CN110080591A - A kind of steel frame beam column energy dissipation connector and its design method - Google Patents
A kind of steel frame beam column energy dissipation connector and its design method Download PDFInfo
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- CN110080591A CN110080591A CN201910315153.8A CN201910315153A CN110080591A CN 110080591 A CN110080591 A CN 110080591A CN 201910315153 A CN201910315153 A CN 201910315153A CN 110080591 A CN110080591 A CN 110080591A
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Classifications
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- 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
- E04B1/2403—Connection details of the elongated load-supporting parts
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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
-
- 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
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
-
- 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
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2418—Details of bolting
Abstract
The present invention provides a kind of steel frame beam column energy dissipation connector and its design methods, belong to architectural energy consumption field of shock absorption.The steel frame beam column energy dissipation connector includes connection structure, Hyperelastic Rod, support plate and steel pin；It is corresponded in the upside of top flange, the downside of lower flange of each frame girder steel and is provided with one group of connection structure at the position that the frame girder steel is connect with the frame steel column, the connection structure positioned at frame steel column two sides is connected by the Hyperelastic Rod；The support plate setting is provided in the front side of the web of each frame girder steel and rear side；Front side positioned at the web of the same frame girder steel is connected with the support plate of rear side by the steel pin.It is easily changed after dissipative cell shake in the present invention, is convenient for later maintenance, and the connection of most of component uses high-strength bolt, is suitable for assembled in situ, improve the speed of application of steel frame application connection aspect.
Description
Technical field
The invention belongs to architectural energy consumption field of shock absorption, and in particular to a kind of steel frame beam column energy dissipation connector and its set
Meter method.
Background technique
In recent years, the anti-seismic performance of energy-dissipating and shock-absorbing technology enhancing structure main body is widely used in civil engineering.In steel frame
Structure widely applied today, it is difficult to bean column node be avoided to generate brittle break.To solve this problem, two kinds of sides are generallyd use
Formula: one: the method that plastic hinge is generated on beam section by structure itself energy consumption weakens the carrying of the part Liang Qu, passes through knot
Structure plastic deformation realizes energy-dissipating and shock-absorbing.Such mode, the plastic deformation and local buckling of girder steel plastic hinge region do not only result in steel framework
Frame generates biggish permanent deformation and residual deformation, causes the decrease of steel frame anti-seismic performance, and this kind of mode structure itself
It is impaired, it is excessive to rebuild cost input in repair process.Two: by adding damping unit energy consumption, this kind of mode effect is obvious, but structure
Complexity is made, its architectural construction form is influenced.
Summary of the invention
It is an object of the invention to solve above-mentioned problem existing in the prior art, a kind of steel frame beam column antidetonation consumption is provided
Energy connector and its design method, are conducive to improve the ductility of structure under the premise of guaranteeing original structure intensity, rigidity, make beam
Column stress level under geological process remains at elastic stage, and the node is by the plastic deformation energy dissipation of designed component,
Structural collapse can be prevented, is easily repaired, maintenance cost is reduced.
The present invention is achieved by the following technical solutions:
A kind of steel frame beam column energy dissipation connector, for the steel frame of building, the steel frame includes frame steel
Beam and frame steel column, the frame girder steel and frame steel column are all made of I-steel；The frame steel column is vertically arranged, left wing
Edge, right flank edge and web are each perpendicular to horizontal plane, are respectively arranged with an institute on the outside of the left wing's edge, right flank edge of frame steel column
Frame girder steel is stated, and the top flange of each frame girder steel, lower flange are horizontally disposed, the web and frame steel of each frame girder steel
The web of column is located in the same plane；And be located at frame steel column left wing's edge on the outside of frame girder steel top flange, be located at frame
The top flange of frame girder steel on the outside of the right flank edge of frame steel column is located in a horizontal plane, on the outside of left wing's edge of frame steel column
The lower flange of frame girder steel, the bottom web of frame girder steel on the outside of the right flank edge of frame steel column be located at another horizontal plane
It is interior；
The steel frame beam column energy dissipation connector includes connection structure, Hyperelastic Rod, support plate and steel pin；
The frame girder steel and the frame are corresponded in the upside of top flange, the downside of lower flange of each frame girder steel
It is provided with one group of connection structure at the position of frame steel column connection, the connection structure positioned at frame steel column two sides passes through the superlastic
Property bar connection；
The support plate setting is provided in the front side of the web of each frame girder steel and rear side；
Front side positioned at the web of the same frame girder steel is connected with the support plate of rear side by the steel pin.
Connection structure described in every group includes two casting steel brackets, and two casting steel brackets are located at the frame steel column
Web where plane front side and rear side；
2 cast steel branch are provided with above the outside of left wing's edge of frame steel column, the top flange of left side frame girder steel
Frame is provided with 2 casting steel brackets above the outside of the right flank edge of frame steel column, the top flange of right side frame girder steel；
Two casting steel brackets on the outside of left wing's edge and two casting steel brackets on the outside of right flank edge pass through two respectively and surpass
Elastic rod connection, two Hyperelastic Rods are located at front side and the rear side of the web of frame steel column, and parallel.
2 cast steel branch are provided with below the outside of left wing's edge of frame steel column, the lower flange of left side frame girder steel
Frame is provided with 2 casting steel brackets below the outside of the right flank edge of frame steel column, the lower flange of right side frame girder steel；
Two casting steel brackets on the outside of left wing's edge and two casting steel brackets on the outside of right flank edge pass through two respectively and surpass
Elastic rod connection, two Hyperelastic Rods are located at front side and the rear side of the web of frame steel column, and parallel；
Two casting steel brackets on the outside of left wing's edge and two casting steel brackets on the outside of right flank edge are right respectively
Claim setting.
Each casting steel bracket is the cast member of integral type, including upper surface, lower end surface, left side, right side, preceding
End face and rear end face, the left side is parallel with right side, and upper surface is parallel with lower end surface, and front end face is parallel with rear end face；
The upper surface, lower end surface, left side, right side, front end face and rear end face are enclosed a cavity, described
Hole is provided on left side and right side, the central axis in two holes is located on same horizontal line；
Slot is provided on the front end face and rear end face.The left side of the lower end surface extends to the outside of left side；
The left side of each casting steel bracket, the aperture in hole on right side are greater than the diameter of the Hyperelastic Rod.
The both ends of each Hyperelastic Rod are equipped with screw thread；
Each Hyperelastic Rod is horizontally disposed, and one end sequentially passes through left wing's edge of the frame steel column, is located at left wing's edge
The casting right side of steel bracket in outside, left side hole, the arranged on left and right sides in the left side of casting steel bracket is equipped with spiral shell
Mother, two nuts fix one end of Hyperelastic Rod；The other end of each Hyperelastic Rod sequentially passes through the frame steel column
Right flank edge, the casting right side of steel bracket on the outside of right flank edge, left side hole, in the left side of casting steel bracket
Arranged on left and right sides is equipped with nut, and two nuts fix the other end of Hyperelastic Rod.
It is described casting steel bracket right side with left wing's edge of the frame steel column, right flank edge is parallel and contacts, the casting
The lower end surface for making steel bracket is parallel with top flange, the lower flange of the frame girder steel；
There are backing plate, backing plate and the cast steel branch by fillet weld seam in the outside of the lower end surface of each casting steel bracket
The lower end surface of frame is parallel, by multiple high-strength bolts by each casting lower end surface of steel bracket, the top flange of backing plate, frame girder steel
Or lower flange is fixedly connected.
Support plate, the support plate and the frame steel are symmetrically arranged in the two sides of the web of each frame girder steel
The web of beam is parallel, and is provided with hole on the web of support plate and frame girder steel；
One side wing edge of each support plate and the frame steel column is welded to connect, and two support plates are located at
The front side of the web of the frame girder steel and rear side, the support plate positioned at front side is medial support plate, positioned at the support plate of rear side
For lateral branch fagging；
The thickness of the lateral branch fagging is greater than the thickness of medial support plate.
Each steel pin both pass through the medial support plate, the frame girder steel web and with the medial support plate relative to
The symmetrical lateral branch fagging of the web of frame girder steel；
The central axis upright of the steel pin is in the web of the frame girder steel.
The steel pin is hourglass shape steel pin, including sequentially connected first segment, First Transition section, interlude, the second transition
Section and second segment；
The first segment and second segment are symmetrical about interlude, and the diameter of first segment, interlude, second segment is identical；
The First Transition section, the second changeover portion both ends diameter it is identical as the diameter of interlude；
First Transition section, the second changeover portion the diameter at middle part be respectively less than the diameter of interlude；
The diameter of First Transition section, the second changeover portion diameter be pass through gradually become smaller then again gradually
Become larger；
The first segment is mounted in the hole in interior survey support plate, and interlude is mounted on the hole on the web of frame girder steel
Interior, second segment is mounted in the hole on lateral branch fagging；
The material of the Hyperelastic Rod is TiNi marmem.
The present invention also provides the design methods of above-mentioned steel frame beam column energy dissipation connector, comprising:
(1) size design of hourglass shape steel pin:
The diameter D at the middle part of the First Transition section and the second changeover portion is calculated using following formulaiWith First Transition section, second
Length L is cut in changeover portionwhpBoth ends diameter De:
De=Di+d
Wherein,
ψ is reduction coefficient；
Mpb1It is the overall plastic property bend-carrying capacity of frame girder steel；
fyvIt is the shearing strength design value of hourglass shape steel pin；
LwhpIt is that hourglass shape steel pin is cut length；
M is nodes domains moment of flexure；
γxIt is plastic ratio of member section；
F is the bending strength design value of steel；
(2) size design of elastic rod:
The elastic rod uses Ni50.8%-Ti49.2% alloy；
The diameter D of elastic rod is calculated using following formulaSMA:
Wherein, T1The axle power received at top flange by elastic rod；
E is the elasticity modulus of elastic rod.
Compared with prior art, the beneficial effects of the present invention are: the present invention uses new structural form, by applying in steel
The elasticity of SMA (TiNi marmem) bar elastic rib on frame i-shaped beams column connected node restores and hourglass shape steel pin
To realize surrender energy consumption, avoids and damage structural elements is taken to achieve the purpose that energy consumption in tradition connection, and in node connection
Dissipative cell shake after be easily changed, be convenient for later maintenance.The present invention is fairly simple quick in terms of construction, most of component
Connection uses high-strength bolt, is suitable for assembled in situ, improves the speed of application of steel frame application connection aspect.
Detailed description of the invention
Fig. 1 is the structural diagram of the present invention.
Fig. 2 is the main view of Fig. 1.
Fig. 3 is the Section A-A figure in Fig. 2.
Fig. 4 is the top view of Fig. 1.
Fig. 5 is the structural schematic diagram of hourglass shape steel pin of the invention.
Fig. 6 is the structural schematic diagram of SMA elastic rod of the invention.
Specific embodiment
Present invention is further described in detail with reference to the accompanying drawing:
As shown in figs 1 to 6, steel frame beam column energy dissipation connector of the present invention is used for the steel frame of building, the steel
Frame includes frame girder steel 7 and frame steel column 6, and the frame girder steel 7 and frame steel column 6 are all made of I-steel.The frame steel
Column 6 is vertically arranged, and left wing's edge, right flank edge and web are each perpendicular to horizontal plane, in the outside point on two edges of a wing of frame steel column 6
It is not provided with the frame girder steel 7, and the top flange of each frame girder steel 7, lower flange are horizontally disposed, each frame steel
The web of beam 7 and the web of frame steel column 6 are located in the same plane.And it is located at the frame on the outside of left wing's edge of frame steel column 6
The top flange of girder steel 7, frame girder steel 7 on the outside of the right flank edge of frame steel column 6 top flange be located in a horizontal plane, position
The lower flange of frame girder steel 7 on the outside of left wing's edge of frame steel column 6, the frame steel on the outside of the right flank edge of frame steel column 6
The lower flange of beam 7 is located in another horizontal plane.
The steel frame beam column energy dissipation connector includes connection structure 1, SMA Hyperelastic Rod 2, support plate 3 and hourglass
Fashioned iron pin 5.
The upside of top flange, the downside of lower flange of each frame girder steel 7 correspond to the frame girder steel 7 with it is described
The position that frame steel column 6 connects is respectively arranged with one group of connection structure 1, and connection structure 1 described in every group includes two cast steel branch
Frame, two casting steel brackets are located at the front and rear sides of the plane where the web of the frame steel column 6.Positioned at left wing's edge
Two casting steel brackets in outside are symmetrically arranged with two casting steel brackets being located on the outside of right flank edge.
Each casting steel bracket is the cast member of integral type, including upper surface, lower end surface, left side, right side, preceding
End face and rear end face, the left side is parallel with right side, and upper surface is parallel with lower end surface, and front end face is parallel with rear end face, institute
It states upper surface, lower end surface, left side, right side, front end face and rear end face and is enclosed a cavity, on the left side and the right side
Hole is provided on end face, the central axis in two holes is located on same horizontal line, is provided with slot on the front end face and rear end face.
The left side of the lower end surface extends to the outside of left side.Circular hole on each left side for casting steel bracket, right side
Aperture ratio described in 2 diameter of SMA Hyperelastic Rod it is bigger.
Each SMA Hyperelastic Rod 2 is arranged symmetrically in the web two sides of its corresponding frame steel column 6, Mei Gesuo
State the both ends difference threaded coupling nut of SMA Hyperelastic Rod 2.It is specific as follows: to be cast relative to frame steel column 6 symmetrical two
Steel bracket is made to connect by a SMA Hyperelastic Rod 2.The both ends of each SMA Hyperelastic Rod 2 are equipped with screw thread.Each SMA superlastic
Property bar 2 it is horizontally disposed, one end sequentially passes through left wing's edge of the frame steel column 6, the cast steel branch on the outside of left wing's edge
The right side of frame, left side hole, left and right in the left side of casting steel bracket be equipped with nut, and two nuts are by SMA superlastic
One end of property bar 2 is fixed, and the other end of each SMA Hyperelastic Rod 2 sequentially passes through the right flank edge of the frame steel column 6, is located at
The hole of the right side for casting steel bracket, left side on the outside of right flank edge is equipped with spiral shell in the left and right of left side of casting steel bracket
Mother, two nuts fix the other end of SMA Hyperelastic Rod 2.After installation, the right side of the casting steel bracket and the frame
Left wing's edge, the right flank edge of frame steel column 6 are parallel and contact, the lower end surface of the casting steel bracket and the upper limb of the frame girder steel 7
Edge, lower flange are parallel.Have a backing plate 8 by fillet weld seam in the outside of the lower end surface of each casting steel bracket, backing plate 8 with it is described
The lower end surface for casting steel bracket is parallel, by multiple high-strength bolts 4 by each casting lower end surface of steel bracket, backing plate, frame steel
The top flange or lower flange of beam 7 are fixedly connected.
Support plate 3, the support plate 3 and the frame are symmetrically arranged in the two sides of the web of each frame girder steel 7
The web of frame girder steel 7 is parallel, and is provided in the support plate of two sides and hole on the web of frame girder steel 7.Each support
One side wing edge of plate 3 and the frame steel column 6 is welded to connect, i.e., is welded with described in two on a side wing edge of frame steel column 6
Support plate 3, two support plates 3 are located at front side and the rear side of the web of the frame girder steel 7, the support positioned at front side
Plate is medial support plate, and the support plate positioned at rear side is lateral branch fagging.
One end of each hourglass shape steel pin 5 be each passed through medial support plate, the frame girder steel 7 web and with the inside
Web symmetrical lateral branch fagging of the support plate relative to frame girder steel 7, the central axis upright of the hourglass shape steel pin 5 is in institute
State the web of frame girder steel 7.The thickness of the lateral branch fagging is greater than the thickness of medial support plate.The hourglass shape steel pin 5 is
Hourglass shape, including sequentially connected first segment, First Transition section, interlude, the second changeover portion and second segment；Wherein first segment and
Second segment is symmetrical about interlude, and the diameter of first segment, interlude, second segment is identical, the First Transition section, the second transition
The diameter at the both ends of section is identical as the diameter of first segment, interlude, second segment, and the diameter at the middle part of First Transition section is less than the
One section of diameter, then the diameter of First Transition section, which passes through, to be gradually become smaller and becomes larger, the second transition
The diameter at the middle part of section is less than the diameter of second segment, and it is to gradually become smaller then again that the diameter of the second changeover portion, which passes through,
It becomes larger.The diameter at the middle part of First Transition section and the second changeover portion is Di, in First Transition section, the second changeover portion
Cut length LwhpBoth ends diameter be De.After installation, the first segment is mounted in the hole in interior survey support plate, interlude
It is mounted in the hole on the web of frame girder steel, second segment is mounted in the hole on lateral branch fagging.
The material of the SMA Hyperelastic Rod 2 is TiNi marmem.
In conclusion the present invention is in the outside of left wing's edge of frame steel column 6, the top of the top flange of left side frame girder steel 7
2 brackets are provided with, are provided with 2 above the outside of the right flank edge of frame steel column 6, the top flange of right side frame girder steel 7
Bracket, two brackets on the outside of left wing's edge pass through two SMA Hyperelastic Rods with two brackets on the outside of right flank edge respectively and connect, and two
A SMA Hyperelastic Rod is located at front side and the rear side of the web of frame steel column 6, and parallel；In the left wing edge of frame steel column 6
Outside, left side frame girder steel 7 lower flange below be provided with 2 brackets, on outside, the right side of the right flank edge of frame steel column 6
2 brackets are provided with below the lower flange of frame girder steel 7, two brackets on the outside of left wing's edge and two branch on the outside of right flank edge
Frame passes through the connection of two SMA Hyperelastic Rods respectively, two SMA Hyperelastic Rods be located at the web of frame steel column 6 front side and
Rear side, and it is parallel；A support plate is respectively set in the front side of the web of left side frame girder steel 7, rear side, two support plates pass through
A support plate, two supports are also respectively set in the front side of the web of right side frame girder steel 7, rear side in the connection of hourglass shape steel pin
Plate is connected by hourglass shape steel pin.
The steel frame beam column energy consumption antidetonation connection of the invention, is suitble to 17 layers and floor below use, seismic fortification intensity 8
Degree, seismic behavior second level.
The present invention also provides the design methods of a kind of SMA elastic rod and hourglass shape steel pin.Under load action, frame girder steel
And frame steel column node can generate corner, source mainly includes shear-deformable, frame girder steel the top flange two of hourglass shape steel pin
The compressive deformation of the deformed in tension of side SMA elastic rod, lower flange two sides SMA elastic rod.
The sectional dimension of known node frame girder steel and frame steel column, the material property of frame girder steel and frame steel column, SMA
The material property of muscle.
(1) size design of hourglass shape steel pin:
As shown in figure 5, the frame girder steel 7 is made of ASTM A148Gr, girder steel is calculated by the sectional dimension of girder steel
Overall plastic property bend-carrying capacity:
Nodes domains surrender shearing strength needs to meet:
In formula: h is the depth of section of frame girder steel；
B is frame girder steel cross-sectional width；
t1For frame steel beam flange plate thickness；
t2For frame steel beam web plate thickness；
VpFor nodes domains volume；
fyvThe shearing strength design value of hourglass shape steel pin；
ψ reduction coefficient, second level take 0.7,
To sum up, hourglass shape steel pin bears whole shear actions of nodes domains, i.e.,
In formula: LwhpLength is cut for single hourglass shape steel pin,
Nodes domains moment M >=2 ψ Mpb1, steel pin is in DeAlso subject to moment of flexure while place bears to shear, only when bending momentσ=f is taken to obtain
De=Di+d
γxIt is plastic ratio of member section；
F is the bending strength design value of steel；
It can guarantee the diameter D at the middle part of First Transition section and the second changeover portion at this timeiWith cut length LwhpBoth ends it is straight
Diameter is plastically deformed more uniform along hourglass shape steel pin.
(2) size design of SMA elastic rod:
SMA elastic rod uses Ni50.8%-Ti49.2% alloy, and SMA elastic rod elasticity modulus is alloyed steel elastic modulus
0.1-0.4 times, the maximum recoverable strain 6%-8% of SMA elastic rod, SMA elastic rod node connection on be primarily subjected to institute
Pulling force when frame girder steel and frame steel column relative rotation is stated, the SMA elastic rod of top flange is around left lower flange of girder when turning right dynamic
The SMA elastic rod of the rotation of rim edge, lower flange is rotated around the top flange You Liang edge, on the contrary, SMA elastic rod is equivalent when turning left dynamic
Section is determined at axle center pull rod, it is known that the extruding force N of frame girder steel and the frame steel column edge of a wing, it is true by the overall plastic property bend-carrying capacity of beam
Fixed node connects ultimate bending moment Mu≥ηjMpb1, then:
T1(d2+h0)=Mu+T2(d2+h0)
T1+T2=N
It obtains:
In formula: ηjFor coefficient of connection；d2For SMA elastic rod to the height of nearside flange of beam；
h0For the height of SMA elastic rod to flange of beam；
T1、T2Axle power suffered by lower flange respectively on SMA elastic rod,
For the Self-resetting performance for guaranteeing structure node SMA elastic rod, it is desirable that 3%≤ε of actual strain of the SMA elastic rod
≤ 5%. so?
And the SMA elastic rod both ends screw thread rotation and length according to determine diameter DSMAIt determines,
In formula: E is the elasticity modulus of SMA elastic rod；
DSMAFor the diameter of SMA elastic rod.
The invention avoids in tradition connection for protection node the risk of damaged structure component itself, and the dissipative cell
Yi Genghuan after shake, maintenance cost are lower.
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 steel frame beam column energy dissipation connector, for the steel frame of building, the steel frame includes frame girder steel
With frame steel column, the frame girder steel and frame steel column are all made of I-steel；The frame steel column is vertically arranged, left wing's edge,
Right flank edge and web are each perpendicular to horizontal plane, are respectively arranged with described in one on the outside of the left wing's edge, right flank edge of frame steel column
Frame girder steel, and the top flange of each frame girder steel, lower flange are horizontally disposed, the web and frame steel column of each frame girder steel
Web be located in the same plane；And be located at frame steel column left wing's edge on the outside of frame girder steel top flange, be located at frame
The top flange of frame girder steel on the outside of the right flank edge of steel column is located in a horizontal plane, on the outside of left wing's edge of frame steel column
The lower flange of frame girder steel, frame girder steel on the outside of the right flank edge of frame steel column bottom web be located at another horizontal plane
It is interior；It is characterized by: the steel frame beam column energy dissipation connector includes connection structure, Hyperelastic Rod, support plate and steel pin；
The frame girder steel and the frame steel are corresponded in the upside of top flange, the downside of lower flange of each frame girder steel
It is provided with one group of connection structure at the position of column connection, the connection structure positioned at frame steel column two sides passes through the Hyperelastic Rod
Connection；
The support plate setting is provided in the front side of the web of each frame girder steel and rear side；
Front side positioned at the web of the same frame girder steel is connected with the support plate of rear side by the steel pin.
2. steel frame beam column energy dissipation connector according to claim 1, it is characterised in that: connection structure described in every group
Including two casting steel brackets, two casting steel brackets be located at the plane where the web of the frame steel column front side and
Rear side；
2 casting steel brackets are provided with above the outside of left wing's edge of frame steel column, the top flange of left side frame girder steel,
2 casting steel brackets are provided with above the outside of the right flank edge of frame steel column, the top flange of right side frame girder steel；
Two casting steel brackets on the outside of left wing's edge and two casting steel brackets on the outside of right flank edge pass through two super-elasticity respectively
Bar connection, two Hyperelastic Rods are located at front side and the rear side of the web of frame steel column, and parallel.
3. steel frame beam column energy dissipation connector according to claim 2, it is characterised in that: in the left wing of frame steel column
2 casting steel brackets are provided with below the outside of edge, the lower flange of left side frame girder steel, frame steel column right flank edge it is outer
Side, right side frame girder steel lower flange below be provided with 2 casting steel brackets；
Two casting steel brackets on the outside of left wing's edge and two casting steel brackets on the outside of right flank edge pass through two super-elasticity respectively
Bar connection, two Hyperelastic Rods are located at front side and the rear side of the web of frame steel column, and parallel；
Two casting steel brackets on the outside of left wing's edge are respectively symmetrically set with two casting steel brackets being located on the outside of right flank edge
It sets.
4. steel frame beam column energy dissipation connector according to claim 3, it is characterised in that: each cast steel branch
Frame is the cast member of integral type, including upper surface, lower end surface, left side, right side, front end face and rear end face, the left side
Parallel with right side, upper surface is parallel with lower end surface, and front end face is parallel with rear end face；
The upper surface, lower end surface, left side, right side, front end face and rear end face are enclosed a cavity, in the left end
Hole is provided on face and right side, the central axis in two holes is located on same horizontal line；
Slot is provided on the front end face and rear end face.The left side of the lower end surface extends to the outside of left side；
The left side of each casting steel bracket, the aperture in hole on right side are greater than the diameter of the Hyperelastic Rod.
5. steel frame beam column energy dissipation connector according to claim 4, it is characterised in that: each Hyperelastic Rod
Both ends be equipped with screw thread；
Each Hyperelastic Rod is horizontally disposed, and one end sequentially passes through left wing's edge of the frame steel column, is located on the outside of left wing's edge
The casting right side of steel bracket, left side hole, the arranged on left and right sides in the left side of casting steel bracket is equipped with nut, two
A nut fixes one end of Hyperelastic Rod；The other end of each Hyperelastic Rod sequentially passes through the right flank of the frame steel column
Edge, the casting right side of steel bracket on the outside of right flank edge, left side hole, in the left and right of the left side of casting steel bracket
Two sides are equipped with nut, and two nuts fix the other end of Hyperelastic Rod.
6. steel frame beam column energy dissipation connector according to claim 5, it is characterised in that: the casting steel bracket
Right side with left wing's edge of the frame steel column, right flank edge is parallel and contacts, it is described casting steel bracket lower end surface and the frame
Top flange, the lower flange of frame girder steel are parallel；
There are backing plate, backing plate and the casting steel bracket by fillet weld seam in the outside of the lower end surface of each casting steel bracket
Lower end surface is parallel, by multiple high-strength bolts by each casting lower end surface of steel bracket, backing plate, frame girder steel top flange or
Lower flange is fixedly connected.
7. steel frame beam column energy dissipation connector according to claim 6, it is characterised in that: in each frame steel
The two sides of the web of beam are symmetrically arranged with support plate, and the support plate is parallel with the web of the frame girder steel, and in support plate
Hole is provided with on the web of frame girder steel；
One side wing edge of each support plate and the frame steel column is welded to connect, and two support plates are located at described
The front side of the web of frame girder steel and rear side, the support plate positioned at front side is medial support plate, and the support plate positioned at rear side is outer
Side support plate；
The thickness of the lateral branch fagging is greater than the thickness of medial support plate.
8. steel frame beam column energy dissipation connector according to claim 7, it is characterised in that: each steel pin both passes through institute
State medial support plate, the web of the frame girder steel and the symmetrical outside of web with the medial support plate relative to frame girder steel
Support plate；
The central axis upright of the steel pin is in the web of the frame girder steel.
9. steel frame beam column energy dissipation connector according to claim 8, it is characterised in that: the steel pin is hourglass shape
Steel pin, including sequentially connected first segment, First Transition section, interlude, the second changeover portion and second segment；
The first segment and second segment are symmetrical about interlude, and the diameter of first segment, interlude, second segment is identical；
The First Transition section, the second changeover portion both ends diameter it is identical as the diameter of interlude；
The First Transition section, the second changeover portion the diameter at middle part be respectively less than the diameter of interlude；
The diameter of the First Transition section, the diameter of the second changeover portion be pass through gradually become smaller then again gradually
Become larger；
The first segment is mounted in the hole in interior survey support plate, and interlude is mounted in the hole on the web of frame girder steel, the
In two sections of holes being mounted on lateral branch fagging；
The material of the Hyperelastic Rod is TiNi marmem.
10. the design method of the described in any item steel frame beam column energy dissipation connectors of claim 1-9, it is characterised in that:
The described method includes:
(1) size design of hourglass shape steel pin:
The diameter D at the middle part of the First Transition section and the second changeover portion is calculated using following formulaiWith First Transition section, the second transition
Length L is cut in sectionwhpBoth ends diameter De:
De=Di+d
Wherein,
ψ is reduction coefficient；
Mpb1It is the overall plastic property bend-carrying capacity of frame girder steel；
fyvIt is the shearing strength design value of hourglass shape steel pin；
LwhpIt is that single hourglass shape steel pin is cut length；
M is nodes domains moment of flexure；
γxIt is plastic ratio of member section；
F is the bending strength design value of steel；
(2) size design of elastic rod:
The elastic rod uses Ni50.8%-Ti49.2% alloy；
The diameter D of elastic rod is calculated using following formulaSMA:
Wherein, T1The axle power received at top flange by elastic rod；
E is the elasticity modulus of elastic rod.
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| CN111794535A (en) * | 2020-06-05 | 2020-10-20 | 王大勇 | Friction surface protection device for steel member connection |
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Application publication date: 20190802 |