CN107816243A - High-strength steel column ordinary steel joist steel support low yield point steel coupling beam can resetting structure - Google Patents
High-strength steel column ordinary steel joist steel support low yield point steel coupling beam can resetting structure Download PDFInfo
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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
- E04H9/021—Bearing, supporting or connecting constructions specially adapted for such buildings
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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
Can resetting structure the invention discloses a kind of high-strength steel column ordinary steel joist steel support low yield point steel coupling beam, including low yield point steel coupling beam, conventional steel brace, conventional steel frames beam and high-strength Steel Frame Column, one end of low yield point steel coupling beam is connected with conventional steel frames beam in every layer, and the other end is connected with another conventional steel frames beam or is connected with high-strength Steel Frame Column；The upper end of conventional steel brace is connected with conventional steel frames beam end, and lower end is connected with the connecting node of high-strength Steel Frame Column and another conventional steel frames beam, or with being connected in the middle part of another conventional steel frames beam；One end of conventional steel frames beam is connected with low yield point steel coupling beam, and the other end is connected with high-strength Steel Frame Column or is connected with another low yield point steel coupling beam.The present invention can either meet the needs of the rigidity of structure and intensity, also can effectively ensure that the gradient power consumption mechanism formed under geological process with good ductility, greatly improve the anti-seismic performance and function restorability of total system.
Description
Technical field
The present invention relates to Structural Engineering long strands field, more particularly to a kind of high-strength steel column-ordinary steel joist steel support-
Low yield point steel coupling beam can resetting structure.
Background technology
With a large amount of constructions of more executive information systems, steel construction at home and abroad has been obtained for extensive use.Such as
Traditional steel structure system of generally use includes pure steel frame, band concentrically braced steel frame, band accentric support in modern structure design
Steel frame and with steel plate shear force wall steel frame etc..Meanwhile the development and improvement of steel manufacturing process cause new low-yield
The production and application of steel and high strength steel are possibly realized.But how this new type steel is applied in China's existing design specification
In steel structure system and be designed not yet provide clearly regulation or instruct.How these new type steels are applied to steel knot
Structure system, after significantly improving the anti-seismic performance of steel structure system and shake by application new type steel especially under geological process
Repair, be urgent problem to be solved in scientific research and engineering practice.
The content of the invention
The problem of not instructing new type steel how to be applied in steel structure system for domestic existing design specification, this hair
It is bright to propose a kind of new high-performance steel structural system, by reasonably from different types of steel and the corresponding structure of arrangement
Part, the steel structure system can effectively utilize the advantage of new type steel, and comprehensive utilization multi-form component carries out multiple tracks antidetonation and set
It is anti-, on the basis of the correlation method proposed using the present invention carries out bearing capacity design simultaneously, the rigidity of structure can either be met
With the needs of intensity, the gradient power consumption mechanism formed under geological process with good ductility is also can effectively ensure that, more can be real
Quick reparation and component replacement after existing earthquake, greatly improve the anti-seismic performance and function restorability of total system.
The present invention adopts the following technical scheme that realization：
A kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, including Low Yield Point Steel connect
Beam, conventional steel brace, conventional steel frames beam and high-strength Steel Frame Column, one end of low yield point steel coupling beam described in every layer with it is described
Conventional steel frames beam is connected, and the other end is connected with another conventional steel frames beam, or is connected with the high-strength Steel Frame Column；Institute
The upper end for stating conventional steel brace is connected with the conventional steel frames beam end, lower end and the high-strength Steel Frame Column and another described
The connecting node of conventional steel frames beam is connected, or with being connected in the middle part of another conventional steel frames beam；The conventional steel frames
One end of beam is connected with the low yield point steel coupling beam, and the other end is connected with the high-strength Steel Frame Column, or with it is another described low
Yield point steel coupling beam connects；When geological process occurs, the low yield point steel coupling beam can take the lead in surrendering power consumption, turn into antidetonation
The first line of defence set up defences, and fast changeable after shake, the surrender power consumption of the conventional steel brace connect in the Low Yield Point Steel
After beam, turn into the second defence line provided fortification against earthquakes, and replacing can be also repaired after shaking, the surrender power consumption of the conventional steel frames beam
After the conventional steel brace, turn into the three lines of defence provided fortification against earthquakes, the surrender of the high-strength Steel Frame Column is consumed energy in institute
After stating conventional steel frames beam, turn into the four lines of defense provided fortification against earthquakes.
Preferably, under earthquake load composite condition each component action effect design load EdNo more than each component
Design ultimate bearing capacity Rd, and the design bearing capacity R of the high-strength Steel Frame Columnc,dNot less than the design of the conventional steel frames beam
Bearing capacity Rb,d, the design bearing capacity R of the conventional steel frames beamb,dNot less than the design bearing capacity R of the conventional steel bracer,d,
The design bearing capacity R of the conventional steel bracer,dNot less than the design bearing capacity R of the low yield point steel coupling beaml,d, wherein each
The design ultimate bearing capacity R of componentdIncluding axial design bearing capacity NRd, bending resistance design bearing capacity MRdWith shear Design bearing capacity VRd。
Preferably, the bearing capacity of the low yield point steel coupling beam is tried to achieve by equation below：
Nl,Rd≥Nl,Ed=Nl,Ed,G+Nl,Ed,E
Ml,Rd(Nl,Ed)≥Ml,Ed=Ml,Ed,G+Ml,Ed,E
Vl,Rd≥Vl,Ed=Vl,Ed,G+Vl,Ed,E
In formula：Nl,Rd、Ml,Rd(Nl,Ed)、Vl,RdThe axial bearing capacity design load of respectively described low yield point steel coupling beam, examine
Consider anti-bending bearing capacity design load, the shear-carrying capacity design load of design earthquake load composite condition lower axle power effect reduction；Nl,Ed
For the axle power design value of an action of the low yield point steel coupling beam under design earthquake load composite condition, Nl,Ed,G、Nl,Ed,ERespectively
The axle power design value of an action of the low yield point steel coupling beam under representative value of gravity load, design earthquake load；Ml,EdFor design ground
Shake the Moment design load of the low yield point steel coupling beam under Load Combination operating mode, Ml,Ed,G、Ml,Ed,ERespectively gravity laod
The Moment design load of the low yield point steel coupling beam under typical value, design earthquake load；Vl,EdTo design earthquake load group
Close the shearing action design load of the low yield point steel coupling beam under operating mode, Vl,Ed,G、Vl,Ed,ERespectively representative value of gravity load, set
Count the shearing action design load of the low yield point steel coupling beam under earthquake load.
Preferably, the bearing capacity of the conventional steel brace is tried to achieve by equation below：
Nr,Rd≥Nr,Ed=Nr,Ed,G+ΩrNr,Ed,E
In formula：Nr,RdFor the axial bearing capacity design load of the conventional steel brace, it is divided to common support tension and compression two kinds of stress
State takes tension surrender bearing capacity and compressive buckling bearing capacity respectively, and surrender bearing capacity is taken to anti-buckling support；Nr,EdFor design
The axle power design value of an action of the conventional steel brace, N under earthquake load composite conditionr,Ed,G、Nr,Ed,ERespectively gravity laod generation
The axle power design value of an action of the conventional steel brace under tabular value, design earthquake load；ΩrFor the bearing capacity of the conventional steel brace
Strengthen coefficient, γl,ovConsider that invigoration effect and expected surrender are strong using low-yield steel by the low yield point steel coupling beam
Degree is more than the material over-strength factor of actual yield strength,Connect for any Low Yield Point Steel in system
Difference under the shear-carrying capacity design load and representative value of gravity load of beam between shearing action design load is with it in design earthquake
The ratio of shearing action design load under load,For any low yield point steel coupling beam in system
Anti-bending bearing capacity design load and representative value of gravity load under difference between Moment design load with it in design earthquake lotus
The ratio of Moment design load under carrying.
Preferably, the bearing capacity of the conventional steel frames beam is tried to achieve by equation below：
Nb,Rd≥Nb,Ed=Nb,Ed,G+ΩbNb,Ed,E
Mb,Rd(Nb,Ed)≥Mb,Ed=Mb,Ed,G+ΩbMb,Ed,E
Vb,Rd≥Vb,Ed=Vb,Ed,G+ΩbVb,Ed,E
In formula：Nb,Rd、Mb,Rd(Nb,Ed)、Vb,RdThe axial bearing capacity design load of respectively described conventional steel frames beam, consider
Design anti-bending bearing capacity design load, the shear-carrying capacity design load of earthquake load composite condition lower axle power effect reduction；Nb,EdFor
Design the axle power design value of an action of the conventional steel frames beam under earthquake load composite condition, Nb,Ed,G、Nb,Ed,ERespectively gravity
The axle power design value of an action of the conventional steel frames beam under load typical value, design earthquake load；Mb,EdIt is design earthquake load
The Moment design load of the conventional steel frames beam, M under composite conditionb,Ed,G、Mb,Ed,ERespectively representative value of gravity load, set
Count the Moment design load of the conventional steel frames beam under earthquake load；Vb,EdIt is described under design earthquake load composite condition
The shearing action design load of conventional steel frames beam, Vb,Ed,G、Vb,Ed,ERespectively institute under representative value of gravity load, design earthquake load
State the shearing action design load of conventional steel frames beam；ΩbStrengthen coefficient, γ for the bearing capacity of the conventional steel frames beamr,ovFor institute
State conventional steel brace and use the material that regular tenacity steel consider invigoration effect and expected yield strength is more than actual yield strength
Expect over-strength factor,For the axial bearing capacity design load of any conventional steel brace in system and again
Difference and its axle power design value of an action in the case where designing earthquake load between power load typical value lower axle power design value of an action
Ratio.
Preferably, the bearing capacity of the high-strength Steel Frame Column is tried to achieve by equation below：
Nc,Rd≥Nc,Ed=Nc,Ed,G+ΩcNc,Ed,E
Mc,Rd(Nc,Ed)≥Mc,Ed=Mc,Ed,G+ΩcMc,Ed,E
Vc,Rd≥Vc,Ed=Vc,Ed,G+ΩcVc,Ed,E
In formula：Nc,Rd、Mc,Rd(Nc,Ed)、Vc,RdThe axial bearing capacity design load of respectively described high-strength Steel Frame Column, consider
Design anti-bending bearing capacity design load, the shear-carrying capacity design load of earthquake load composite condition lower axle power effect reduction；Nc,EdFor
Design the axle power design value of an action of the high-strength Steel Frame Column under earthquake load composite condition, Nc,Ed,G、Nc,Ed,ERespectively gravity
The axle power design value of an action of the high-strength Steel Frame Column under load typical value, design earthquake load；Mc,EdTo design earthquake load
The Moment design load of the high-strength Steel Frame Column, M under composite conditionc,Ed,G、Mc,Ed,ERespectively representative value of gravity load, set
Count the Moment design load of the high-strength Steel Frame Column under earthquake load；Vc,EdDescribed under design earthquake load composite condition
The shearing action design load of high-strength Steel Frame Column, Vc,Ed,G、Vc,Ed,ERespectively institute under representative value of gravity load, design earthquake load
State the shearing action design load of high-strength Steel Frame Column；ΩcStrengthen coefficient, γ for the bearing capacity of the high-strength Steel Frame Columnb,ovFor institute
Stating conventional steel frames beam uses regular tenacity steel to consider that invigoration effect and expected yield strength are more than actual yield strength
Material over-strength factor,For the anti-bending bearing capacity design load of any common girder steel in system and
Difference and its Moment design load in the case where designing earthquake load under representative value of gravity load between Moment design load
Ratio.
Preferably, the low yield point steel coupling beam uses shearing-type, flexure type or curved scissors type coupling beam, and material uses
LYP100, LYP160, LYP225 or Q235 grade steel；The conventional steel brace uses common support or anti-buckling support, material
Material uses Q345, Q390 or Q420 grade steel；The material of the conventional steel frames beam uses Q345, Q390 or Q420 grade steel
Material；The material of the high-strength Steel Frame Column uses the steel of Q460, Q500, Q550, Q620, Q690 or more strength grade.
Preferably, the connection of the low yield point steel coupling beam and the conventional steel frames beam, the high-strength Steel Frame Column is adopted
The rigid connection mode being connected with；The conventional steel brace and the conventional steel frames beam, the high-strength Steel Frame Column and described
The connection of the connecting node of conventional steel frames beam uses solder design or bolted rigid connection or articulated manner.
Preferably, the conventional steel frames beam and the connection of the high-strength Steel Frame Column use solder design, bolt connection
Or the rigid connection mode of bolt weldering hybrid junction.
Preferably, the conventional steel frames beam and the connection of the high-strength Steel Frame Column are cut using conventional type node, beam-ends
Weak type node or the reinforced node of beam-ends.
Compared with prior art, the high-performance of steel structure system of the invention is：
(1) steel of three kinds of intensity are comprehensively utilized, strong excellent of energy dissipation capacity after its surrender is played using low-yield steel
Gesture, the high advantage of its intensity is played using high strength steel, can effectively establish and " support the weak support of weak girts, brutal, strong post weak by force
The gradient power consumption mechanism of beam "；
(2) component of four kinds of forms is comprehensively utilized, establishes four anti-vibration defense lines, meanwhile, the design method based on the present invention
The bearing capacity design of each component is carried out, can effectively implement the basic Aseismic Design of " no damage in small earthquake, middle shake can be repaiied, no collapsing with strong earthquake "
Principle；
(3) it may be selected whether low yield point steel coupling beam under small shake surrenders power consumption, middle shake when carrying out structure design to the system
Lower low yield point steel coupling beam surrender power consumption and after shaking fast changeable reparation and conventional steel brace and Vierendeel girder whether surrender power consumption,
The lower low yield point steel coupling beam of big shake and conventional steel brace and Vierendeel girder surrender power consumption and Replacement and Repair can be still realized after shaking and high-strength
Whether Steel Frame Column surrenders power consumption, so as to effectively realize steel structure system anti-seismic performanceization design and can recover Functional Design
Theory.
Brief description of the drawings
Fig. 1 is the structural representation of embodiment one of the high-performance steel structural system of the present invention.
Fig. 2 is the structural representation of embodiment two of the high-performance steel structural system of the present invention.
Fig. 3 is the structural representation of embodiment three of the high-performance steel structural system of the present invention.
Fig. 4 is the example IV structural representation of the high-performance steel structural system of the present invention.
In figure：1- low yield point steel coupling beams；2- conventional steel braces；3- conventional steel frames beams；The high-strength Steel Frame Columns of 4-.
Embodiment
The goal of the invention of the present invention is described in further detail with specific embodiment below in conjunction with the accompanying drawings, embodiment is not
It can repeat one by one herein, but therefore embodiments of the present invention are not defined in following examples.
Embodiment one
As shown in figure 1, a kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, it is including low
Yield point steel coupling beam 1, conventional steel brace 2, conventional steel frames beam 3 and high-strength Steel Frame Column 4, Low Yield Point Steel described in every layer connect
One end of beam 1 is connected with the conventional steel frames beam 3, and the other end is connected with another conventional steel frames beam 3；The ordinary steel
The upper end of support 2 be connected with the end of conventional steel frames beam 3, lower end and the high-strength Steel Frame Column 4 and it is another it is described commonly
The connecting node of steel-frame beam 3 is connected；One end of the conventional steel frames beam 3 is connected with the low yield point steel coupling beam 1, separately
One end is connected with the high-strength Steel Frame Column 4；When geological process occurs, the low yield point steel coupling beam 1 can take the lead in surrendering
Power consumption, turn into the first line of defence provided fortification against earthquakes, and fast changeable after shake, in the ordinary steel branch of splayed support distribution
The surrender of support 2 is consumed energy after the low yield point steel coupling beam 1, turns into the second defence line provided fortification against earthquakes, and can also be repaiied after shaking
Multiple to change, the surrender of the conventional steel frames beam 3 is consumed energy after the conventional steel brace 2, turns into the 3rd to provide fortification against earthquakes
Defence line, the surrender of the high-strength Steel Frame Column 4 are consumed energy after the conventional steel frames beam 3, turn into the 4th to provide fortification against earthquakes
Defence line.
The action effect design load E of each component under earthquake load composite conditiondNo more than the bearing capacity of each component
Design load Rd, and the design bearing capacity R of the high-strength Steel Frame Column 4c,dDesign not less than the conventional steel frames beam 3 carries
Power Rb,d, the design bearing capacity R of the conventional steel frames beam 3b,dNot less than the design bearing capacity R of the conventional steel brace 2r,d, institute
State the design bearing capacity R of conventional steel brace 2r,dNot less than the design bearing capacity R of the low yield point steel coupling beam 1l,d, wherein each
The design ultimate bearing capacity R of componentdIncluding axial design bearing capacity NRd, bending resistance design bearing capacity MRdWith shear Design bearing capacity VRd。
Specifically, the bearing capacity of the low yield point steel coupling beam 1 is tried to achieve by equation below：
Nl,Rd≥Nl,Ed=Nl,Ed,G+Nl,Ed,E (1)
Ml,Rd(Nl,Ed)≥Ml,Ed=Ml,Ed,G+Ml,Ed,E (2)
Vl,Rd≥Vl,Ed=Vl,Ed,G+Vl,Ed,E (3)
In formula：Nl,Rd、Ml,Rd(Nl,Ed)、Vl,RdThe axial bearing capacity design load of respectively described low yield point steel coupling beam 1,
Consider anti-bending bearing capacity design load, the shear-carrying capacity design load of design earthquake load composite condition lower axle power effect reduction；
Nl,EdFor the axle power design value of an action of the low yield point steel coupling beam 1 under design earthquake load composite condition, Nl,Ed,G、Nl,Ed,EPoint
Not Wei representative value of gravity load, design earthquake load under the low yield point steel coupling beam 1 axle power design value of an action；Ml,EdTo set
Count the Moment design load of the low yield point steel coupling beam 1 under earthquake load composite condition, Ml,Ed,G、Ml,Ed,ERespectively gravity
The Moment design load of the low yield point steel coupling beam 1 under load typical value, design earthquake load；Vl,EdTo design earthquake lotus
Carry the shearing action design load of the low yield point steel coupling beam 1 under composite condition, Vl,Ed,G、Vl,Ed,ERespectively gravity laod represents
The shearing action design load of the low yield point steel coupling beam 1 under value, design earthquake load.
The bearing capacity of the conventional steel brace 2 is tried to achieve by equation below：
Nr,Rd≥Nr,Ed=Nr,Ed,G+ΩrNr,Ed,E (4)
In formula：Nr,RdFor the axial bearing capacity design load of the conventional steel brace 2, it is divided to common support tension and compression two kinds of stress
State takes tension surrender bearing capacity and compressive buckling bearing capacity respectively, and surrender bearing capacity is taken to anti-buckling support；Nr,EdFor design
The axle power design value of an action of the conventional steel brace 2, N under earthquake load composite conditionr,Ed,G、Nr,Ed,ERespectively gravity laod generation
The axle power design value of an action of the conventional steel brace 2 under tabular value, design earthquake load；ΩrFor the carrying of the conventional steel brace 2
Power strengthens coefficient, γl,ovLow-yield steel consider invigoration effect and are expected to bend used by for the low yield point steel coupling beam 1
The material over-strength factor that intensity is more than actual yield strength is taken,For any low-yield in system
Difference under the shear-carrying capacity design load and representative value of gravity load of steel coupling beam 1 between shearing action design load is designing with it
The ratio of shearing action design load under earthquake load,For any Low Yield Point Steel in system
Difference under the anti-bending bearing capacity design load and representative value of gravity load of coupling beam 1 between Moment design load is with it on design ground
Shake the ratio of the Moment design load under load.
The bearing capacity of the conventional steel frames beam 3 is tried to achieve by equation below：
Nb,Rd≥Nb,Ed=Nb,Ed,G+ΩbNb,Ed,E (6)
Mb,Rd(Nb,Ed)≥Mb,Ed=Mb,Ed,G+ΩbMb,Ed,E (7)
Vb,Rd≥Vb,Ed=Vb,Ed,G+ΩbVb,Ed,E (8)
In formula：Nb,Rd、Mb,Rd(Nb,Ed)、Vb,RdThe axial bearing capacity design load of respectively described conventional steel frames beam 3, examine
Consider anti-bending bearing capacity design load, the shear-carrying capacity design load of design earthquake load composite condition lower axle power effect reduction；Nb,Ed
For the axle power design value of an action of the conventional steel frames beam 3 under design earthquake load composite condition, Nb,Ed,G、Nb,Ed,EAttach most importance to respectively
The axle power design value of an action of the conventional steel frames beam 3 under power load typical value, design earthquake load；Mb,EdIt is design earthquake lotus
Carry the Moment design load of the conventional steel frames beam 3 under composite condition, Mb,Ed,G、Mb,Ed,ERespectively gravity laod represents
The Moment design load of the conventional steel frames beam 3 under value, design earthquake load；Vb,EdIt is design earthquake load composite condition
Under the conventional steel frames beam 3 shearing action design load, Vb,Ed,G、Vb,Ed,ERespectively representative value of gravity load, design earthquake
The shearing action design load of the conventional steel frames beam 3 under load；ΩbStrengthen system for the bearing capacity of the conventional steel frames beam 3
Number, γr,ovRegular tenacity steel consider that invigoration effect and expected yield strength are more than in fact used by for the conventional steel brace 2
The material over-strength factor of border yield strength,For the axial direction of any conventional steel brace 2 in system
Difference between design ultimate bearing capacity and representative value of gravity load lower axle power design value of an action is with it in the case where designing earthquake load
The ratio of axle power design value of an action.
The bearing capacity of the high-strength Steel Frame Column 4 is tried to achieve by equation below：
Nc,Rd≥Nc,Ed=Nc,Ed,G+ΩcNc,Ed,E (10)
Mc,Rd(Nc,Ed)≥Mc,Ed=Mc,Ed,G+ΩcMc,Ed,E (11)
Vc,Rd≥Vc,Ed=Vc,Ed,G+ΩcVc,Ed,E (12)
In formula：Nc,Rd、Mc,Rd(Nc,Ed)、Vc,RdThe axial bearing capacity design load of respectively described high-strength Steel Frame Column 4, examine
Consider anti-bending bearing capacity design load, the shear-carrying capacity design load of design earthquake load composite condition lower axle power effect reduction；Nc,Ed
For the axle power design value of an action of the high-strength Steel Frame Column 4 under design earthquake load composite condition, Nc,Ed,G、Nc,Ed,EAttach most importance to respectively
The axle power design value of an action of the high-strength Steel Frame Column 4 under power load typical value, design earthquake load；Mc,EdTo design earthquake lotus
Carry the Moment design load of the high-strength Steel Frame Column 4 under composite condition, Mc,Ed,G、Mc,Ed,ERespectively gravity laod represents
The Moment design load of the high-strength Steel Frame Column 4 under value, design earthquake load；Vc,EdTo design earthquake load composite condition
Under the high-strength Steel Frame Column 4 shearing action design load, Vc,Ed,G、Vc,Ed,ERespectively representative value of gravity load, design earthquake
The shearing action design load of the high-strength Steel Frame Column 4 under load；ΩcStrengthen system for the bearing capacity of the high-strength Steel Frame Column 4
Number, γb,ovRegular tenacity steel consider that invigoration effect and expected yield strength are more than used by for the conventional steel frames beam 3
The material over-strength factor of actual yield strength,For any conventional steel frames beam 3 in system
Difference under anti-bending bearing capacity design load and representative value of gravity load between Moment design load is with it in design earthquake load
Under Moment design load ratio.
In addition, the low yield point steel coupling beam 1 is using shearing-type, flexure type or curved scissors type coupling beam, material using LYP100,
LYP160, LYP225 or Q235 grade steel；The conventional steel brace 2 uses anti-buckling support or common support, and material uses
Q345, Q390 or Q420 grade steel；The material of the conventional steel frames beam 3 uses Q345, Q390 or Q420 grade steel；Institute
The material of high-strength Steel Frame Column 4 is stated using the steel of Q460, Q500, Q550, Q620, Q690 or more strength grade.
In connected mode, the low yield point steel coupling beam 1 and the conventional steel frames beam 3, the high-strength Steel Frame Column 4
The rigid connection mode that is connected by screw bolts of connection；The conventional steel brace 2 and the conventional steel frames beam 3, the high-strength steel framework
The connection of the connecting node of trestle 4 and the conventional steel frames beam 3 is using solder design or bolted rigid connection or be hinged side
Formula.
The conventional steel frames beam 3 and the connection of the high-strength Steel Frame Column 4 are welded using solder design, bolt connection or bolt
The rigid connection mode of hybrid junction.
The conventional steel frames beam 3 and the connection of the high-strength Steel Frame Column 4 use conventional type node, beam-ends weakening type section
Point or the reinforced node of beam-ends.
Embodiment two
As shown in Fig. 2 the present embodiment and the difference of embodiment one are：
A kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, including Low Yield Point Steel connect
Beam 1, conventional steel brace 2, conventional steel frames beam 3 and high-strength Steel Frame Column 4, one end of the low yield point steel coupling beam 1 with it is described
Conventional steel frames beam 3 is connected, and the other end is connected with another conventional steel frames beam 3；The lower end of the conventional steel brace 2 and institute
State the connection of the end of conventional steel frames beam 3, upper end and the connection of the high-strength Steel Frame Column 4 and another conventional steel frames beam 3
Node is connected；One end of the conventional steel frames beam 3 is connected with the low yield point steel coupling beam 1, the other end with it is described high-strength
Steel Frame Column 4 connects；When geological process occurs, the low yield point steel coupling beam 1 can take the lead in surrendering power consumption, turn into antidetonation and set
Anti- the first line of defence, and fast changeable after shake, consumed energy in the surrender of the conventional steel brace 2 of herringbone support distribution
After the low yield point steel coupling beam 1, turn into the second defence line provided fortification against earthquakes, and replacing can be also repaired after shaking, it is described general
The surrender of logical steel-frame beam 3 is consumed energy after the conventional steel brace 2, turns into the three lines of defence provided fortification against earthquakes, described high-strength
The surrender of Steel Frame Column 4 is consumed energy after the conventional steel frames beam 3, turns into the four lines of defense provided fortification against earthquakes.
Embodiment three
As shown in figure 3, the present embodiment and the difference of embodiment one are：
A kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, including Low Yield Point Steel connect
Beam 1, conventional steel brace 2, conventional steel frames beam 3 and high-strength Steel Frame Column 4, one end of the low yield point steel coupling beam 1 with it is described
Conventional steel frames beam 3 is connected, and the other end is connected with the high-strength Steel Frame Column 4；The upper end of the conventional steel brace 2 with it is described general
The logical end of steel-frame beam 3 connection, lower end and the high-strength Steel Frame Column 4 and the connecting node of another conventional steel frames beam 3
It is connected；One end of the conventional steel frames beam 3 is connected with the low yield point steel coupling beam 1, the other end and the high-strength steel framework
Trestle 4 connects；When geological process occurs, the low yield point steel coupling beam 1 can take the lead in surrendering power consumption, turn into what is provided fortification against earthquakes
The first line of defence, and fast changeable after shake, the surrender for the conventional steel brace 2 being obliquely installed are consumed energy in the low-yield
After steel coupling beam 1, turn into the second defence line provided fortification against earthquakes, and replacing can be also repaired after shaking, the conventional steel frames beam 3 is bent
Clothes power consumption turns into the three lines of defence provided fortification against earthquakes, the surrender of the high-strength Steel Frame Column 4 after the conventional steel brace 2
Power consumption turns into the four lines of defense provided fortification against earthquakes after the conventional steel frames beam 3.
Example IV
As shown in figure 4, the present embodiment and the difference of embodiment one are：
A kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, including Low Yield Point Steel connect
Beam 1, conventional steel brace 2, conventional steel frames beam 3 and high-strength Steel Frame Column 4, one end of the low yield point steel coupling beam 1 with it is described
Conventional steel frames beam 3 is connected, and the other end is connected with the high-strength Steel Frame Column 4；The upper end of the conventional steel brace 2 with it is described general
The logical end of steel-frame beam 3 connection, lower end is connected with the middle part of another conventional steel frames beam 3；The conventional steel frames beam 3
One end be connected with the low yield point steel coupling beam 1, the other end is connected with another low yield point steel coupling beam 1；When geological process is sent out
When raw, the low yield point steel coupling beam 1 can take the lead in surrendering power consumption, turn into the first line of defence provided fortification against earthquakes, and can be fast after shake
Speed change, in del be distributed set the conventional steel brace 2 surrender power consumption the low yield point steel coupling beam 1 it
Afterwards, turn into the second defence line provided fortification against earthquakes, and replacing can be also repaired after shaking, the surrender power consumption of the conventional steel frames beam 3 exists
After the conventional steel brace 2, turn into the three lines of defence provided fortification against earthquakes, the surrender of the high-strength Steel Frame Column 4 is consumed energy in institute
After stating conventional steel frames beam 3, turn into the four lines of defense provided fortification against earthquakes.
The steel structure system that above-described embodiment proposes can play the advantage of three kinds of intensity steel, comprehensively utilize four kinds of form structures
Part carries out four and provided fortification against earthquakes, and can either meet the needs of the rigidity of structure and intensity, also can effectively ensure that shape under geological process
Into the gradient power consumption mechanism with good ductility, the quick reparation after earthquake and component replacement can be more realized, is greatly improved whole
The anti-seismic performance and function restorability of individual structural system.
The above embodiment of the present invention is only intended to clearly illustrate example of the present invention, and is not to the present invention
Embodiment restriction.For those of ordinary skill in the field, can also make on the basis of the above description
Other various forms of changes or variation.There is no necessity and possibility to exhaust all the enbodiments.It is all the present invention
All any modification, equivalent and improvement made within spirit and principle etc., should be included in the protection of the claims in the present invention
Within the scope of.
Claims (10)
1. a kind of high-strength steel column-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, it is characterised in that including low
Yield point steel coupling beam, conventional steel brace, conventional steel frames beam and high-strength Steel Frame Column, one end of the low yield point steel coupling beam with
The conventional steel frames beam connection, the other end are connected with another conventional steel frames beam, or are connected with the high-strength Steel Frame Column
Connect；The upper end of the conventional steel brace is connected with the conventional steel frames beam end, and lower end is with the high-strength Steel Frame Column and separately
The connecting node of the one conventional steel frames beam is connected, or with being connected in the middle part of another conventional steel frames beam；It is described common
One end of steel-frame beam is connected with the low yield point steel coupling beam, and the other end is connected with the high-strength Steel Frame Column, or with it is another
The low yield point steel coupling beam connection；When geological process occurs, the low yield point steel coupling beam can take the lead in surrendering power consumption, into
For the first line of defence provided fortification against earthquakes, and fast changeable after shaking, the surrender of the conventional steel brace are consumed energy in the low surrender
After point steel coupling beam, turn into the second defence line provided fortification against earthquakes, and replacing can be also repaired after shaking, the conventional steel frames beam is bent
Clothes power consumption turns into the three lines of defence provided fortification against earthquakes, the surrender consumption of the high-strength Steel Frame Column after the conventional steel brace
The four lines of defense provided fortification against earthquakes can be turned into after the conventional steel frames beam.
2. high-strength steel column according to claim 1-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the action effect design load E of each component under earthquake load composite conditiondNo more than the bearing capacity of each component
Design load Rd, and the design bearing capacity R of the high-strength Steel Frame Columnc,dNot less than the design bearing capacity of the conventional steel frames beam
Rb,d, the design bearing capacity R of the conventional steel frames beamb,dNot less than the design bearing capacity R of the conventional steel bracer,d, it is described general
The design bearing capacity R of logical bracing membersr,dNot less than the design bearing capacity R of the low yield point steel coupling beaml,d, wherein each component
Design ultimate bearing capacity RdIncluding axial design bearing capacity NRd, bending resistance design bearing capacity MRdWith shear Design bearing capacity VRd。
3. high-strength steel column according to claim 2-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the bearing capacity of the low yield point steel coupling beam is tried to achieve by equation below：
Nl,Rd≥Nl,Ed=Nl,Ed,G+Nl,Ed,E
Ml,Rd(Nl,Ed)≥Ml,Ed=Ml,Ed,G+Ml,Ed,E
Vl,Rd≥Vl,Ed=Vl,Ed,G+Vl,Ed,E
In formula：Nl,Rd、Ml,Rd(Nl,Ed)、Vl,RdThe axial bearing capacity design load of respectively described low yield point steel coupling beam, consider to set
Count anti-bending bearing capacity design load, the shear-carrying capacity design load of earthquake load composite condition lower axle power effect reduction；Nl,EdTo set
Count the axle power design value of an action of the low yield point steel coupling beam under earthquake load composite condition, Nl,Ed,G、Nl,Ed,ERespectively gravity
The axle power design value of an action of the low yield point steel coupling beam under load typical value, design earthquake load；Ml,EdTo design earthquake lotus
Carry the Moment design load of the low yield point steel coupling beam under composite condition, Ml,Ed,G、Ml,Ed,ERespectively gravity laod represents
The Moment design load of the low yield point steel coupling beam under value, design earthquake load；Vl,EdWork is combined for design earthquake load
The shearing action design load of the low yield point steel coupling beam, V under conditionl,Ed,G、Vl,Ed,ERespectively representative value of gravity load, design ground
Shake the shearing action design load of the low yield point steel coupling beam under load.
4. high-strength steel column according to claim 2-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the bearing capacity of the conventional steel brace is tried to achieve by equation below：
Nr,Rd≥Nr,Ed=Nr,Ed,G+ΩrNr,Ed,E
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In formula：Nr,RdFor the axial bearing capacity design load of the conventional steel brace, it is divided to common support tension and compression two kinds of stresses point
Tension surrender bearing capacity and compressive buckling bearing capacity are not taken, and surrender bearing capacity is taken to anti-buckling support；Nr,EdTo design earthquake lotus
Carry the axle power design value of an action of the conventional steel brace under composite condition, Nr,Ed,G、Nr,Ed,ERespectively representative value of gravity load, set
Count the axle power design value of an action of the conventional steel brace under earthquake load；ΩrStrengthen system for the bearing capacity of the conventional steel brace
Number, γl,ovLow-yield steel consider that invigoration effect and expected yield strength are big used by for the low yield point steel coupling beam
In the material over-strength factor of actual yield strength,For any low yield point steel coupling beam in system
Difference under shear-carrying capacity design load and representative value of gravity load between shearing action design load is with it in design earthquake load
Under shearing action design load ratio,For in system any low yield point steel coupling beam it is anti-
Difference under curved design ultimate bearing capacity and representative value of gravity load between Moment design load is with it in the case where designing earthquake load
Moment design load ratio.
5. high-strength steel column according to claim 2-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the bearing capacity of the conventional steel frames beam is tried to achieve by equation below：
Nb,Rd≥Nb,Ed=Nb,Ed,G+ΩbNb,Ed,E
Mb,Rd(Nb,Ed)≥Mb,Ed=Mb,Ed,G+ΩbMb,Ed,E
Vb,Rd≥Vb,Ed=Vb,Ed,G+ΩbVb,Ed,E
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In formula：Nb,Rd、Mb,Rd(Nb,Ed)、Vb,RdThe axial bearing capacity design load of respectively described conventional steel frames beam, consider design
Earthquake load composite condition lower axle power acts on anti-bending bearing capacity design load, the shear-carrying capacity design load of reduction；Nb,EdFor design
The axle power design value of an action of the conventional steel frames beam, N under earthquake load composite conditionb,Ed,G、Nb,Ed,ERespectively gravity laod
The axle power design value of an action of the conventional steel frames beam under typical value, design earthquake load；Mb,EdIt is design earthquake load combination
The Moment design load of the conventional steel frames beam, M under operating modeb,Ed,G、Mb,Ed,ERespectively representative value of gravity load, design ground
Shake the Moment design load of the conventional steel frames beam under load；Vb,EdIt is described common under design earthquake load composite condition
The shearing action design load of steel-frame beam, Vb,Ed,G、Vb,Ed,EIt is respectively described general under representative value of gravity load, design earthquake load
The shearing action design load of logical steel-frame beam；ΩbStrengthen coefficient, γ for the bearing capacity of the conventional steel frames beamr,ovTo be described general
Regular tenacity steel consider that invigoration effect and expected yield strength are more than the material of actual yield strength used by logical bracing members
Over-strength factor,For the axial bearing capacity design load and gravity of any conventional steel brace in system
Difference and the ratio of its axle power design value of an action in the case where designing earthquake load between load typical value lower axle power design value of an action
Value.
6. high-strength steel column according to claim 2-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the bearing capacity of the high-strength Steel Frame Column is tried to achieve by equation below：
Nc,Rd≥Nc,Ed=Nc,Ed,G+ΩcNc,Ed,E
Mc,Rd(Nc,Ed)≥Mc,Ed=Mc,Ed,G+ΩcMc,Ed,E
Vc,Rd≥Vc,Ed=Vc,Ed,G+ΩcVc,Ed,E
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In formula：Nc,Rd、Mc,Rd(Nc,Ed)、Vc,RdThe axial bearing capacity design load of respectively described high-strength Steel Frame Column, consider design
Earthquake load composite condition lower axle power acts on anti-bending bearing capacity design load, the shear-carrying capacity design load of reduction；Nc,EdFor design
The axle power design value of an action of the high-strength Steel Frame Column, N under earthquake load composite conditionc,Ed,G、Nc,Ed,ERespectively gravity laod
The axle power design value of an action of the high-strength Steel Frame Column under typical value, design earthquake load；Mc,EdFor design earthquake load combination
The Moment design load of the high-strength Steel Frame Column, M under operating modec,Ed,G、Mc,Ed,ERespectively representative value of gravity load, design ground
Shake the Moment design load of the high-strength Steel Frame Column under load；Vc,EdIt is described high-strength under earthquake load composite condition to design
The shearing action design load of Steel Frame Column, Vc,Ed,G、Vc,Ed,EThe respectively height under representative value of gravity load, design earthquake load
The shearing action design load of strong Steel Frame Column；ΩcStrengthen coefficient, γ for the bearing capacity of the high-strength Steel Frame Columnb,ovTo be described general
Regular tenacity steel consider that invigoration effect and expected yield strength are more than the material of actual yield strength used by logical steel-frame beam
Expect over-strength factor,For the anti-bending bearing capacity design load of any common girder steel in system and again
Difference and its Moment design load in the case where designing earthquake load under power load typical value between Moment design load
Ratio.
7. high-strength steel column according to claim 1-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
Be characterised by, the low yield point steel coupling beam uses shearing-type, flexure type or curved scissors type coupling beam, material using LYP100,
LYP160, LYP225 or Q235 grade steel；The conventional steel brace uses common support or anti-buckling support, and material uses
Q345, Q390 or Q420 grade steel；The material of the conventional steel frames beam uses Q345, Q390 or Q420 grade steel；Institute
The material of high-strength Steel Frame Column is stated using the steel of Q460, Q500, Q550, Q620, Q690 or more strength grade.
8. high-strength steel column according to claim 1-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the connection of the low yield point steel coupling beam and the conventional steel frames beam, the high-strength Steel Frame Column uses bolt
The rigid connection mode of connection；The conventional steel brace and the conventional steel frames beam, the high-strength Steel Frame Column and the ordinary steel
The connection of the connecting node of Vierendeel girder uses solder design or bolted rigid connection or articulated manner.
9. high-strength steel column according to claim 1-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the conventional steel frames beam and the connection of the high-strength Steel Frame Column are welded using solder design, bolt connection or bolt
The rigid connection mode of hybrid junction.
10. high-strength steel column according to claim 1-ordinary steel joist steel support-low yield point steel coupling beam can resetting structure, its
It is characterised by, the conventional steel frames beam and the connection of the high-strength Steel Frame Column use conventional type node, beam-ends weakening type section
Point or the reinforced node of beam-ends.
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| CN108894318A (en) * | 2018-05-28 | 2018-11-27 | 昆明理工大学 | A kind of structure improving steel frame endurance and stiffness |
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| CN111794373A (en) * | 2020-06-18 | 2020-10-20 | 华南理工大学 | High-strength steel column-common steel beam-low yield point steel axillary support resettable structure |
| CN113089870A (en) * | 2021-04-09 | 2021-07-09 | 深圳市市政设计研究院有限公司 | Energy dissipation and vibration reduction supporting structure and construction method thereof |
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