CN203701322U - High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system - Google Patents
High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system Download PDFInfo
- Publication number
- CN203701322U CN203701322U CN201420035860.4U CN201420035860U CN203701322U CN 203701322 U CN203701322 U CN 203701322U CN 201420035860 U CN201420035860 U CN 201420035860U CN 203701322 U CN203701322 U CN 203701322U
- Authority
- CN
- China
- Prior art keywords
- steel
- shear wall
- plate shear
- steel plate
- vierendeel girder
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Abstract
The utility model provides a high-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system which comprises a low-yield-point steel plate shear wall, a common steel frame beam and a high-intensity steel frame column. Under the effect of an earthquake, the low-yield-point steel plate shear wall can yield energy consumption first and become a first defense line of earthquake fortification, energy consumption yielding of the common steel frame beam is after the low-yield-point steel plate shear wall, the common steel frame beam becomes a second defense line of earthquake fortification, energy consumption yielding of the high-intensity steel frame column is after the common steel frame beam, and the high-intensity steel frame column becomes a third defense line of earthquake fortification. According to the steel structure system, the advantages of steel materials with different intensities can be achieved, components in different forms are comprehensively used for multiple earthquake fortification, the fact that a good energy consumption mechanism is formed under the effect of the earthquake is effectively guaranteed, great anti-seismic performance is achieved, and anti-seismic performance-based design can be carried out conveniently.
Description
Technical field
Invention of the present utility model belongs to Structural Engineering steel work technical field, relates to the design of many high-rise steel structure system, relates in particular to the triple high-performance steel structural system of providing fortification against earthquakes of a kind of high-strength steel column-common girder steel-low yield point steel plate shear wall.
Background technology
Along with a large amount of constructions of many high levels and super highrise building, steel work is at home and abroad widely applied.Nowadays the conventional steel structural system conventionally adopting in structure design comprises clean steel framework, band center support steel frame, band accentric support steel frame and band steel plate shear force wall steel frame etc.Meanwhile, the development of steel production technology and improvement make production and the application of novel low-yield steel and high strength steel become possibility.
But in the existing design specifications of China, how to be applied in steel structure system to this new type steel and to design and not yet provide clear and definite regulation or guidance.How these new type steels being applied to steel structure system, especially under geological process, significantly improving the anti-seismic performance of steel structure system by application new type steel, is problem demanding prompt solution in scientific research and engineering practice.
Summary of the invention
The problem that does not instruct new type steel how to apply in steel structure system for domestic existing design specifications, the present invention proposes a kind of novel high-performance steel structural system, i.e. the triple high-performance steel structural system of providing fortification against earthquakes of high-strength steel column-common girder steel-low yield point steel plate shear wall.By reasonably selecting dissimilar steel and arranging corresponding member, described steel structure system can effectively utilize the advantage of new type steel, on the basis of appropriate design, can either meet the needs of the Rigidity and strength of structural system, also can effectively guarantee to form good ductility and energy consume mechanism under geological process, greatly improve the anti-seismic performance of total system.
The triple high-performance steel structural system of providing fortification against earthquakes of high-strength steel column provided by the present invention-common girder steel-low yield point steel plate shear wall comprises low yield point steel plate shear wall, ordinary steel Vierendeel girder and high-strength steel frame column, wherein, described low yield point steel plate shear wall is connected with described ordinary steel Vierendeel girder and described high-strength steel frame column, and described ordinary steel Vierendeel girder is connected with described high-strength steel frame column; In the time that geological process occurs, described low yield point steel plate shear wall can take the lead in surrendering power consumption, become the first line of defence of providing fortification against earthquakes, the surrender of described ordinary steel Vierendeel girder is consumed energy after described low yield point steel plate shear wall, become the second defence line of providing fortification against earthquakes, the surrender of described high-strength steel frame column is consumed energy after described ordinary steel Vierendeel girder, becomes the three lines of defence of providing fortification against earthquakes.
Described low yield point steel plate shear wall adopts the non-steel plate shear force wall of putting more energy into or putting more energy into.
Described low yield point steel plate shear wall adopts edge member with being connected of described ordinary steel Vierendeel girder and described high-strength steel frame column.
Described ordinary steel Vierendeel girder adopts with being connected of described high-strength steel frame column the mode that rigidly connects,
Preferably, described ordinary steel Vierendeel girder adopts beam-ends dog bone shape node or the reinforced node of beam-ends with being connected of described high-strength steel frame column.
The present invention also provides the method for designing of the triple high-performance steel structural systems of providing fortification against earthquakes of a kind of high-strength steel column-common girder steel-low yield point steel plate shear wall, and it comprises, the action effect design load E under design earthquake Load Combination operating mode
dbe not more than the Design of Bearing Capacity value R of each member
d, and high-strength steel frame column design bearing capacity R
c,dbe not less than ordinary steel Vierendeel girder design bearing capacity R
b,d, ordinary steel Vierendeel girder design bearing capacity R
b,dbe not less than low yield point steel plate shear walls design bearing capacity R
w,d, the wherein design bearing capacity R of each member
dcomprise axial design bearing capacity N
rd, bending resistance design bearing capacity M
rdwith shear Design bearing capacity V
rd.
Described method for designing comprises the judgment criterion for the bearing capacity of the bearing capacity of low yield point steel plate shear wall, ordinary steel Vierendeel girder and the bearing capacity of high-strength steel frame column.
The high-performance of steel structure system provided by the present invention is:
1) fully utilize the steel of multiple intensity, adopt low-yield steel to bring into play the strong advantage of energy dissipation capacity after its surrender, adopt high strength steel to bring into play the advantage that its intensity is high, to set up the good energy consume mechanism of " the weak shear wall of brutal, strong column and weak beam ";
2) member of comprehensive utilization various ways, to set up multiple seismic-proof, can effectively implement the seismic design principle of " no damage in small earthquake, middle shake can be repaiied, no collapsing with strong earthquake ";
3) while this system being carried out to structure design, can select low yield point steel plate shear wall under little shake whether to surrender whether ordinary steel Vierendeel girder under power consumption, middle shake surrenders power consumption, whether the lower high-strength steel frame column of large shake surrenders power consumption, be convenient to implement the theory of this steel structure system anti-seismic performanceization design.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of describing high-performance steel structural system according to the specific embodiment of the present invention.
The specific embodiment
Before the invention will be further described, be to be understood that the present invention is not limited to the following specific embodiment about invention.Also should be appreciated that term as used herein is just for being described for specific embodiment, rather than be used for the claimed scope of the application to limit simultaneously.
As shown in Figure 1, high-performance steel structural system of the present invention contains as lower member:
1) shear wall 1 of low-yield steel (comprising LYP100, LYP160, LYP225 and Q235), can be non-shear wall or the shear wall of putting more energy into of putting more energy into, and its surrender that can take the lead under geological process, as the first line of defence of providing fortification against earthquakes and consuming energy;
2) Vierendeel girder 2 of regular tenacity steel (comprising Q345, Q390 and Q420), its surrender under geological process is after low yield point steel plate shear wall 1, as the second defence line of providing fortification against earthquakes and consume energy;
3) frame column 3 of high strength steel (comprising the steel of Q460, Q500, Q550, Q620 and Q690 and above strength grade thereof), its surrender under geological process is after ordinary steel Vierendeel girder 2, as the three lines of defence of providing fortification against earthquakes and consuming energy.
In described high-performance steel structural system, between shear wall 1 and Vierendeel girder 2 or frame column 3, should be connected by edge member, Vierendeel girder 2 should adopt rigid connection node with frame column 3, preferably adopts beam-ends dog bone shape node or the reinforced node of beam-ends to guarantee that plastic hinge preferentially appears on Vierendeel girder 2.
The method for designing of high-performance steel structural system of the present invention comprises, the action effect design load E under design earthquake Load Combination operating mode
dbe not more than the Design of Bearing Capacity value R of each member
d, and the design bearing capacity R of high-strength steel frame column 3
c,dbe not less than the design bearing capacity R of ordinary steel Vierendeel girder 2
b,d, the design bearing capacity R of ordinary steel Vierendeel girder 2
b,dbe not less than the design bearing capacity R of low yield point steel plate shear wall 1
w,d, the wherein design bearing capacity R of each member
dcomprise axial design bearing capacity N
rd, bending resistance design bearing capacity M
rdwith shear Design bearing capacity V
rd.
Described method for designing comprises following concrete judgment criterion:
1) the checking of bearing capacity formula of low yield point steel plate shear wall 1 is,
V
w,Rd≥V
w,Ed＝V
w,Ed,G+V
w,Ed,E (1)
In formula, V
w, Rdfor the shear-carrying capacity design load of low yield point steel plate shear wall 1, non-stiffened steel plate shear wall is got to the smaller value of shearing resistance surrender bearing capacity and shearing resistance flexing bearing capacity, stiffened steel plate shear wall is got to shearing resistance surrender bearing capacity; V
w, Edfor the shearing action design load of low yield point steel plate shear wall 1 under design earthquake Load Combination operating mode, V
w, Ed, G, V
w, Ed, Ebe respectively the shearing action design load of low yield point steel plate shear wall 1 under representative value of gravity load, design earthquake load.
2) the checking of bearing capacity formula of ordinary steel Vierendeel girder 2 is,
N
b,Rd(M
b,Ed)≥N
b,Ed＝N
b,Ed,G+Ω
bN
b,Ed,E (2)
M
b,Rd≥M
b,Ed＝M
b,Ed,G+Ω
bM
b,Ed,E (3)
V
b,Rd≥V
b,Ed＝V
b,Ed,G+Ω
bV
b,Ed,E (4)
Ω
b＝γ
w,ovmin{V
w,Rd,iV
w,Ed,i} (5)
In formula, N
b, Rd(M
b, Ed), M
b, Rd, V
b, Rdbe respectively axial bearing capacity design load, anti-bending bearing capacity design load, the shear-carrying capacity design load of Moment reduction under the consideration design earthquake Load Combination operating mode of ordinary steel Vierendeel girder 2; N
b, Edfor the axle power design value of an action of ordinary steel Vierendeel girder 2 under design earthquake Load Combination operating mode, N
b, Ed, G, N
b, Ed, Ebe respectively the axle power design value of an action of ordinary steel Vierendeel girder 2 under representative value of gravity load, design earthquake load; M
b, Edthe Moment design load of ordinary steel Vierendeel girder 2 under design earthquake Load Combination operating mode, M
b, Ed, G, M
b, Ed, Ebe respectively the Moment design load of ordinary steel Vierendeel girder 2 under representative value of gravity load, design earthquake load; V
b, Edthe shearing action design load of ordinary steel Vierendeel girder 2 under design earthquake Load Combination operating mode, V
b, Ed, G, V
b, Ed, Ebe respectively the shearing action design load of ordinary steel Vierendeel girder 2 under representative value of gravity load, design earthquake load; Ω
bfor the bearing capacity of ordinary steel Vierendeel girder 2 strengthens coefficient,
γ w, ovby shear wall 1 employing low-yield steel consider that invigoration effect and expection yield strength are greater than the superpower coefficient of material of actual yield strength, V
w, Rd, iv
w, Ed,
ifor the ratio of shear-carrying capacity design load and its shearing action design load under design earthquake Load Combination operating mode of arbitrary low yield point steel plate shear wall 1 in system.
3) the checking of bearing capacity formula of high-strength steel frame column 3 is,
N
c,Rd≥N
c,Ed＝N
c,Ed,G+Ω
cN
c,Ed,E (6)
M
c,Rd(N
c,Ed)≥M
c,Ed＝M
c,Ed,G+Ω
cM
c,Ed,E (7)
V
c,Rd≥V
c,Ed＝V
c,Ed,G+Ω
cV
c,Ed,E (8)
Ω
c＝γ
b,ovmin{M
b,Rd,iM
b,Ed,i} (9)
In formula, N
c, Rd, M
c, Rd(N
c, Ed), V
c, Rdbe respectively the axial bearing capacity design load of high-strength steel frame column 3, anti-bending bearing capacity design load, the shear-carrying capacity design load of consideration design earthquake Load Combination operating mode lower shaft power effect reduction; N
c, Edfor the axle power design value of an action of high-strength steel frame column 3 under design earthquake Load Combination operating mode, N
c, Ed, G, N
c, Ed, Ebe respectively the axle power design value of an action of high-strength steel frame column 3 under representative value of gravity load, design earthquake load; M
c, Edfor the Moment design load of high-strength steel frame column 3 under design earthquake Load Combination operating mode, M
c, Ed, G, M
c, Ed, Ebe respectively the Moment design load of high-strength steel frame column 3 under representative value of gravity load, design earthquake load; V
c, Edfor the shearing action design load of high-strength steel frame column 3 under design earthquake Load Combination operating mode, V
c, Ed, G, V
c, Ed, Ebe respectively the shearing action design load of high-strength steel frame column 3 under representative value of gravity load, design earthquake load; Ω
cfor the bearing capacity of high-strength steel frame column 3 strengthens coefficient,
γ b, ovby Vierendeel girder 2 employing regular tenacity steel consider that invigoration effect and expection yield strength are greater than the superpower coefficient of material of actual yield strength, M
b, Rd, im
b, Edi,for the ratio of anti-bending bearing capacity design load and its Moment design load under design earthquake Load Combination operating mode of arbitrary ordinary steel Vierendeel girder 2 in system.
In above-mentioned manual, carry out concrete description for some preferred embodiments; and for the object of explanation provides some ins and outs; but should be understood that the present invention, those skilled in the art can have various variations and how different embodiments; and details described herein can have suitable variation and can not depart from spirit of the present invention and purport, thereby should belong to the application's scope required for protection.
Claims (5)
1. the triple high-performance steel structural system of providing fortification against earthquakes of high-strength steel column-common girder steel-low yield point steel plate shear wall, it is characterized in that, comprise low yield point steel plate shear wall, ordinary steel Vierendeel girder and high-strength steel frame column, wherein, described low yield point steel plate shear wall is connected with described ordinary steel Vierendeel girder and described high-strength steel frame column, and described ordinary steel Vierendeel girder is connected with described high-strength steel frame column; In the time that geological process occurs, described low yield point steel plate shear wall can take the lead in surrendering power consumption, become the first line of defence of providing fortification against earthquakes, the surrender of described ordinary steel Vierendeel girder is consumed energy after low yield point steel plate shear wall, become the second defence line of providing fortification against earthquakes, the surrender of described high-strength steel frame column is consumed energy after ordinary steel Vierendeel girder, becomes the three lines of defence of providing fortification against earthquakes.
2. steel structure system according to claim 1, wherein said low yield point steel plate shear wall adopts the non-steel plate shear force wall of putting more energy into or putting more energy into.
3. steel structure system according to claim 1, wherein said low yield point steel plate shear wall adopts edge member with being connected of described ordinary steel Vierendeel girder and described high-strength steel frame column.
4. steel structure system according to claim 1, wherein said ordinary steel Vierendeel girder adopts with being connected of described high-strength steel frame column the mode that rigidly connects.
5. steel structure system according to claim 4, wherein said ordinary steel Vierendeel girder adopts beam-ends dog bone shape node or the reinforced node of beam-ends with being connected of described high-strength steel frame column.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420035860.4U CN203701322U (en) | 2014-01-21 | 2014-01-21 | High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201420035860.4U CN203701322U (en) | 2014-01-21 | 2014-01-21 | High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN203701322U true CN203701322U (en) | 2014-07-09 |
Family
ID=51051778
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201420035860.4U Expired - Fee Related CN203701322U (en) | 2014-01-21 | 2014-01-21 | High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN203701322U (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103866874A (en) * | 2014-01-21 | 2014-06-18 | 清华大学 | Triple-seismic-fortification high-performance steel structure system with high-strength steel columns, common steel beams and low-yield-point steel plate shear walls |
-
2014
- 2014-01-21 CN CN201420035860.4U patent/CN203701322U/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103866874A (en) * | 2014-01-21 | 2014-06-18 | 清华大学 | Triple-seismic-fortification high-performance steel structure system with high-strength steel columns, common steel beams and low-yield-point steel plate shear walls |
| CN103866874B (en) * | 2014-01-21 | 2016-07-27 | 清华大学 | High-strength steel column-common girder steel-low yield point steel plate shear wall triple seismic fortification high-performance steel structural system and method for designing thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN203701323U (en) | High-intensity steel column-common steel beam-low-yield-point steel support trebling earthquake fortification high-performance steel structure system | |
| CN103741831B (en) | High-strength steel column-common girder steel-low-yield bracing members triple seismic fortification high-performance steel structural system and method for designing thereof | |
| CN107816243B (en) | High-strength steel column-common steel beam steel support-low yield point steel connecting beam resettable structure | |
| CN103866874B (en) | High-strength steel column-common girder steel-low yield point steel plate shear wall triple seismic fortification high-performance steel structural system and method for designing thereof | |
| CN204435843U (en) | A kind of steel tube scaffold linkage | |
| CN204199537U (en) | A kind of assembled steel and concrete combination beam | |
| CN204491830U (en) | Can restore funcitons frame-brace structure system | |
| CN203701322U (en) | High-intensity steel column-common steel beam-low-yield-point steel plate shear wall trebling earthquake fortification high-performance steel structure system | |
| CN204491831U (en) | Novel can restore funcitons frame-brace structure system | |
| CN204781410U (en) | It links roof beam to be applied to power consumption steel that allies oneself with limb shear wall structure | |
| CN104674944A (en) | Novel recoverable functional frame-supporting structure system | |
| CN104314199B (en) | A kind of truss-punching steel plate shear wall structure system | |
| CN204826283U (en) | Honeycomb formula space reinforcing bar arrangement form concrete antiknock wallboard | |
| CN204491828U (en) | Can restore funcitons frame structure system | |
| CN106567500A (en) | High-strength steel and high-strength grouting material combined ultrahigh-strength column structure and construction method | |
| CN204326292U (en) | A kind of building structure energy damping system | |
| CN204001930U (en) | The main material bracing means of electric power tower | |
| CN203846636U (en) | Novel anti-seismic house | |
| CN206737538U (en) | A kind of half-phase passes through half bolted 750kV steel pipe lattice types framework | |
| CN205276698U (en) | Angle steel in system hole in concrete | |
| CN202157410U (en) | Semi-rigid steel frame structure of eccentric supports | |
| CN204174837U (en) | Cellular steel web-compound section, concrete filled steel tube edge of a wing cross section column | |
| CN204212385U (en) | Scaffold strengthened by truss | |
| CN204282650U (en) | A kind of to support member | |
| CN204212273U (en) | A kind of composite steel concrete column and box concrete filled steel tube cant beam switching node |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20140709 Termination date: 20170121 |