of the present invention；
Fig. 3 a is the A-A profile of Fig. 2；
Fig. 3 b is the B-B profile of Fig. 2；
Fig. 3 c is the C-C profile of Fig. 2；
Fig. 4 fills steel plate and core steel plate top view for Fig. 2；
Fig. 5 is apparatus of the present invention to the operating diagram one during left dislocation；
Fig. 6 is the operating diagram two during apparatus of the present invention displacement to the right.
In figure has：Frame column 1, upper steel I-beam 2, Self-resetting dissipative system 3, end plate 31, core steel plate 32, pre- pull bar
33rd, welding 34, pre- pull bar anchor 35, filling steel plate 36, upper pin 4, lower steel I-beam 5, lower bearing pin 6
Specific embodiment
As shown in Fig. 1 ~ Fig. 4, this structure of Self-resetting steel frame of buckling-restrained core board power consumption includes at least one structure
Unit, described construction unit include two frame columns 1, steel I-beam 2 and lower steel I-beam 5 in the identical of section, be located at described
The Self-resetting dissipative system 3 that is connected as a single entity between upper steel I-beam 2 and lower steel I-beam 5 and by the two, described upper steel I-beam 2 and
The end of lower steel I-beam 5 passes through upper pin 4 respectively and lower bearing pin 6 is connected with frame column 1.
Described Self-resetting dissipative system 3 includes two end plates 31, the core steel plate being arranged between described two end plates 31
32nd, filling steel plate 36 and pre- pull bar 33, described end plate 31 is pressed on steel I-beam 2 and the end of lower steel I-beam 5, described core
Heart steel plate 32 one end is connected with one end of upper steel I-beam 2 lower flange, and the other end is connected with one end of lower steel I-beam 5 top flange
Connect, described filling steel plate 36 is located at both sides before and after core steel plate 32, under a piece in two blocks of filling steel plates 36 and upper steel I-beam 2
The edge of a wing connects, and another piece is connected with lower steel I-beam 5 top flange, and pre- pull bar 33 is anchored on the end plate 31 at two ends and is applied with pre-
Two ends are strained by stress.Described pre- pull bar 33 is arranged at steel I-beam 2 and the web position of lower steel I-beam 5.
Upper steel I-beam 2 all carries out cutting, end plate 31 with lower steel I-beam 5 near top flange position near lower flange position
Part web and lower flange, the part web of lower steel I-beam 5 and top flange end flush contact with upper steel I-beam 2.
Core steel plate 32 is located between upper steel I-beam 2 lower flange and lower steel I-beam 5 top flange, by yield strength relatively
The preferable steel of low, ductility form.The interposition of core steel plate 32 is equipped with antiskid bayonet socket, in order to prevent from occurring in reverse cyclic loadings
Slide, its buckling-restrained mechanism is made up of upper steel I-beam 2 and lower steel I-beam 5, upper steel I-beam 2 lower flange and core steel plate
32 one end is passed through to be welded to connect, and certainly also can connect by other means；Lower steel I-beam 5 top flange and core steel plate 32
The other end passes through to be welded to connect, and same also can connect by other means.There are two functions in buckling-restrained mechanism：One is about
Beam core steel plate 32 along many ripples flexing of radial direction and local buckling, the hysteretic energy performance played stably, it two is and end plate
31st, pre- pull bar 33 and end plate anchoring system 35 collectively form Self-resetting system, realize structure reciprocal transformation mistake under geological process
Runback bit function in journey.Filling steel plate 36 is located at the both sides of core steel plate 32, respectively with upper steel I-beam 2 lower flange and lower work
Word girder steel 5 top flange integral solder, also can connect certainly by other means, to avoid core steel plate 32 due to generous smaller
Flat plane buckling occurs.The material of pre- pull bar 33 is prestress wire, and the high elastic extension rate such as aramid fiber may also be employed
Material, it is applied with less structural initial pre stress makes it be anchored on the two end plates 31 of two steel I-beam both sides, sees Fig. 1 and Tu
2.For guaranteeing that structure two steel I-beams under geological process separate so that pre- pull bar can extend with end plate, buckling-restrained mechanism
Two ends and anchor end plate between do not welded, only lean on pre- pull bar precompression make it keep initially being in close contact.Upper I-shaped
It is equipped with circular hole slot on the web of girder steel 2 and lower steel I-beam 5, carried out with the otic placode being welded on frame column 1 by bearing pin
Relatively connect.
The operation principle of the Self-resetting steel-frame structure of buckling-restrained core board power consumption is as shown in Fig. 5 ~ Fig. 6：Due to existing
Difference in height, Frame Column Under Earthquake Force 1 the lateral displacement at upper pin 4 and lower bearing pin 6 height of different sizes so that with
Relative horizontal movement is produced between the upper steel I-beam 2 of bearing pin 4 connection and the lower steel I-beam 5 being connected with lower bearing pin 6.As Fig. 5
Shown, when structure sidesway to the right, left side end plate and right side end plate are respectively in the promotion of lower steel I-beam 5 and upper steel I-beam 2
Lower to two side shiftings, thus producing gap.As shown in fig. 6, when structure sidesway to the left, left side end plate and right side end plate exist respectively
To two side shiftings under the promotion of upper steel I-beam 2 and lower steel I-beam 5, thus producing gap.Thereby guarantee that in structure in earthquake
Under effect, tension extends all the time for core steel plate 32 and pre- pull bar 33, and respectively structure provides energy dissipation capacity and self-resetting capability.On
Steel I-beam 2 lower flange and lower steel I-beam 5 top flange respectively as the confining part of core steel plate 32, to suppress core steel plate
Deform outside 32 stress back planes, two blocks of filling steel being connected with upper steel I-beam 2 lower flange and lower steel I-beam 5 top flange respectively
Plate 36 is located at core steel plate 32 both sides, to suppress deformation in core steel plate 32 stress back plane.Either to the left sidesway still to
Right side is moved, and in connection, the distance between the upper pin 4 at steel I-beam 2 two ends is constant all the time, and therefore post is not away from changing.
The installation procedure of present configuration is：By upper steel I-beam 2 near lower flange position and lower steel I-beam 5 near upper
Edge of a wing position carry out cutting → by upper steel I-beam 2 lower flange be positioned core steel plate 32 upside and therewith both sides alignment, so
Weld outside core steel plate 32 one end and upper steel I-beam 2 lower flange afterwards, simultaneously by the filling steel plate of core steel plate 32 side
36 with upper steel I-beam 2 lower flange outside integral solder → lower steel I-beam 5 top flange is positioned core steel plate 32 downside
And both sides alignment therewith, then by core steel plate 32 other end and the welding of lower steel I-beam 5 top flange, simultaneously by core steel plate 32
Integral solder outside the filling steel plate 36 of opposite side and lower steel I-beam 5 top flange → be positioned to bend by left and right anchor end plate 31
Bent constraint mechanism two ends → pre- pull bar 33 is passed through the reserved hole slot of left and right anchor end plate 31, utilize end after applying prestressing force
Pre- pull bar 33 is anchored on the end plate 31 at two ends anchoring system 35 → and pre- on upper steel I-beam 2 and lower steel I-beam 5 web
Box out groove, pass through upper pin 4 respectively with the otic placode being welded on frame column 1 and lower bearing pin 6 carry out hinged.
Above-described embodiment be only the preferred embodiment of the present invention it should be pointed out that：For those skilled in the art
For, under the premise without departing from the principles of the invention, some improvement and equivalent can also be made, these are to right of the present invention
Require to improve and the technical scheme after equivalent, each fall within protection scope of the present invention.
Claims (5)
1. a kind of Self-resetting steel-frame structure of buckling-restrained core board power consumption is it is characterised in that this structure includes at least one
Construction unit, described construction unit includes two frame columns（1）, steel I-beam in the identical of section（2）With lower steel I-beam
（5）, be located at described upper steel I-beam（2）With lower steel I-beam（5）Between and Self-resetting dissipative system that the two is connected as a single entity
（3）, described upper steel I-beam（2）With lower steel I-beam（5）End respectively pass through upper pin（4）And lower bearing pin（6）With framework
Post（1）Connect；
Described Self-resetting dissipative system（3）Including two end plates（31）, be arranged at described two end plates（31）Between core steel
Plate（32）, filling steel plate（36）With pre- pull bar（33）, described end plate（31）It is pressed on steel I-beam（2）With lower steel I-beam
（5）End, described core steel plate（32）One end and upper steel I-beam（2）One end connection, the other end and the lower I-shaped of lower flange
Girder steel（5）One end of top flange connects, described filling steel plate（36）Positioned at core steel plate（32）Both sides in front and back, two blocks of filling steel plates
（36）In one piece with upper steel I-beam（2）Lower flange connects, another piece and lower steel I-beam（5）Top flange connects, pre- pull bar
（33）It is anchored at the end plate at two ends（31）Go up and be applied with prestressing force to strain two ends.
2. the Self-resetting steel-frame structure of buckling-restrained core board power consumption according to claim 1 is it is characterised in that described
Pre- pull bar（33）It is arranged at steel I-beam（2）With lower steel I-beam（5）Web position.
3. the Self-resetting steel-frame structure of buckling-restrained core board power consumption according to claim 1 is it is characterised in that described
Upper steel I-beam（2）Near lower flange position and lower steel I-beam（5）All carry out cutting, end plate near top flange position（31）With
Upper steel I-beam（2）Part web and lower flange, lower steel I-beam（5）Part web and top flange end flush contact.
4. the Self-resetting steel-frame structure of the buckling-restrained core board power consumption according to claim 1,2 or 3, its feature exists
In this structure includes in the vertical direction and is sequentially connected and shares a frame column（1）Multiple construction units.
5. the Self-resetting steel-frame structure of the buckling-restrained core board power consumption according to claim 1,2 or 3, its feature exists
In this structure includes the multiple construction units being sequentially connected in the horizontal direction, and two adjacent structural units share a frame column
（1）.
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| CN201610824351.3A CN106401254B (en) | 2016-09-14 | 2016-09-14 | A kind of Self-resetting steel-frame structure of buckling-restrained core board energy consumption |
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| CN201610824351.3A CN106401254B (en) | 2016-09-14 | 2016-09-14 | A kind of Self-resetting steel-frame structure of buckling-restrained core board energy consumption |
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| CN106958307A (en) * | 2017-04-26 | 2017-07-18 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Pre- tensile stress thin steel plate shear wall and its manufacture method |
| CN106958307B (en) * | 2017-04-26 | 2022-05-31 | 杭州铁木辛柯建筑结构设计事务所有限公司 | Pre-tensioned stress sheet steel shear wall and manufacturing method thereof |
| CN107620512A (en) * | 2017-10-23 | 2018-01-23 | 合肥工业大学 | A kind of stiffness injury is collapsed controllable type list Pin frameworks and frame structure |
| CN107620512B (en) * | 2017-10-23 | 2023-04-28 | 合肥工业大学 | Rigidity-damage-collapse controllable single frame and frame structure |
| CN108005251A (en) * | 2018-01-26 | 2018-05-08 | 北京建院科技发展有限公司 | A kind of assembled angle brace carrying energy dissipation brace and its construction method |
| CN108005251B (en) * | 2018-01-26 | 2023-09-19 | 北京建院科技发展有限公司 | Assembled corner support bearing energy dissipation support and construction method thereof |
| CN110241971A (en) * | 2019-07-19 | 2019-09-17 | 同济大学建筑设计研究院(集团)有限公司 | A kind of prestressing combination steel structure member and its construction method |
| CN115405023A (en) * | 2022-10-09 | 2022-11-29 | 兰州理工大学 | Assembly type self-resetting controllable hinge energy dissipation wall and assembly method thereof |
| CN115405023B (en) * | 2022-10-09 | 2024-02-13 | 兰州理工大学 | Assembled self-resetting controllable hinge energy consumption wall and assembling method thereof |
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