CN108824639A - A kind of energy-dissipating and shock-absorbing Column Joint and its design method - Google Patents
A kind of energy-dissipating and shock-absorbing Column Joint and its design method Download PDFInfo
- Publication number
- CN108824639A CN108824639A CN201810778692.0A CN201810778692A CN108824639A CN 108824639 A CN108824639 A CN 108824639A CN 201810778692 A CN201810778692 A CN 201810778692A CN 108824639 A CN108824639 A CN 108824639A
- Authority
- CN
- China
- Prior art keywords
- vierendeel girder
- material layer
- bolt
- viscoelastic material
- energy
- 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
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- 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
-
- 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
Abstract
The present invention provides a kind of energy-dissipating and shock-absorbing Column Joint and its design methods, including frame column and Vierendeel girder；The Vierendeel girder includes Vierendeel girder top flange plate and Vierendeel girder bottom wing listrium；The Vierendeel girder top flange plate is fixed on frame column by upper junction plate, and the Vierendeel girder bottom wing listrium is fixedly mounted on frame column by dissipative member；The dissipative member is located at the bottom of the Vierendeel girder.In addition Vierendeel girder top flange plate is removably attached on frame column by upper junction plate, and Vierendeel girder bottom wing listrium is removably secured by dissipative member to be mounted on frame column.The present invention solves the damping energy consumption issues of Column Joint, also improves the convenience of Column Joint maintenance.
Description
Technical field
The present invention relates to building field, specifically a kind of energy-dissipating and shock-absorbing Column Joint and its design method.
Background technique
Steel frame is made of girder steel and steel column, can bear the structure of vertically and horizontally load, is had from heavy and light, structural
Can it is good, industrialization degree is high and speed of application is fast the advantages that, be widely used for large span or high level or load it is heavier industry with
Civil buildings, and it is typically located at the transverse direction of building, to bear dead load, snow load, working load and the water of roofing or floor
Square to wind load and earthquake load etc..
But since the rigidity of steel frame itself is larger, influenced vulnerable to geological process.Moreover, existing steel frame, node one
As be rigid joint, damping is consumed energy relative mistake, and node is easily destroyed.On the other hand, more difficult maintenance after Column Joint destroys, makes
Valence is higher.
For this purpose, the present invention proposes a kind of new energy-dissipating and shock-absorbing Column Joint and its implementation, for solving above-mentioned skill
Art problem.
Summary of the invention
The technical problem to be solved by the present invention is in view of the deficiencies of the prior art, provide a kind of energy-dissipating and shock-absorbing steel frame
Node and its design method, for solving the damping energy consumption issues of Column Joint.It is also used to improve Column Joint maintenance
Convenience.
In order to solve the above technical problems, the present invention provides a kind of energy-dissipating and shock-absorbing Column Joint, including frame column and frame
It sets a roof beam in place；The Vierendeel girder includes Vierendeel girder top flange plate and Vierendeel girder bottom wing listrium；
The end of the Vierendeel girder top flange plate is fixed on frame column by upper junction plate, the Vierendeel girder bottom wing listrium
End be fixedly mounted on frame column by dissipative member；
The dissipative member is located at the bottom of the Vierendeel girder.
Wherein, the dissipative member include at least four shearing bolts and the bottom-up lower connecting plate being sequentially distributed,
Viscoelastic material layer and rigid connector；The quantity of the shearing bolt is even number；
Lower connecting plate, viscoelastic material layer and the bottom-up successively bonding of rigid connector connects integral structure
Part；
The rigid connector be equipped with for across and limit several strip limit holes of shearing bolt, each institute
The length direction for stating strip limit hole is distributed along the length direction of Vierendeel girder；
It is respectively equipped on the lower connecting plate, viscoelastic material layer and Vierendeel girder bottom wing listrium and above-mentioned each length
The corresponding mounting hole that bar shaped limit hole and shearing bolt are used cooperatively, the lower connecting plate, viscoelastic material layer, rigidity connect
Fitting and Vierendeel girder bottom wing listrium are bolted by the shearing bolt, mounting hole and strip limit hole；
Lower connecting plate, viscoelastic material layer, rigid connector and the Vierendeel girder are being bolted in each shearing bolt
After bottom wing listrium, each shearing bolt is divided into two rows of first group of bolt group and the second bolt group being distributed side by side, first group of bolt
Shearing bolt in group is opposite with the shearing bolt position in the second bolt group, each shearing bolt difference in two bolt group groups
Length direction along Vierendeel girder is uniformly distributed；
The Vierendeel girder bottom wing listrium is fixedly connected with the rigid connector；
The lower connecting plate is fixedly connected with the frame column.
Wherein, the rigid connector uses i shaped steel, and the strip limit hole is correspondingly arranged at rigidity and connects
On two flange plates of fitting.
Wherein, upper junction plate and lower connecting plate are all made of T-steel plate；
The transverse part of upper junction plate is fixedly connected with the Vierendeel girder top flange plate of Vierendeel girder, vertical part is fixedly connected with frame column,
The transverse part of upper junction plate and vertical part integrally T-shaped distribution；
The vertical part of lower connecting plate is fixedly connected with frame column, transverse part passes through each shearing bolt and the whole structure
Part is fixedly connected with Vierendeel girder bottom wing listrium, the transverse part of lower connecting plate and vertical part integrally T-shaped distribution.
Wherein, the transverse part of upper junction plate is fixedly connected by high-strength bolt with the Vierendeel girder top flange plate, upper connection
The vertical part of plate is fixedly connected by high-strength bolt with frame column；
The vertical part of lower connecting plate is fixedly connected by high-strength bolt with frame column；
The upper end of rigid connector is fixedly connected by high-strength bolt with the Vierendeel girder bottom wing listrium.
Wherein, between lower connecting plate and the contact surface of viscoelastic material layer and rigid connector and viscoelastic material layer
Contact surface between, be respectively adopted high temperature and pressure vulcanization process bonding connection.
Wherein, the Vierendeel girder and frame column are all made of i shaped steel.
The present invention also provides a kind of setting for energy-dissipating and shock-absorbing Column Joint based on above-mentioned energy-dissipating and shock-absorbing Column Joint
Meter method, includes the following steps：
Based on formula hV=dy/ 0.05 HeDetermine the thickness h of the viscoelastic material layerVIt is cut with single layer
Accumulate A in sectiond；
Based on formulaDetermine the diameter d of the shearing bolt；
By the shearing bolt with the above-mentioned diameter d determined, sequentially pass through the frame lower flange of girder from up to down
Corresponding strip limit hole, the viscoelastic material opened up in advance on the corresponding mounting hole for being opened up in advance on listrium, rigid connector
The corresponding mounting hole opened up in advance on the corresponding mounting hole and the lower connecting plate opened up in advance on layer, and fasten；It will be described
Vierendeel girder bottom wing listrium be fixedly connected with the upper end of the rigid connector；By the lower connecting plate and the frame
Column is fixedly connected；The Vierendeel girder top flange plate is fixed on frame column by upper junction plate；The wherein viscoelastic material
Layer with a thickness of the above-mentioned h determinedV, and the single layer section of shear of the viscoelastic material layer above-mentioned is determined
Ad；
Wherein in formula：ViFor i-th layer of interlaminar shear of steel frame, G' is the storage modulus of shearing of viscoelastic material layer, is taken
1200KN/m2；udFor the horizontal displacement value of viscoelastic material layer, dyFor the yield displacement value of viscoelastic material layer, whereindsyFor the structure yield story drift limit value of steel frame where current Column Joint；For each shearing bolt
Shear Design value, π is pi.
Wherein, between lower connecting plate and the contact surface of viscoelastic material layer and rigid connector and viscoelastic material layer
Contact surface between, be respectively adopted high temperature and pressure vulcanization process bonding connection.
Wherein, the Vierendeel girder and frame column are all made of i shaped steel.
Compared with the prior art, the advantages of the present invention are as follows：
(1) energy-dissipating and shock-absorbing Column Joint of the present invention and its implementation, Vierendeel girder include Vierendeel girder upper limb
Listrium and Vierendeel girder bottom wing listrium, Vierendeel girder top flange plate is fixed on frame column by upper junction plate, Vierendeel girder bottom wing listrium
It is fixedly mounted on frame column by dissipative member, so that the rigid joint of traditional steel frame is changed to the node of energy dissipation,
This can solve the damping energy consumption issues of Column Joint to a certain extent.
(2) energy-dissipating and shock-absorbing Column Joint of the present invention and its implementation, dissipative member include shearing bolt
With lower connecting plate, viscoelastic material layer and rigid connector, wherein lower connecting plate, viscoelastic material layer and rigid connector are under
Upwards successively bonding connect into an integrated member, if the rigid connector be equipped with for across and limit shearing bolt
The length direction of dry strip limit hole, each strip limit hole is distributed along the length direction of Vierendeel girder, in earthquake
Shearing lag return deformation occurs first for Cheng Zhong, the viscoelastic material layer in dissipative member, so that consuming energy resists earthquake (the first rank
Section), and with the increase of geological process, shear plasticity deformation (second stage) occurs for shearing bolt, and then further consumes ground
Shake energy, it is seen that the introducing of dissipative member increases the damping of Column Joint, consumes the energy in Seismic input structure,
To achieve the purpose that damping energy consumption, protection Column Joint.
(3) energy-dissipating and shock-absorbing Column Joint of the present invention and its implementation, upper junction plate pass through high-strength respectively
Bolt is fixedly connected with the Vierendeel girder top flange plate and frame column, the vertical part of lower connecting plate passes through high-strength bolt and frame column
Be fixedly connected, convenient for the assembly and disassembly of frame column and Vierendeel girder, to a certain extent convenient for frame column and Vierendeel girder individually more
It changes, facilitates to reduce maintenance cost when meeting with earthquake to a certain extent.
It can be seen that compared with prior art, the present invention implementing with substantive distinguishing features outstanding and significant progress
Beneficial effect be also obvious.
Detailed description of the invention
Fig. 1 is the structural schematic diagram of energy-dissipating and shock-absorbing Column Joint of the present invention.
Fig. 2 is the structural schematic diagram in Fig. 1 at A.
Fig. 2-1 is the first schematic perspective view in Fig. 1 at A.
Fig. 2-2 is the front view schematic diagram of the first stereochemical structure shown in Fig. 2-1.
Fig. 2-3 is the side view in Fig. 1 at A.
Fig. 2-4 is the partial structural diagram in Fig. 1 at A.
Fig. 3 is the structural schematic diagram of each shearing bolt in the present invention.
Fig. 4 is the structural schematic diagram of each high-strength bolt in the present invention.
Fig. 5 is the partial structural diagram of heretofore described upper junction plate.
Fig. 6 is the partial structural diagram of heretofore described lower connecting plate.
Fig. 7 is the partial structural diagram of heretofore described Vierendeel girder.
Fig. 8 is the partial structural diagram of heretofore described frame column.
Fig. 9 is the enlarged diagram in Fig. 1 at A.
Figure 10 is the enlarged diagram in Fig. 1 at B.
Figure 11 is the force analysis figure of dissipative member of the present invention.
In figure, 1- frame column, 2- Vierendeel girder, 2.1- Vierendeel girder top flange plate, 2.2- Vierendeel girder bottom wing listrium connected under 3-
Plate, 3.1- transverse part, the vertical part 3.2-, 4- rigid connector, 4.1- top flange plate, 4.2- bottom wing listrium, 5- viscoelastic material layer, 6-
Shearing bolt, 7- high-strength bolt, 8- upper junction plate, 8.1- transverse part, the vertical part 8.2-.
Specific embodiment
To keep technical solution of the present invention and advantage clearer, below in conjunction with attached drawing, to technical solution of the present invention
It is clearly and completely described.
Referring to Fig. 1-10, Fig. 2-1,2-2,2-3 and Fig. 2-4.Fig. 1-10, Fig. 2-1,2-2,2-3 and Fig. 2-4 are institute of the present invention
State a kind of specific embodiment of energy-dissipating and shock-absorbing Column Joint.In the present embodiment, the energy-dissipating and shock-absorbing Column Joint packet
Include the frame column 1 and Vierendeel girder 2 of vertical distribution.Vierendeel girder 2 and frame column 1 are all made of i shaped steel, including Vierendeel girder top flange
Plate 2.1 and the Vierendeel girder bottom wing listrium 2.2 below Vierendeel girder top flange plate 2.1.Vierendeel girder top flange plate 2.1 passes through upper company
Fishplate bar 8 is fixed on frame column 1, and Vierendeel girder bottom wing listrium 2.2 is fixedly mounted on frame column 1 by dissipative member.Described
Dissipative member is located at the bottom of the Vierendeel girder 2.Energy-dissipating and shock-absorbing Column Joint of the present invention, in Lateral Resistant System,
Vertical load is undertaken by frame column 1, and horizontal loading is undertaken by Column Joint, solves Column Joint to a certain extent
Damping energy consumption issues.
In the present embodiment, the dissipative member includes four shearing bolts 6 and bottom-up is sequentially distributed down
Connecting plate 3, viscoelastic material layer 5 and rigid connector 4.The Vierendeel girder bottom wing listrium 2.2 and the rigid connector 4
Upper end be fixedly connected, the lower connecting plate 3 is fixedly connected with the frame column 1.
The lower end surface of Vierendeel girder bottom wing listrium 2.2 and the top of rigid connector 4 bond and connect, the bottom of rigid connector 4
Portion and the top of viscoelastic material layer 5, which bond, to be connected.Lower connecting plate 3, viscoelastic material layer 5 and the rigid connector 4 is certainly
It is lower that successively bonding connects into an integrated member upwards.Rigid connector 4 be equipped with for across and limit the several of shearing bolt 6
The length direction of a strip limit hole, each strip limit hole is distributed along the length direction of Vierendeel girder.The lower company
Be respectively equipped on fishplate bar 3, viscoelastic material layer 5 and Vierendeel girder bottom wing listrium 2.2 with above-mentioned each strip limit hole and
The corresponding mounting hole (bolt hole) that shearing bolt 6 is used cooperatively, the lower connecting plate 3, viscoelastic material layer 5, rigidity connect
Fitting 4 and Vierendeel girder bottom wing listrium 2.2 are bolted by the shearing bolt 6, mounting hole and strip limit hole.It is described
Rigid connector 4 use i shaped steel, including top flange plate 4.1 and bottom wing listrium 4.2, under top flange plate 4.1 and Vierendeel girder
Flange plate 2.2 is fixedly connected by high-strength bolt 7, is correspondingly provided with length as described above on top flange plate 4.1 and bottom wing listrium 4.2
Bar shaped limit hole, shearing bolt 6 both pass through corresponding strip limit on top flange plate 4.1 and bottom wing listrium 4.2 when in use
Hole.
In the present embodiment, the width of each strip limit hole is slightly larger than the diameter of shearing bolt 6, facilitates shearing resistance
The installation and removal of bolt 6.In addition in the present embodiment, shearing bolt 6 is being bolted the lower connecting plate 3, viscoelastic
When property material layer 5, rigid connector 4 and Vierendeel girder bottom wing listrium 2.2, original state is that shearing bolt 6 passes perpendicularly through its institute
The center of corresponding strip limit hole is not only convenient for the shear plasticity deformation of shearing bolt 6, can also reach to a certain extent
To the purpose of protection shearing bolt 6.
In addition, in the present embodiment, being bolted the lower connecting plate 3, viscoelastic material in each shearing bolt 6
After layer 5, rigid connector 4 and Vierendeel girder bottom wing listrium 2.2, each shearing bolt 6 is divided into two rows of bolt groups being distributed side by side, i.e.,
Respectively there are two shearing bolt 6 in first group of bolt group and the second bolt group, first group of bolt group and the second bolt group, first
Two shearing bolts 6 in group bolt group and two 6 positions of shearing bolt in the second bolt group are opposite (one-to-one correspondence), same
Each shearing bolt 6 in bolt group group is distributed along the length direction of Vierendeel girder 2 respectively；Each shearing bolt in same bolt group group
6 corresponding strip limit holes identical on rigid connector 4.
Energy-dissipating and shock-absorbing Column Joint of the present invention, shearing bolt are used for shearing resistance, shearing bolt and rigid connection
Main structure of the part as dissipative member provides rigidity for Column Joint and guarantees, while enhancing Structural Energy Dissipation ability
Also improve the shock resistance of structure.
In the present embodiment, upper junction plate 8 and lower connecting plate 3 are all made of T-steel plate, referring to Fig.1 with 2.Upper junction plate 8
Transverse part 8.1 and the Vierendeel girder top flange plate 2.1 of Vierendeel girder 2 be fixedly connected by high-strength bolt 7, the vertical part 8.2 of upper junction plate 8
It is fixedly connected with frame column 1 by high-strength bolt 7.The whole T-shaped distribution of the transverse part 8.1 of upper junction plate 8 and vertical part 8.2.Lower company
The vertical part 3.2 of fishplate bar 3 is fixedly connected with frame column 1 by high-strength bolt 7, and the transverse part 3.1 of lower connecting plate 3 is resisted by each described
Bolt 6 is cut to be detachably connected with the viscoelastic material layer 5, rigid connector 4 and Vierendeel girder bottom wing listrium 2.2.Lower connection
The whole T-shaped distribution of the transverse part 3.1 of plate 3 and vertical part 3.2.
In the present embodiment, between lower connecting plate 3 and the contact surface of viscoelastic material layer 5 and rigid connector 4 with
Between the contact surface of viscoelastic material layer 5, the bonding of the method vulcanized respectively by high temperature and pressure is connected.It can be seen that the lower connection
Plate 3, viscoelastic material layer 5 and 4 three of rigid connector are bonded into an entirety, not only make viscoelastic material layer 5 lateral
Power effect is lower to be occurred shear-deformable to consume energy, and viscoelastic material layer 5 is avoided to slide with lower connecting plate 3 and rigid connector 4
It moves and loses energy consumption effect, in addition additionally aid the Fast Installation and disassembly of dissipative member.
To sum up, energy-dissipating and shock-absorbing Column Joint of the present invention, Vierendeel girder top flange plate 2.1 pass through upper junction plate 8
(passing through high-strength bolt), which is removably secured, to be mounted on frame column 1, and Vierendeel girder bottom wing listrium 2.2 is (logical by dissipative member
Cross high-strength bolt) it is removably secured and is mounted on frame column 1, it is easy to loading and unloading, it is convenient for safeguarding, and by the rigidity of traditional steel frame
Node has been changed to the node of energy dissipation, and in seismic process, it is stagnant that shearing occurs first for the viscoelastic material layer 5 of dissipative member
Deformation is returned, so that consuming energy resists earthquake (first stage), and with the increase of geological process, shearing bolt 6 is sheared
It is plastically deformed (second stage), and then further earthquake energy, it is seen that the introducing of dissipative member increases Column Joint
Damping, consume the energy in Seismic input structure, thus achieve the purpose that damping energy consumption, protection Column Joint.
In addition, with energy-dissipating and shock-absorbing Column Joint described above correspondingly, the present invention also provides it is a kind of energy consumption subtract
Shake the design method of Column Joint.In the present embodiment, the design method packet of the energy-dissipating and shock-absorbing Column Joint
Include step：
(1) thickness h of the viscoelastic material layer 5 is determinedVAnd single layer section of shear Ad；
(2) the size d of the shearing bolt 6 is determined；
(3) it by the shearing bolt 6 with the above-mentioned diameter d determined, sequentially passes through the Vierendeel girder from up to down
It is the corresponding strip limit hole that is opened up in advance on the corresponding mounting hole for being opened up in advance on bottom wing listrium 2.2, rigid connector 4, viscous
The corresponding mounting hole opened up in advance on the corresponding mounting hole and the lower connecting plate 3 opened up in advance on elastomeric layer 5, and
Fastening；The Vierendeel girder bottom wing listrium 2.2 is fixedly connected with the upper end of the rigid connector 4；By the lower company
Fishplate bar 3 is fixedly connected with the frame column 1；The Vierendeel girder top flange plate 2.1 is fixed on frame column by upper junction plate 8
On 1；Wherein the viscoelastic material layer 5 with a thickness of the above-mentioned h determinedV, and the list of the viscoelastic material layer 5
The layer section of shear is the above-mentioned A determinedd。
(1) to the thickness h of the viscoelastic material layer 5 in above-mentioned steps (1)VAnd single layer section of shear AdDetermination：
1. interlayer shear V under geological process1=F/n, F are horizontal seismic force, node shear V2=MP/ h, MpFor node column
Plastic moment, h is the Pin number that layer is high, n is frame, then calculates shear Vi=max { V1,V2}.Taken in present embodiment a Pin into
Row calculates.
2. under seismic loading, the yield force P of viscoelastic material layer 5dIt should be less than the interlaminar shear V of steel-frame structurei
(being acquired and by calculating as known quantity)
Pd< Vi ①
It can be obtained by the force way of viscoelastic material layer 5：
Pd=2 τ Ad ②
τ is the shear stress of viscoelastic material layer 5, K in formuladFor the stiffness coefficient of Column Joint, G' is viscoplasticity material
The storage modulus of shearing of the bed of material 5, takes 1200KN/m2；udFor the horizontal displacement (referring to Figure 11) of viscoelastic material layer 5, viscoplasticity is taken
The yield displacement value d of material layer 5y, according to《Seismic design provision in building code》Middle formula (12.3.6-2)Determine dy, dsyFor
Structure yield story drift limit value.
hVThe thickness of viscoelastic material layer 5 between vertically-adjacent two panels shearing steel plate, to meet shockproof requirements, viscoplasticity material
The thickness h of the bed of material 5VIt should meetTan γ is viscoelastic material angle of shear tangent value, takes γ=1 tan.Therefore root
It is strained according to horizontal shearTo determine the thickness of viscoelastic material layer 5, i.e. hV=dy/ 0.05 meets shockproof requirements.
To have, the thickness h of the viscoelastic material layer 5VCalculation formula be：hV=dy/ 0.05, d in formulayFor viscoelastic material layer 5
Yield displacement value.
In addition, 1., 2. and 3. according to above-mentioned formula, the single layer section of shear A of the viscoelastic material layer 5dCalculating
Formula is：
(2) determination in above-mentioned steps (2) to the diameter d of the shearing bolt 6：
It is constructed based on structure, the preliminary number that shearing bolt 6 is arranged is 4, meets general structure design requirement.
It is assumed that in dissipative member shearing bolt 6 be solely subjected to shearing and pulling force (moment of flexure), under Moment shearing bolt 6 by
Power is：
Under shearing action, 6 stress of shearing bolt is：
Nv=Vi/ 4,5.
Shearing bolt 6 need to meet formula under pulling force and shearing collective effect：
Individually the design ultimate bearing capacity of shearing bolt 6 is：
The pressure-bearing design ultimate bearing capacity of single shearing bolt 6
N in formulat、NvSequentially correspond to shearing and pulling force that single shearing bolt 6 is born；Sequentially correspond to
For the shearing resistance of single shearing bolt 6, pressure-bearing, tensile bearing capacity design value, yiFor above-mentioned any bolt group (the first bolt group or
Two bolt groups) the distance between interior any two adjacent shearing bolt 6 is organized, m is the columns of shearing bolt, nVFor shearing bolt 6 by
Cut face number.∑ t be rigid connector 4 single flange plate plate thickness and lower connecting plate 3 transverse part plate thickness thickness and,
Sequentially correspond to shearing resistance, the Corner cracks strength failure criterion of shearing bolt 6.
To sum up 4.~8. you can get it：
The calculation formula of the diameter d of the shearing bolt 6 is：
π is pi in formula.
It should be noted that each noun of locality involved in the present invention, on the basis of Fig. 1.
Embodiment of above is merely illustrative of the technical solution of the present invention, rather than its limitations；Although referring to aforementioned implementation
Invention is explained in detail for mode, those skilled in the art should understand that：It still can be to aforementioned each
Technical solution documented by embodiment is modified or equivalent replacement of some of the technical features；And these are repaired
Change or replaces, the range for each embodiment technical solution of the present invention that it does not separate the essence of the corresponding technical solution.
Claims (10)
1. a kind of energy-dissipating and shock-absorbing Column Joint, including frame column (1) and Vierendeel girder (2)；It is characterized in that, the Vierendeel girder
It (2) include Vierendeel girder top flange plate (2.1) and Vierendeel girder bottom wing listrium (2.2)；
The end of the Vierendeel girder top flange plate (2.1) is fixed on frame column (1) by upper junction plate (8), the Vierendeel girder
The end of bottom wing listrium (2.2) is fixedly mounted on frame column (1) by dissipative member；
The dissipative member is located at the bottom of the Vierendeel girder (2).
2. energy-dissipating and shock-absorbing Column Joint according to claim 1, which is characterized in that the dissipative member includes at least
Four shearing bolts (6) and the bottom-up lower connecting plate (3) being sequentially distributed, viscoelastic material layer (5) and rigid connector
(4)；The quantity of the shearing bolt (6) is even number；
Lower connecting plate (3), viscoelastic material layer (5) and the bottom-up successively bonding of rigid connector (4) connects into one
Integrated member；
The rigid connector (4) be equipped with for across and limit several strip limit holes of shearing bolt (6), respectively
The length direction of the strip limit hole is distributed along the length direction of Vierendeel girder；
Be respectively equipped on the lower connecting plate (3), viscoelastic material layer (5) and Vierendeel girder bottom wing listrium (2.2) with it is above-mentioned each
The corresponding mounting hole that the strip limit hole and shearing bolt (6) are used cooperatively, the lower connecting plate (3), viscoelastic
Property material layer (5), rigid connector (4) and Vierendeel girder bottom wing listrium (2.2) by the shearing bolt (6), mounting hole and
Strip limit hole is bolted；
Each shearing bolt (6) be bolted the lower connecting plate (3), viscoelastic material layer (5), rigid connector (4) and
After Vierendeel girder bottom wing listrium (2.2), each shearing bolt (6) is divided into two rows of first group of bolt group being distributed side by side and the second bolt
Group, the shearing bolt (6) in first group of bolt group is opposite with 6 position of shearing bolt in the second bolt group, two bolt group groups
Length direction of the interior each shearing bolt (6) respectively along Vierendeel girder (2) is uniformly distributed；
The Vierendeel girder bottom wing listrium (2.2) is fixedly connected with the rigid connector (4)；
The lower connecting plate (3) is fixedly connected with the frame column (1).
3. energy-dissipating and shock-absorbing Column Joint according to claim 2, which is characterized in that the rigid connector (4) is adopted
With i shaped steel, the strip limit hole is correspondingly arranged on two flange plates of rigid connector (4).
4. energy-dissipating and shock-absorbing Column Joint according to claim 2 or 3, which is characterized in that upper junction plate (8) and lower connection
Plate (3) is all made of T-steel plate；
The transverse part (8.1) of upper junction plate (8) is fixedly connected with the Vierendeel girder top flange plate (2.1) of Vierendeel girder (2), vertical part and frame
Column (1) is fixedly connected, the transverse part (8.1) of upper junction plate (8) and vertical part (8.2) whole T-shaped distribution；
The vertical part (3.2) of lower connecting plate (3) is fixedly connected with frame column (1), transverse part (3.1) passes through each shearing bolt
(6) it is fixedly connected with the integrated member and Vierendeel girder bottom wing listrium (2.2), the transverse part (3.1) of lower connecting plate (3) and vertical part
(3.2) whole T-shaped distribution.
5. energy-dissipating and shock-absorbing Column Joint according to claim 4, which is characterized in that the transverse part (8.1) of upper junction plate (8)
It is fixedly connected by high-strength bolt with the Vierendeel girder top flange plate (2.1), the vertical part (8.2) of upper junction plate (8) passes through height
Strength bolt is fixedly connected with frame column (1)；
The vertical part (3.2) of lower connecting plate (3) is fixedly connected by high-strength bolt with frame column (1)；
The upper end of rigid connector (4) is fixedly connected by high-strength bolt with the Vierendeel girder bottom wing listrium (2.2).
6. energy-dissipating and shock-absorbing Column Joint according to claim 2 or 3, which is characterized in that lower connecting plate (3) and viscoplasticity
Between the contact surface of material layer (5) and between rigid connector (4) and the contact surface of viscoelastic material layer (5), it is respectively adopted
The bonding connection of high temperature and pressure vulcanization process.
7. energy-dissipating and shock-absorbing Column Joint according to claim 5, which is characterized in that the Vierendeel girder (2) and frame
Column (1) is all made of i shaped steel.
8. a kind of design side of the energy-dissipating and shock-absorbing Column Joint based on the energy-dissipating and shock-absorbing Column Joint described in claim 5
Method, which is characterized in that include the following steps：
Based on formula hV=dy/ 0.05 HeDetermine the thickness h of the viscoelastic material layer (5)VIt is cut with single layer
Accumulate A in sectiond；
Based on formulaDetermine the diameter d of the shearing bolt (6)；
By the shearing bolt (6) with the above-mentioned diameter d determined, sequentially pass through the Vierendeel girder lower flange from up to down
Corresponding strip limit hole, the viscoelastic opened up in advance on the corresponding mounting hole for being opened up in advance on plate (2.2), rigid connector (4)
The corresponding mounting hole opened up in advance on the corresponding mounting hole and the lower connecting plate (3) opened up in advance in property material layer (5),
And it fastens；The Vierendeel girder bottom wing listrium (2.2) is fixedly connected with the upper end of the rigid connector (4)；It will be described
Lower connecting plate (3) be fixedly connected with the frame column (1)；The Vierendeel girder top flange plate (2.1) passes through upper junction plate
(8) it is fixed on frame column (1)；Wherein the viscoelastic material layer (5) with a thickness of the above-mentioned h determinedV, and this is described
Viscoelastic material layer (5) the single layer section of shear be the above-mentioned A determinedd；
Wherein in formula：ViFor i-th layer of interlaminar shear of steel frame, G' is the storage modulus of shearing of viscoelastic material layer (5), is taken
1200KN/m2；udFor the horizontal displacement value of viscoelastic material layer (5), dyFor the yield displacement value of viscoelastic material layer (5), whereindsyFor the structure yield story drift limit value of steel frame where current Column Joint；For the shearing bolt
Shear Design value, π are pi.
9. the design method of energy-dissipating and shock-absorbing Column Joint according to claim 8, it is characterised in that：Lower connecting plate (3)
Between the contact surface of viscoelastic material layer (5) and between rigid connector (4) and the contact surface of viscoelastic material layer (5),
The bonding connection of high temperature and pressure vulcanization process is respectively adopted.
10. energy-dissipating and shock-absorbing Column Joint according to claim 8 or claim 9, which is characterized in that the Vierendeel girder (2) and
Frame column (1) is all made of i shaped steel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810778692.0A CN108824639A (en) | 2018-07-16 | 2018-07-16 | A kind of energy-dissipating and shock-absorbing Column Joint and its design method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810778692.0A CN108824639A (en) | 2018-07-16 | 2018-07-16 | A kind of energy-dissipating and shock-absorbing Column Joint and its design method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN108824639A true CN108824639A (en) | 2018-11-16 |
Family
ID=64139644
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810778692.0A Pending CN108824639A (en) | 2018-07-16 | 2018-07-16 | A kind of energy-dissipating and shock-absorbing Column Joint and its design method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108824639A (en) |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258785A (en) * | 2019-07-17 | 2019-09-20 | 中恒建设集团有限公司 | A kind of assembly concrete beam-energy consumption section combined joint based on curved scissors separation |
| CN112144685A (en) * | 2020-09-28 | 2020-12-29 | 河北建设集团股份有限公司 | Assembled steel frame is with antidetonation device |
| CN112982664A (en) * | 2021-03-08 | 2021-06-18 | 四川华浩建筑工程有限公司 | Buckling restrained steel structure beam column connecting node |
| CN113216436A (en) * | 2021-05-14 | 2021-08-06 | 洪都建设集团有限公司 | Supporting connecting piece at joint of steel supporting beam column and self-resetting SMA device |
| CN113309220A (en) * | 2021-06-16 | 2021-08-27 | 重庆具得建筑工程有限公司 | Fabricated building and construction process thereof |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947825A (en) * | 2015-06-12 | 2015-09-30 | 云南震安减震科技股份有限公司 | Viscoelastic damper and preparing method thereof |
| CN105201260A (en) * | 2015-10-12 | 2015-12-30 | 济南大学 | Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method |
| CN106567457A (en) * | 2016-11-10 | 2017-04-19 | 同济大学 | Energy dissipation beam column joint for building steel structure |
| CN107268825A (en) * | 2017-08-23 | 2017-10-20 | 陈云 | Self-resetting beam column friction energy-dissipating node |
| CN107938838A (en) * | 2017-12-25 | 2018-04-20 | 合肥工业大学 | Frame beam column connecting node containing replaceable energy consumption part |
-
2018
- 2018-07-16 CN CN201810778692.0A patent/CN108824639A/en active Pending
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104947825A (en) * | 2015-06-12 | 2015-09-30 | 云南震安减震科技股份有限公司 | Viscoelastic damper and preparing method thereof |
| CN105201260A (en) * | 2015-10-12 | 2015-12-30 | 济南大学 | Steel structure seismic-reduction energy-dissipation system provided with viscoelastic damper and design method |
| CN106567457A (en) * | 2016-11-10 | 2017-04-19 | 同济大学 | Energy dissipation beam column joint for building steel structure |
| CN107268825A (en) * | 2017-08-23 | 2017-10-20 | 陈云 | Self-resetting beam column friction energy-dissipating node |
| CN107938838A (en) * | 2017-12-25 | 2018-04-20 | 合肥工业大学 | Frame beam column connecting node containing replaceable energy consumption part |
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110258785A (en) * | 2019-07-17 | 2019-09-20 | 中恒建设集团有限公司 | A kind of assembly concrete beam-energy consumption section combined joint based on curved scissors separation |
| CN110258785B (en) * | 2019-07-17 | 2023-12-01 | 中恒建设集团有限公司 | Assembled concrete beam-energy consumption section combined node based on bending-shearing separation |
| CN112144685A (en) * | 2020-09-28 | 2020-12-29 | 河北建设集团股份有限公司 | Assembled steel frame is with antidetonation device |
| CN112982664A (en) * | 2021-03-08 | 2021-06-18 | 四川华浩建筑工程有限公司 | Buckling restrained steel structure beam column connecting node |
| CN113216436A (en) * | 2021-05-14 | 2021-08-06 | 洪都建设集团有限公司 | Supporting connecting piece at joint of steel supporting beam column and self-resetting SMA device |
| CN113216436B (en) * | 2021-05-14 | 2022-08-26 | 洪都建设集团有限公司 | Supporting connecting piece at joint of steel supporting beam column and self-resetting SMA device |
| CN113309220A (en) * | 2021-06-16 | 2021-08-27 | 重庆具得建筑工程有限公司 | Fabricated building and construction process thereof |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN108824639A (en) | A kind of energy-dissipating and shock-absorbing Column Joint and its design method | |
| CN106567457B (en) | A kind of energy-dissipation beam column node for construction steel structure | |
| Dubina et al. | Dual high‐strength steel eccentrically braced frames with removable links | |
| CN101831959B (en) | Energy-dissipation beam column node of buckling-restrained bracing | |
| CN108952283B (en) | Assembled variable-rigidity transverse connection energy dissipation part and installation method | |
| CN105201260B (en) | A kind of steel construction damping dissipative devices and design method provided with viscoelastic damper | |
| CN103924703B (en) | A kind of shearing-type buckling-restrained energy-dissipation | |
| CN207812724U (en) | A kind of box mild steel energy dissipation damper and shear wall structure for shear wall | |
| CN206625402U (en) | A kind of side intersection of cracking is put more energy into profiled sheet shear wall | |
| CN110700436B (en) | Energy-consuming type connecting node for hanging steel column and mounting method thereof | |
| CN202039477U (en) | External restrained combined steel plate wall with connecting surfaces at two edges | |
| Zhang et al. | Experimental study on seismic performance of glulam-concrete composite beam-to-column joints | |
| TWI651926B (en) | Solar photovoltaic panel truss | |
| Quaglini et al. | Numerical assessment of laminated cantilevered glass plates with point fixings | |
| CN106760099A (en) | A kind of floor panels framework and floor panels | |
| CN105926797A (en) | Buckling constraint shear type damper | |
| Zhang et al. | Cyclic behavior and reinforcement of moment-resisting bolted glulam joints with cracks | |
| CN201671187U (en) | Buckling restrained braced energy dissipation beam column joint | |
| CN107795030A (en) | The reinforcing seismic shear wall of built-in high-damping Energy dissipating material | |
| CN110067194B (en) | Prefabricated decking expansion joint connecting elements | |
| CN105863082B (en) | T shapes run through iris type multi-chamber concrete filled steel tube coupled column steel beam joint and assembly method | |
| Chu et al. | Experimental study on shear performance of composite cold-formed ultra-thin-walled steel shear wall | |
| CN209907653U (en) | Replaceable energy-consumption wall toe component | |
| CN114108831B (en) | Connecting node of assembled external wall panel and installation and design method thereof | |
| CN110409607B (en) | Design method of steel structure system connected by assembled column pestles |
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 | ||
| RJ01 | Rejection of invention patent application after publication |
Application publication date: 20181116 |