CN110080590A - A kind of energy consumption minor structure and its design method for moment-resisting steel frames - Google Patents
A kind of energy consumption minor structure and its design method for moment-resisting steel frames Download PDFInfo
- Publication number
- CN110080590A CN110080590A CN201910314604.6A CN201910314604A CN110080590A CN 110080590 A CN110080590 A CN 110080590A CN 201910314604 A CN201910314604 A CN 201910314604A CN 110080590 A CN110080590 A CN 110080590A
- Authority
- CN
- China
- Prior art keywords
- moment
- plane
- fusing
- energy consumption
- fusible member
- 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.)
- Pending
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Business, Economics & Management (AREA)
- Emergency Management (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Buildings Adapted To Withstand Abnormal External Influences (AREA)
Abstract
The present invention provides a kind of energy consumption minor structures and its design method for moment-resisting steel frames, belong to architectural energy consumption field of shock absorption.The energy consumption minor structure for being used for moment-resisting steel frames includes: frame column and fusible member；Two sides in the moment-resisting steel frames plane parallel with lateral force are respectively arranged with two adjacent and parallel frame columns；It is provided with multiple fusible members from top to bottom between two adjacent frame columns of every side；One end of each fusible member is connect by connector with a frame column, and the other end is connect by connector with another frame column.Inelastic deformation is concentrated on fusible member by the present invention, and the plastic deformation of other components is reduced while guaranteeing original structure intensity, rigidity, ductility, effectively controls damage envelope.In addition, fusible member ontology simple structure, easily manufacture, easy to install, easy replacement, after destruction can it is economical, promptly repair.
Description
Technical field
The invention belongs to architectural energy consumption field of shock absorption, and in particular to a kind of energy consumption minor structure for moment-resisting steel frames and its
Design method.
Background technique
Under middle shake or big shake effect, the steel structure member in building is also easy to produce buckling and destruction.Traditional steel construction is anti-
Shake system, if moment resisting, center or accentric support have good bearing capacity and energy-dissipating property, but energy dissipation capacity is smaller, structure
Part causes overall structure to fail after destroying.Viscoelastic material damper and the energy dissipation capacity of energy consumption beam section are stronger, but its structure
It is complicated.It is a degree of non-that current specifications allows steel structure member to occur within the scope of design seismic intensity in component energy consumption region
Flexible deformation, but since above-mentioned component energy consumption region is larger, it is excessively high that damaged member is difficult to replace or replace cost, causes actually to repair
Multiple operational difficulties, influence the subsequent use of building structure.
Summary of the invention
It is an object of the invention to solve above-mentioned problem existing in the prior art, provide a kind of for moment-resisting steel frames
Energy consumption minor structure and its design method improve the ductility and energy dissipation capacity of structure under the premise of guaranteeing original structure intensity, rigidity,
Reduce component damage range, prevent structural collapse, be easily repaired, reduces maintenance cost.
The present invention is achieved by the following technical solutions:
A kind of energy consumption minor structure for moment-resisting steel frames, including frame column and fusible member；In moment-resisting steel frames and side
Two sides in the plane parallel to power are respectively arranged with two adjacent and parallel frame columns；Two in every side are adjacent
The frame column between be provided with multiple fusible members from top to bottom；
One end of each fusible member is connect by connector with a frame column, and the other end is by connector and separately
A piece frame column connection.
The connector includes end plate and T-type connector；
The both ends of each fusible member are separately connected an end plate；
The shape of the cross section of the T-type connector is T shape；The T-type connector includes two orthogonal planes,
Respectively the first plane and the second plane, wherein the first plane is parallel with each end plate；
Each end plate in a plane connects with the first plane of a T-type connector respectively from top to bottom
It connects, each end plate in another plane is connect with the first plane of T-type connector described in another respectively from top to bottom.
The fusible member is using fusing beam；
The both ends of each fusing beam are welded to connect with an end plate respectively.
The quadrangle of each end plate passes through bolt respectively and connect with the first plane of T-type connector.
The fusing beam uses the seamless square steel tube of Q235；
Hole is had in the close junction with end plate in both ends of the fusing beam；
The diameter in the hole is no more than the 50% of the width d of the fusing beam.
The fusible member is using fusing peg；
The both ends of each fusing peg are welded to connect with an end plate respectively；
The quadrangle of each end plate passes through bolt respectively and connect with the first plane of T-type connector；
It is covered with peg protection structure respectively at the both ends of each fusing peg；
Each peg protection structure is welded to connect with the end plate for being located at the end respectively.
The fusing peg uses Q235 rod iron；
The close diameter overstriking with the junction of end plate in both ends of each fusing peg, formation middle part is thin, both ends are thick
Shape, and mid diameter be not less than both ends diameter half.
The frame column is H profile steel or i shaped steel；
The T-type connector is formed using two pieces of high strength steel plate vertical weldings；
The end of second plane of each T-type connector and a side plane of the frame column pass through bilateral flat-face fillet weld
Seam welding connection；The bilateral right angle welding seam includes two weld seams, and two weld seams are located at the two sides of the second plane, and with
Second plane is parallel.
Ribbed stiffener is respectively arranged on the top of each frame column and bottom end；
The frame column is connect with the ribbed stiffener by right angle welding seam；
Ribbed stiffener, the two sides of each ribs are respectively arranged in the two sides of the second plane of each T-type connector
It is connect respectively with the first plane and the second plane-welding；
The material of the ribs is high-strength steel.
In same solitary building, the quantity of the fusible member of each floor is identical.
A kind of method described in design for the energy consumption minor structure of moment-resisting steel frames, comprising:
(1) quantity of fusible member needed for determining each floor: according to the layer of each floor high, adjacent fusible member it
Between spacing determine each floor needed for fusible member quantity；
(2) size of the cross section of fusing beam or the peg that fuses is determined:
According to the thickness t of fusing joist steel platewWith cross-section elasticities modulus WnxChoose the size of the cross section of fusing beam；
The wherein thickness t of fusing joist steel platewIt is to be calculated using following formula:
Cross-section elasticities modulus WnxIt is to be calculated using following formula:
Wherein, VstoryFor the interlaminar shear of the floor；
S is the above gross cross-sectional at steel pipe calculating shear stress to the area moment of natural axis；
I is gross cross-sectional the moment of inertia；
fvFor shearing strength design value just now；
H is that the layer of floor is high；
lnFor the beam length for the beam that fuses；
L is frame column axle center distance；
fyFor steel bending strength design value；
γxFor plastic section development coefficient；
L is the axle center distance of frame column；
The diameter of single fusing peg is determined using following formula:
Wherein, VstoryFor this layer of interlaminar shear；
H is that layer is high；
lnFor the length for the peg that fuses；
L is the axle center distance of frame column；
fyFor steel bending strength design value,
γxFor plastic section development coefficient；
(3) the design inclination angle of frame column is determined using following formula:
Wherein, ω is the deflection limit value of amount of deflection laced beam；
θcFor the design inclination angle of frame column.
δvl、δvrThe respectively left and right end movement of fusible member.
Compared with prior art, the beneficial effects of the present invention are: being undertaken with steel frame in traditional moment-resisting steel frames all perpendicular
It is compared to load, the energy consumption minor structure in the present invention undertakes whole lateral loads, and the anti-side rigidity of frame can be substantially improved.And it melts
Disconnected component, by self-deformation earthquake energy, has the function that damping energy consumption, protection original structure in loading process.Together
When, inelastic deformation is concentrated on into fusible member, reduces other components while guaranteeing original structure intensity, rigidity, ductility
Plastic deformation, effectively control damage envelope.In addition, fusible member ontology simple structure, easily manufactures, is easy to install, easy replacement,
After destruction can it is economical, promptly repair.Fusing minor structure shape multiplicity, the means that can consume energy with other dampings such as damper, in
The heart or accentric support etc. are applied simultaneously and frame, can also be applied in reinforced concrete combination frame.
Detailed description of the invention
Fig. 1 is present invention application site schematic diagram in the structure.
Fig. 2 is that the present invention uses the beam minor structure figure that fuses.
Fig. 3 is that the present invention uses the peg minor structure figure that fuses.
Fig. 4 is sectional view at A-A in Fig. 2.
Fig. 5 is sectional view at B-B in Fig. 2.
Fig. 6 is sectional view at C-C in Fig. 2.
Fig. 7-1 is sectional view at D-D in Fig. 3
Fig. 7-2 is the peg internal structure chart that fuses in Fig. 3.
Fig. 8 is fusing structure stress and deformation schematic diagram.
In figure: 1, frame column, 2, fusing beam, 3, T-type section bounding member, 4, end plate, 5, connection bolt, 6, ribbed stiffener, 7,
Fuse peg, 8, peg protection structure.
Specific embodiment
Present invention is further described in detail with reference to the accompanying drawing:
As Figure 1-Figure 8, energy consumption minor structure of the present invention for the moment-resisting steel frames of building, for the anti-of building
On curved steel frame, two sides are respectively arranged two adjacent frame columns 1 in the steel frame face parallel with lateral force, are building
Several fusible members are equipped in the same floor of object between the adjacent frame column 1, the fusible member is fusing beam 2 or fusing
Peg 7.
The fusing beam 2 uses the seamless square steel tube of Q235, and 2 both ends of fusing beam are close to the preparatory aperture in junction, each
The both ends of the fusing beam 2 are welded to connect with end plate 4 respectively.The fusing peg 7 uses Q235 rod iron, the fusing peg 7
Structure 8, each fusing bolt are protected close to junction diameter overstriking, 7 both ends of the fusing peg difference outer cover peg in both ends
It follows closely 7 both ends to be welded to connect with end plate 4 respectively, each peg protection structure 8 is welded to connect with end plate 4 respectively, each described
4 four jiaos of end plate pass through bolt 5 respectively and are threadedly coupled T-type connector 3.
The shape of the cross section of the T-type connector 3 is T shape；The T-type connector 3 includes two orthogonal flat
Face, respectively the first plane and the second plane, wherein the first plane is parallel with each end plate；The T-type connector 3 is using high-strength
Steel plate is welded, and each T-type connector 3 is connect with the frame column 1 by bilateral right angle welding seam respectively, the T-type
The steel strength of connector 3 and the frame column 1 is identical as dimensions.
Ribbed stiffener 6 is respectively set in the top and bottom end of each frame column 1, and the frame column 1 and the ribbed stiffener 6 are logical
Cross right angle welding seam connection.
The two sides of second plane of each T-type connector 3 are respectively arranged with ribbed stiffener 6, the two sides point of the ribs
It is not connected in the first plane with the second plane-welding.
The material of the ribs 6 is high-strength steel.
The frame column 1 is H profile steel or i shaped steel.
Opening diameter of fusing 2 both ends of beam close to junction is no more than the 50% of the width d of the fusing beam 2.
The fusing peg 7 is the metal bar that middle part is relatively thin, both ends are thicker, and formation middle part weakens and mid diameter weakens not
Preferably be more than the 50% of both ends diameter, i.e., mid diameter be not less than both ends diameter half.
The foundation that fusible member is chosen is the load that the fusible member undertakes in seismic process.In the design, it needs first
The interlaminar shear of floor is obtained according to earthquake horizontal force, the radical of fusible member needed for determining every layer calculates single molten accordingly
The moment of flexure and shearing that disconnected component is carried.The pipe thickness and size of square steel tube are determined again, and evaluate the energy consumption effect of fusible member
Fruit.In calculating process, fusing minor structure can be equivalent to the laced beam vertically placed, loading characteristic are as follows: fusible member master
Bear moment of flexure, shearing；Frame column is primarily subjected to axle power and moment of flexure.
(1) every layer of fusible member radical:
In practical projects, for the bearing capacity for guaranteeing energy consumption minor structure, the component spacing generallyd use arrives for 750mm
900mm.Fusing structure should be arranged at the floor of top and bottom to guarantee that necessary construction space is advisable in component spacing minimum value
Part is to prevent Vierendeel girder and floor from bearing moment of flexure.In same solitary building, to prevent certain layer of fusible member excessive or very few making
At weak floor, the quantity of every layer of fusible member should be consistent.In the present embodiment, be applied to layer height no more than 4m due to being and
In high-rise civil building of the number of plies less than 17 layers, 5 fusible members should be used by being calculated every layer.
(2) fusible member design shear and design moment:
Each layer interlaminar shear is determined using bottom shearing.For simplicity construction, component specification type is reduced to prevent in construction
It malfunctions, fusible member preferably uses specification of the same race in same layer, and construction is identical, can be considered that its design bearing capacity is identical.It is then single molten
Disconnected component shearing may be expressed as:
Wherein, VstoryFor the interlaminar shear of floor；
N is fusing beam number, in the present embodiment n=5.
According to the interlaminar shear of floor, total moment of flexure of fusing joist support load can be found out:
∑Mp=nMp
Wherein, MpAnti-bending bearing capacity is designed for single fusible member；
H is that layer is high；
lnFor the beam beam length that fuses；
L is frame column axle center distance.
To sum up, single fusible member institute bending moment may be expressed as:
(3) fusing beam section selection:
According to " Code for design of steel structures GB50017-2017 ", square steel tube is strong, weak shaft section the moment of inertia is identical, therefore its moment of flexure
A direction plastic section the moment of inertia, i.e. M are taken when calculatingp=Wp·fy.To guarantee that fusing beam is preferential under lateral load
Bending, fusing beam stress should reach the elastic-plastic phase of material, consider material in the bearing capacity of plasticity phase.It substitutes into single molten
Disconnected component institute bending moment, the plastic section modulus of the single fusing beam 2 are as follows:
Wherein, WpTo calculate section plastic modulus；
VstoryFor this layer of interlaminar shear；
H is that layer is high；
lnFor the beam beam length that fuses；
L is frame column axle center distance；
fyFor steel bending strength design value.
Wp=γxWnx
Wherein, γxFor plastic section development coefficient, 1.05 are taken for square steel tube.
Due to usually providing the elasticity modulus of steel in fashioned iron specification table, for convenience of searching, above-mentioned plastic section modulus meter
It calculates formula and is rewritten as elasticity modulus form:
The section steel plate thickness of fusing beam 2 (such as rectangular steel tube) are as follows:
Wherein, twFor the joist steel plate thickness that fuses；
VstoryFor this layer of interlaminar shear；
S is the above gross cross-sectional at steel pipe calculating shear stress to the area moment of natural axis；
I is gross cross-sectional the moment of inertia；
fvFor shearing strength design value just now.
According to calculating cross-section elasticities modulus WnxWith fusing joist steel plate thickness tw, it is suitable to choose from square steel pipe size table
Sectional dimension.
(4) fuse peg section selection:
According to the loading characteristic of fusing structure, the peg that fuses is primarily subjected to moment of flexure and shearing.Since fusing peg is cylinder
Body, internal force is according to " Code for design of steel structures GB50017-2017 ", and strong, weak shaft section the moment of inertia is identical, therefore its moment of flexure is being counted
A direction plastic section the moment of inertia is taken when calculation.Using calculation method identical with fusing beam, i.e. Mp=Wp·fy, wherein
Fuse peg Wp=π d3/ 32, it is limited according to the anti-bending bearing capacity of fusing peg, the single peg diameter minimum value that fuses are as follows:
Wherein, VstoryFor this layer of interlaminar shear；
H is that layer is high；
lnFor the length for the peg that fuses；
L is frame column axle center distance；
fyFor steel bending strength design value,
γxFor plastic section development coefficient, 1.2 are taken to circular cross-section.
(5) inspection and effect assessment of fusible member:
It uses frame column inclination angle to examine the energy consumption effect of fusible member: to guarantee that fusible member deformation is met the requirements, melting
The disconnected deformation of member should meet deflection limit value as defined in " Code for design of steel structures GB50017-2017 ".Since energy consumption minor structure can wait
Effect is the laced beam vertically placed, then frame column can be equivalent to the edge of a wing and the web of Liang Shangxiabianyuanchu, and fusible member can be equivalent
To be supported at web.Therefore the frame column inclination angle limit value around the minor structure that consumes energy should obey laced beam deflection limit value.Such as Fig. 8 institute
Show, the inclination angle of fusible member can must be designed according to geometrical relationship:
Wherein, θbFor the design inclination angle of fusible member；
θcFor the design inclination angle of frame column.
After structure stress, fusible member inclination angle can be displaced by component left and right ends and be acquired, specific formula is as follows:
Wherein, θ is the stress inclination angle of fusible member；
δvl、δvrThe respectively left and right end movement of fusible member.
To guarantee structural stability, fusible member stress inclination angle need to be less than design inclination angle, it may be assumed that θ≤θb.Then above-mentioned inclination angle is public
Formula can arrange are as follows:
Wherein, ω is the deflection limit value for standardizing defined amount of deflection laced beam.
The working mechanism that present invention fusing energy consumption minor structure concept has used for reference fuse in electromechanical engineering passes through itself plasticity
Deformation energy consumption, makes structure integrally keep elastic working under severe earthquake action, and be conveniently replaceable and repair.The present invention is by fuse
With to frame structure, by fusing beam, bending deformation and destruction are consumed energy under horizontal loads, are being protected for fuse protection effect
Enhancing structure ductility and energy dissipation capacity under the premise of the intensity of original structure, rigidity and bearing capacity are demonstrate,proved, fusing girder construction is simple, convenient for broken
It is repaired after bad and replacement, maintenance cost is low, high-efficient.
Above-mentioned technical proposal is one embodiment of the present invention, for those skilled in the art, at this
On the basis of disclosure of the invention application method and principle, it is easy to make various types of improvement or deformation, be not limited solely to this
Invent method described in above-mentioned specific embodiment, therefore previously described mode is only preferred, and and do not have limitation
The meaning of property.
Claims (10)
1. a kind of energy consumption minor structure for moment-resisting steel frames, it is characterised in that: the energy consumption sub- knot for moment-resisting steel frames
Structure includes: frame column and fusible member；Two sides in the moment-resisting steel frames plane parallel with lateral force are respectively arranged with two
The adjacent and parallel frame column；It is provided with multiple institutes from top to bottom between two adjacent frame columns of every side
State fusible member；
One end of each fusible member is connect by connector with a frame column, and the other end passes through connector and another
Frame column connection.
2. the energy consumption minor structure according to claim 1 for moment-resisting steel frames, it is characterised in that: the connector includes
End plate and T-type connector；
The both ends of each fusible member are separately connected an end plate；
The shape of the cross section of the T-type connector is T shape；The T-type connector includes two orthogonal planes, respectively
For the first plane and the second plane, wherein the first plane is parallel with each end plate；
Each end plate in a plane is connect with the first plane of a T-type connector respectively from top to bottom, position
It is connect respectively with the first plane of T-type connector described in another from top to bottom in each end plate in another plane.
3. the energy consumption minor structure according to claim 2 for moment-resisting steel frames, it is characterised in that: the fusible member is adopted
With fusing beam；
The both ends of each fusing beam are welded to connect with an end plate respectively.
The quadrangle of each end plate passes through bolt respectively and connect with the first plane of T-type connector.
4. the energy consumption minor structure according to claim 3 for moment-resisting steel frames, it is characterised in that: the fusing beam uses
Q235 is seamless square steel tube；
Hole is had in the close junction with end plate in both ends of the fusing beam；
The diameter in the hole is no more than the 50% of the width d of the fusing beam.
5. the energy consumption minor structure according to claim 2 for moment-resisting steel frames, it is characterised in that: the fusible member is adopted
With fusing peg；
The both ends of each fusing peg are welded to connect with an end plate respectively；
The quadrangle of each end plate passes through bolt respectively and connect with the first plane of T-type connector；
It is covered with peg protection structure respectively at the both ends of each fusing peg；
Each peg protection structure is welded to connect with the end plate for being located at the end respectively.
6. the energy consumption minor structure according to claim 5 for moment-resisting steel frames, it is characterised in that: the fusing peg is adopted
With Q235 rod iron；
The close diameter overstriking with the junction of end plate in both ends of each fusing peg, forms the shape that middle part is thin, both ends are thick
Shape, and mid diameter is not less than the half of both ends diameter.
7. the energy consumption minor structure according to any one of claims 1 to 6 for moment-resisting steel frames, it is characterised in that: described
Frame column is H profile steel or i shaped steel；
The T-type connector is formed using two pieces of high strength steel plate vertical weldings；
The end of second plane of each T-type connector and a side plane of the frame column pass through bilateral flat-face fillet weld seam weld
It connects in succession；The bilateral right angle welding seam includes two weld seams, and two weld seams are located at the two sides of the second plane, and with second
Plane is parallel.
8. the energy consumption minor structure according to claim 7 for moment-resisting steel frames, it is characterised in that: in each frame
The top and bottom end of column are respectively arranged with ribbed stiffener；
The frame column is connect with the ribbed stiffener by right angle welding seam；
Ribbed stiffener, the two sides difference of each ribs are respectively arranged in the two sides of the second plane of each T-type connector
It is connect with the first plane and the second plane-welding；
The material of the ribs is high-strength steel.
9. the energy consumption minor structure according to claim 1 for moment-resisting steel frames, it is characterised in that: in same solitary building
In, the quantity of the fusible member of each floor is identical.
10. a kind of method for designing the described in any item energy consumption minor structures for moment-resisting steel frames of claim 1-9, feature
It is: the described method includes:
(1) quantity of fusible member needed for determining each floor: according to the layer of each floor between high, adjacent fusible member
The quantity of fusible member needed for spacing determines each floor；
(2) size of the cross section of fusing beam or the peg that fuses is determined:
According to the thickness t of fusing joist steel platewWith cross-section elasticities modulus WnxChoose the size of the cross section of fusing beam；
The wherein thickness t of fusing joist steel platewIt is to be calculated using following formula:
Cross-section elasticities modulus WnxIt is to be calculated using following formula:
Wherein, VstoryFor the interlaminar shear of the floor；
S is the above gross cross-sectional at steel pipe calculating shear stress to the area moment of natural axis；
I is gross cross-sectional the moment of inertia；
fvFor shearing strength design value just now；
H is that the layer of floor is high；
lnFor the beam length for the beam that fuses；
L is frame column axle center distance；
fyFor steel bending strength design value；
γxFor plastic section development coefficient；
L is the axle center distance of frame column；
The diameter d of single fusing peg is determined using following formula:
Wherein, VstoryFor this layer of interlaminar shear；
H is that layer is high；
lnFor the length for the peg that fuses；
L is the axle center distance of frame column；
fyFor steel bending strength design value,
γxFor plastic section development coefficient；
(3) the design inclination angle of frame column is determined using following formula:
Wherein, ω is the deflection limit value of amount of deflection laced beam；
θcFor the design inclination angle of frame column.
δvl、δvrThe respectively left and right end movement of fusible member.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910314604.6A CN110080590A (en) | 2019-04-18 | 2019-04-18 | A kind of energy consumption minor structure and its design method for moment-resisting steel frames |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910314604.6A CN110080590A (en) | 2019-04-18 | 2019-04-18 | A kind of energy consumption minor structure and its design method for moment-resisting steel frames |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN110080590A true CN110080590A (en) | 2019-08-02 |
Family
ID=67415561
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910314604.6A Pending CN110080590A (en) | 2019-04-18 | 2019-04-18 | A kind of energy consumption minor structure and its design method for moment-resisting steel frames |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN110080590A (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006083540A (en) * | 2004-09-14 | 2006-03-30 | Hybrid House Hanbai Kk | Steel frame framework structure of quakeproof room in house |
| CN201713963U (en) * | 2010-06-04 | 2011-01-19 | 同济大学 | Replaceable connecting beam |
| CN202248256U (en) * | 2011-08-31 | 2012-05-30 | 广州市设计院 | Close-packed steel column-steel plate girder dissipative lateral force resisting steel framework structure |
| JP2018066222A (en) * | 2016-10-20 | 2018-04-26 | 株式会社竹中工務店 | building |
| CN108360669A (en) * | 2018-01-24 | 2018-08-03 | 南通蓝科减震科技有限公司 | A kind of beam-column hinged steel frame structural system of the difunctional component of carrying energy dissipating |
-
2019
- 2019-04-18 CN CN201910314604.6A patent/CN110080590A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006083540A (en) * | 2004-09-14 | 2006-03-30 | Hybrid House Hanbai Kk | Steel frame framework structure of quakeproof room in house |
| CN201713963U (en) * | 2010-06-04 | 2011-01-19 | 同济大学 | Replaceable connecting beam |
| CN202248256U (en) * | 2011-08-31 | 2012-05-30 | 广州市设计院 | Close-packed steel column-steel plate girder dissipative lateral force resisting steel framework structure |
| JP2018066222A (en) * | 2016-10-20 | 2018-04-26 | 株式会社竹中工務店 | building |
| CN108360669A (en) * | 2018-01-24 | 2018-08-03 | 南通蓝科减震科技有限公司 | A kind of beam-column hinged steel frame structural system of the difunctional component of carrying energy dissipating |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| WO2020103234A1 (en) | Calculation method for flexural capacity and moment-rotation curve of concrete-filled steel tubular column-steel beam through bolt connecting joint | |
| TWI499707B (en) | A joint structure which lateral deformation is restrained | |
| CN106703184A (en) | Connection node construction of concrete-filled square steel tube column and rectangular section steel beam | |
| CN104674649B (en) | Earthquake damage control system for thin-wall hollow pier | |
| CN106436924A (en) | Steel pipe concrete column variable section broken-line-shaped steel bracket and connecting construction method thereof | |
| CN101368407B (en) | High tensility shock-resistant node of steel structure | |
| CN108978863A (en) | A kind of designing and manufacturing method of the assembled beam-column node of lower flange of girder edge use energy consumption splice plate | |
| CN1169764A (en) | Steel moment resisting foame beam-to-column connections | |
| CN207228351U (en) | Unilateral buckling-restrained formula girder steel column connected node and steel building | |
| CN1963061A (en) | Buckling-restrained brace of combined hot-rolled angle steel | |
| JP2002070326A (en) | Reinforced structure for steel frame structural material | |
| CN109403465B (en) | Steel-concrete combined node and manufacturing method thereof | |
| CN105133786B (en) | Open web type rapid construction combination beam and its method of construction | |
| CN207597918U (en) | A kind of damaged Concrete Filled Square Steel Tubular Frame mid-side node ruggedized construction | |
| JP5358231B2 (en) | Joint reinforcement structure | |
| CN106593006B (en) | It is a kind of to use steel frame construction progressive collapse-resisting reinforcement means | |
| CN109339338A (en) | The ruggedized construction of square steel column | |
| CN108756409A (en) | A kind of anti-seismic structure improving reinforced concrete frame endurance and stiffness and energy consumption | |
| CN209277283U (en) | A kind of weakening type beam column construction | |
| CN209339326U (en) | A kind of steel-concrete combined joint | |
| CN211172412U (en) | Connecting joint of beam main rib and cross steel rib column | |
| CN208088496U (en) | A kind of anti-continuous collapse composite structure of steel frame | |
| CN110080590A (en) | A kind of energy consumption minor structure and its design method for moment-resisting steel frames | |
| CN200992750Y (en) | Combined hot-rolled angle steel huckling-proof support | |
| CN105256727B (en) | Transverse reinforcing device for corrugated steel web combination beam |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20190802 |
|
| RJ01 | Rejection of invention patent application after publication |