CN205975968U - A take curb plate bolt node for eccentric beam column - Google Patents
A take curb plate bolt node for eccentric beam column Download PDFInfo
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- CN205975968U CN205975968U CN201620471840.0U CN201620471840U CN205975968U CN 205975968 U CN205975968 U CN 205975968U CN 201620471840 U CN201620471840 U CN 201620471840U CN 205975968 U CN205975968 U CN 205975968U
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Abstract
The utility model provides a take curb plate bolt node for eccentric beam column, including setting up first steel sheet and the second steel sheet in multicavity steel pipe -concrete composite post both sides, wherein, first steel sheet is including the first section steel sheet that is connected, second section steel sheet and third section steel sheet, first section steel sheet and third section steel sheet symmetry set up in second section steel sheet both sides, first section steel sheet, the slope of third section steel sheet sets up the both ends at second section steel sheet, still be provided with the third steel sheet on another lateral wall of multicavity steel pipe -concrete composite post, first section steel sheet, the both ends of third section steel sheet all contact with the third steel sheet, third section steel sheet, the third steel sheet is all parallel with the second steel sheet. The utility model discloses a node assemblyization degree height, nodal connection is reliable, and multicavity steel pipe -concrete composite post, steel sheet, girder steel, otic placode, third steel sheet and angle cleat all can reduce the weldment work volume of installing in the prefabricated completion of mill, and on -the -spot the installation only need locating assembly.
Description
Technical field
This utility model is related to a kind of multi-cavity steel tube concrete composite column structure system of construction engineering technical field, specifically
It is related to a kind of band side plate bolt node for eccentric beam column.
Background technology
Multi-cavity steel tube concrete coupled column combined structure system is as a kind of new concrete filled steel tube composite column structure body
System solves the problems, such as suspension column evagination in dwelling house system, and this new structural systen has given full play to steel pipe and concrete two simultaneously
Plant the strong point of material, there is high capacity, plasticity and good toughness, easy construction.
China at present《Rectangular steel tube with concrete infilled technical regulation》(GECS159：2004) provide for steel tube concrete
Local soil type's zygostyle steel beam joint is mainly by the node of the form such as internal partition formula, outer shroud be board-like.But up to the present, steel in prior art
Pipe concrete coupled column is connected with steel beam joint and has the following disadvantages：
(1), when the edge of a wing of the internal partition in connection with inner diaphragm and beam is in same level, node meets rigid joint
Requirement, but could use when this node is longer when tubing string side.Because the not only welding difficulty when the length of side is less, and will hamper
Pipe inner concrete is hindered to pour, in addition, in post jamb same place both sides melt-through weld, steel produce larger welding for flange of beam and internal partition
Residual stress is so that the steel at node easily produce layering or brittle break.
(2) impact architectural appearance and use.As outer shroud plate node, this node construction is simple, power transmission clear and definite, is not subject to steel pipe
The restriction of the length of side, but need sufficiently large horizontal ring flat-plate to ensure the intensity of node, steel using amount is bigger than inner diaphragm joint.And be applied to
During edge-corner column, horizontal ring flat-plate not only hinders the installation of wallboard, and causes reinforcing ring to project elevation of building so that indoor exterior node
There is salient angle at place, affects perception, needs to solve by decoration or furred ceiling.
(3) node mechanical property is with the simplification constructed, economy can not be satisfactory to both parties.In actual applications, some node classes
Type mechanical property is preferable, the integral rigidity of node, but material usage is big, and construction is complicated.
Utility model content
This utility model is directed to the deficiencies in the prior art, there is provided a kind of band side plate bolt node for eccentric beam column,
By using beam-ends and post jamb fate from and full-height side plate, meet the design principle of " strong column and weak beam, the weak component of strong node ", section
Point simple structure, clearly, assembling degree is high for power transmission.
For achieving the above object, this utility model is achieved through the following technical solutions.
A kind of band side plate bolt node for eccentric beam column, including being arranged on multi-cavity steel tube concrete coupled column both sides
First steel plate and the second steel plate, wherein, the first steel plate includes first paragraph steel plate, second segment steel plate and the 3rd section of steel being connected
Plate, first paragraph steel plate and the 3rd section of steel plate are symmetricly set on second segment steel plate both sides, and first paragraph steel plate, the 3rd section of steel plate tilt to set
Put the two ends in second segment steel plate, the opposite side wall of multi-cavity steel tube concrete coupled column is additionally provided with the 3rd steel plate, first paragraph
Steel plate, the two ends of the 3rd section of steel plate are all contacted with the 3rd steel plate, and the 3rd section of steel plate, the 3rd steel plate are all parallel with the second steel plate；Steel
Otic placode is provided with beam top flange, lower flange, otic placode is connected with the second steel plate, the 3rd steel plate, the web both sides of girder steel are symmetrical
It is provided with angle cleat.
Described multi-cavity steel tube concrete coupled column includes the sleeper positioned at two ends, is provided with parallel between two sleeper
Web, is connected by dividing plate between web.
Described first steel plate, the second steel plate are all welded on multi-cavity steel tube concrete coupled column by weld seam.
Described girder steel top flange top arranges two parallel otic placodes along its length, and girder steel lower flange bottom is along length
Direction arranges two parallel otic placodes.
Hole is all offered on described 3rd steel plate, otic placode and angle cleat, otic placode is connected by bolt with the 3rd steel plate, even
Connect angle steel to be connected by bolt with the 3rd steel plate.
Described girder steel is steel I-beam.
The end of described girder steel is provided with ribbed stiffener.
It is provided with ribbed stiffener between described 3rd steel plate and the second steel plate.
Described ribbed stiffener top and bottom are provided with cover plate.
Compared with prior art, the beneficial effects of the utility model are embodied in：
(1) this utility model passes through to arrange the first steel plate and the second steel plate in coupled column both sides, and in coupled column opposite side
3rd steel plate, and the ends contact of the 3rd steel plate and the first steel plate are set, and the 3rd steel plate is parallel with the second steel plate, on girder steel
On the edge of a wing and lower flange, otic placode is set, and so that otic placode is connected with the first steel plate, the 3rd steel plate, the web both sides of girder steel are symmetrical arranged
There is angle cleat, and angle cleat is connected with the 3rd steel plate, complete the assembling of eccentric node of column and beam, multi-cavity in this utility model
Steel core concrete column is unique with girder steel dual-sided board rigid connection node connected mode and mode of transfer force, because beam-ends is divided with post jamb
From the use with full-height side plate.Physical isolation between beam, post changes the Path of Force Transfer of conventional node, and eliminating three axles should
Power is concentrated, and plastic hinge can not only be made to be moved on on beam by outside node, and eliminate the edge of a wing tear failure of conventional node post and section
The defect of the dependence to column web weakness plate area for the point turning power.Meet the design of " strong column and weak beam, the weak component of strong node " and former
Then.
(2) due to the use of full-height dual-sided board (i.e. the first steel plate and the second steel plate), multi-cavity steel tube concrete coupled column
Body keeps integrity so that steel pipe inner concrete pours convenient, is easily guaranteed that the pouring quality of nodes domains concrete.
(3) because girder steel only passes through otic placode and angle cleat by moment of flexure Shear transfer to the first steel plate and the 3rd steel plate,
Girder steel is separated with styletable, decreases the clear span of girder steel, steel depth of beam can be reduced to a certain extent, meet house
The demand to residential function for the user.
(4) node assembling degree of the present utility model is high, multi-cavity steel tube concrete coupled column, steel plate, girder steel, otic placode,
3rd steel plate and angle cleat all can be prefabricated in the factory and complete, and reduces the welding job amount installed, and in-site installation only need to position dress
Join.Joint form is simple, and assembling degree is high, quick and easy for installation.Avoid during due to in-site installation using traditional penetration weld,
Traditional penetration weld easily makes steel produce larger welding residual stress so that the steel at node easily produce layering or fragility is broken
Bad.All connected using high-strength bolt during this utility model node in-site installation, assembling degree is high, node connects reliable.
Further, due to the first steel plate, the second steel plate and concrete filled steel tube coupled column only in outer post jamb by weld seam even
Connect, inside concrete filled steel tube, there is no weld seam, compared with conventional node, this joint structure is simple, reasonable stress.
Brief description
Fig. 1 is the schematic diagram of prefabricated multi-cavity steel tube concrete coupled column；Wherein, Fig. 1 (a)～Fig. 1 (e) mixes for multi-cavity steel tube
The assembling process schematic diagram of solidifying local soil type zygostyle.
Fig. 2 is the schematic diagram of prefabricated girder steel.Wherein, Fig. 2 (a)～Fig. 2 (c) is the assembling process schematic diagram of girder steel.
Fig. 3 is assembling schematic diagram of the present utility model.Wherein, Fig. 3 (a)～Fig. 3 (c) is overall assembling process schematic.
Fig. 4 is surrender schematic diagram in lower flange on beam.
Plastic hinge schematic diagram for beam-ends in Fig. 5.
Fig. 6 destroys schematic diagram for cover plate.
Fig. 7 is final destruction schematic diagram.
Fig. 8 is hysteresis loop figure.
In figure, 1 is multi-cavity steel tube concrete coupled column, and 2 is girder steel, and 3 is the first steel plate, and 4 is the second steel plate, and 5 is the 3rd
Steel plate, 6 is angle cleat, and 7 is otic placode, and 8 is ribbed stiffener, and 9 is cover plate.
Specific embodiment
Below in conjunction with the accompanying drawings embodiment of the present utility model is elaborated：The present embodiment is in this utility model technical side
Implemented under premised on case, given detailed embodiment and specific operating process, but protection model of the present utility model
Enclose and be not limited to following embodiments.
Referring to Fig. 3, this utility model includes the first steel plate 3 and second being arranged on multi-cavity steel tube concrete coupled column both sides
Steel plate 4, that is, 2 steel plates be arranged on multi-cavity steel tube concrete coupled column both sides, wherein, the first steel plate 3 includes first being connected
Section steel plate, second segment steel plate and the 3rd section of steel plate, first paragraph steel plate and the 3rd section of steel plate are symmetricly set on second segment steel plate both sides,
First paragraph steel plate, the 3rd section of steel plate are inclined at the two ends of second segment steel plate, the opposite side of multi-cavity steel tube concrete coupled column
3rd steel plate 5 is additionally provided with wall, first paragraph steel plate, the two ends of the 3rd section of steel plate are all contacted with the 3rd steel plate 5, the 3rd section of steel
Plate, the 3rd steel plate 5 are all parallel with the second steel plate 4；First steel plate 3 and the second steel plate 4 are all arranged on multi-cavity steel tube by angle welding
On concrete combination column.It is provided with ribbed stiffener 8, the top of ribbed stiffener 8 and bottom setting between 3rd steel plate 5 and the second steel plate 4
There is cover plate 9.
Girder steel top flange top arranges two parallel otic placodes 7 along its length, and girder steel lower flange bottom is along length side
To two parallel otic placodes 7 of setting；Hole is all offered on the 3rd steel plate 5, otic placode 7 and angle cleat 6, the otic placode 7 of side leads to
Cross bolt to be connected with the 3rd steel plate 5, the otic placode 7 of opposite side is connected with the second steel plate 4 by bolt, the company of the web side of girder steel
Connect angle steel 6 to be connected with the 3rd steel plate 5 by bolt, the angle cleat 6 of the web opposite side of girder steel passes through bolt and the second steel plate 4
It is connected.
In this utility model, girder steel is connected to multi-cavity steel tube coagulation by the first steel plate, the second steel plate, the 3rd steel plate, otic placode
The overhanging end of the second steel plate 4 of local soil type's zygostyle both sides.
In this utility model, multi-cavity steel tube concrete coupled column includes the sleeper positioned at two ends, is provided between two sleeper
Parallel web, is connected by dividing plate between web.
Described girder steel is steel I-beam, and the one end being connected with coupled column of girder steel is provided with ribbed stiffener.
Above-mentioned a kind of for the assembly method with side plate bolt node for the eccentric beam column, referring to Fig. 1, exist according to design in advance
Steel plate locating holes, then the first steel plate 3 and the second steel plate 4 are fixed on multi-cavity steel tube concrete coupled column both sides by weld seam,
On the opposite side wall of multi-cavity steel tube concrete coupled column, the 3rd steel plate 5 is arranged so that the 3rd steel plate 5 and first by weld seam
Two end in contact of steel plate 3, the 3rd steel plate 5 is parallel with the second steel plate 4, and then between the 3rd steel plate 5 and the second steel plate 4, setting adds
Strength rib 8, ribbed stiffener 8 is arranged with the sidewall spacers of multi-cavity steel tube concrete coupled column, and ribbed stiffener 8 top and bottom are provided with lid
Plate 9, obtains prefabricated multi-cavity steel tube concrete coupled column；Referring to Fig. 2, first arrange along its length at girder steel top flange top
Two parallel otic placodes 7, girder steel lower flange bottom arranges two parallel otic placodes 7 along its length, in the web of girder steel
Both sides are symmetrically arranged with angle cleat 6, and that is, steel beam web plate side arranges an angle cleat 6, obtains prefabricated girder steel；Referring to
Then prefabricated multi-cavity steel tube concrete coupled column and girder steel are transported scene, by concreting in multi-cavity steel tube by Fig. 3
In concrete combination column, more prefabricated girder steel is lifted into node region from the top down, by the otic placode 7 of side pass through bolt with
3rd steel plate 5 is connected, and the otic placode 7 of opposite side is connected with the second steel plate 4 by bolt, the angle cleat 6 of the web side of girder steel
It is connected with the 3rd steel plate 5 by bolt, the angle cleat 6 of the web opposite side of girder steel is connected with the second steel plate 4 by bolt, complete
Become assembling.
Can be prefabricated in the factory in this utility model and complete the first steel plate, the second steel plate according to positioning welding in multi-cavity steel tube
Concrete combination column both sides, and the 3rd steel plate 5 is also set up on the opposite side wall of multi-cavity steel tube concrete coupled column.In factory
First prefabricated girder steel, otic placode and angle cleat, then in factory by otic placode according to design size be welded in girder steel top flange and
On lower flange, according still further to design size, screwed hole is opened up on otic placode, angle cleat is welded on girder steel abdomen according to location dimension
At plate, said process is all prefabricated in advance in the factory, saves the inconvenience of field fabrication, improves efficiency.Scene peace
During dress, girder steel is lifted from top to bottom and is positioned node region, the steel of angle cleat and multi-cavity steel tube concrete coupled column both sides
Plate passes through to install screw connection, and otic placode is connected with the second steel plate, the 3rd steel plate, the position of fixing girder steel.
This utility model node has two to innovate greatly：Beam-ends and post jamb fate from and full-height side plate use.Between beam, post
Physical isolation change the Path of Force Transfer of conventional node, eliminate triaxial stress and concentrate, plastic hinge can not only be made by node
Move on on beam outward, and eliminate the edge of a wing tear failure of conventional node post and joint rotation ability to column web weakness plate area according to
Bad defect.Meet design and the principle of " strong column and weak beam, the weak component of strong node ".Node can be divided into 2 parts to exist respectively simultaneously
Prefabrication completes, and in-site installation only need to simply assemble, and joint structure simple assembling degree is high.
Below the anti-seismic performance of failure mode of the present utility model and node is illustrated.
Now pole steel beam U-shaped rigid joint is combined for the mechanical property of row explanation novel joint with multi-cavity steel tube concrete.
Using ABAQUS software, node is carried out with finite element analyses, node post is the multi-cavity steel tube concrete coupled column of 200x600, Liang Cai
With the welding H-bar of H350x150x6x10, at node, dual-sided board and cover sheet thickness are all same with flange of beam thick.Finite element analyses
Result is as follows.
1. failure mode
Multi-cavity steel tube concrete of the present utility model combines pole steel beam rigid connection node, due to being mixed using multi-cavity steel tube
Solidifying local soil type zygostyle, steel pipe has stronger effect of contraction to concrete, and the overall bearing capacity of shaft and ductility are all relatively good, realize
Strong column and weak beam, the design requirement of the weak component of strong node.The destruction order of connecting node of the present utility model is as shown in figs. 4-7.
(1) when horizontal external acts on, on node region beam-ends, lower flange initially enters plasticity, and cover plate and side plate are except small part
Region of stress concentration surrender is outer, and remaining most of region steel is still in elastic stage (as shown in Figure 4).(2) increase with external force
Greatly, plastic hinge (as shown in Figure 5) first prior to other parts in beam-ends, and now deck portion region steel surrender enters plasticity
Stage, and side plate is overseas except small part area of stress concentration, most of region steel are still in elastic stage.(3) due to steel material
The invigoration effect of material, when external force load persistently increases, cover plate both sides are surrendered with side plate join domain steel plate shearing, and steel enter
In the plasticity stage, now node side plate major part region is in the wrong still in elastic stage, only small part stress raiser steel plate
Clothes (as shown in Figure 6).(4) as shown in fig. 7, being continuously increased with load, structure is finally destroyed, and now on beam-ends, lower flange is bent
Song, and side plate is still only partially into the plastic stage, the side plate major part of node region is still in elastic stage.
2. the anti-seismic performance of node
According to conceptual Design of Earthquake Resistance principle, structure should possess multiple tracks and provide fortification against earthquakes line, it is to avoid lead because partial component destroys
Cause integral system to destroy, also require that structure should possess necessary intensity, good deformability and energy dissipation capacity simultaneously.This practicality
New rigid connection node, by the way of post and beam-ends are isolated, the node consisting of full-height side plate and cover plate is even
Fitting is transmitting beam-ends moment of flexure and shearing.
Due to above-mentioned destruction order, when geological process, beam-ends plastic hinge first, consumes certain seismic energy
Amount, back shroud shear yielding, dissipation seismic energy further, finally destroy when, node region side plate simply partly surrender into
Enter plasticity, major part is still in elastic stage.Overall structure meets the design principle of " strong column and weak beam, the weak component of strong node ".
Before ductility refers to structure or destroys, its bearing capacity stands inelastic deformation ability under conditions of no significantly reducing,
In the Aseismic Design of structure, Ductility Index is a key property.Multi-cavity steel tube concrete combination pole steel beam U-shaped has just connect section
The story drift of point is 7% 10%, meets China's code requirement.
When structure is in geological process, structure has an energy absorption and the time-continuing process dissipating.When structure enters bullet
During mecystasises, its anti-seismic performance depends primarily on component energy dissipation capacity.The face that in hysteresis loop, load phase curve is surrounded
The long-pending size that can reflect structure energy absorption；And the area that curve when unloading is surrounded with curve when loading is Dissipated energy
Amount.These energy are interior frictional resistance by material or local damage and energy are changed into heat energy dissipation in space.Lost
Energy is more, and the probability of structural deterioration is less.Due to above-mentioned destruction of a node order, beam-ends and cover plate successively dissipate in a large number
Seismic energy, finally ensure node has preferable energy dissipation capacity.As shown in figure 8, the hysteresis loop of node is full, not bright
Aobvious Draw shrinkage, dissipate a large amount of seismic energies, and the energy dissipation capacity of node is good, has stronger anti-seismic performance.
Claims (7)
1. a kind of band side plate bolt node for eccentric beam column is it is characterised in that include being arranged on multi-cavity steel tube concrete group
First steel plate (3) of zygostyle both sides and the second steel plate (4), wherein, first paragraph steel plate that the first steel plate (3) inclusion is connected, the
Two-stage nitration steel plate and the 3rd section of steel plate, first paragraph steel plate and the 3rd section of steel plate are symmetricly set on second segment steel plate both sides, first paragraph steel
Plate, the 3rd section of steel plate are inclined at the two ends of second segment steel plate, and the opposite side wall of multi-cavity steel tube concrete coupled column also sets
It is equipped with the 3rd steel plate (5), first paragraph steel plate, the two ends of the 3rd section of steel plate are all contacted with the 3rd steel plate (5), the 3rd section of steel plate,
Three steel plates (5) are all parallel with the second steel plate (4)；Otic placode (7), otic placode (7) and second are provided with girder steel top flange, lower flange
Steel plate (4), the 3rd steel plate (5) are connected, and the web both sides of girder steel are symmetrically arranged with angle cleat (6)；
Described multi-cavity steel tube concrete coupled column includes the sleeper positioned at two ends, is provided with parallel abdomen between two sleeper
Plate, is connected by dividing plate between web；
Described first steel plate (3), the second steel plate (4) are all welded on multi-cavity steel tube concrete coupled column by weld seam.
2. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that described girder steel
Top flange top arranges two parallel otic placodes (7) along its length, and girder steel lower flange bottom arranges two along its length
Parallel otic placode (7).
3. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that the described 3rd
Hole is all offered on steel plate (5), otic placode (7) and angle cleat (6), otic placode (7) is connected by bolt with the 3rd steel plate (5), even
Connect angle steel (6) to be connected by bolt with the 3rd steel plate (5).
4. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that described girder steel
For steel I-beam.
5. a kind of band side plate bolt node for eccentric beam column according to claim 4 is it is characterised in that described girder steel
End be provided with ribbed stiffener.
6. a kind of band side plate bolt node for eccentric beam column according to claim 1 is it is characterised in that the described 3rd
It is provided with ribbed stiffener between steel plate (5) and the second steel plate (4).
7. a kind of band side plate bolt node for eccentric beam column according to claim 6 is it is characterised in that described put more energy into
Rib top and bottom are provided with cover plate (9).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620471840.0U CN205975968U (en) | 2016-05-20 | 2016-05-20 | A take curb plate bolt node for eccentric beam column |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201620471840.0U CN205975968U (en) | 2016-05-20 | 2016-05-20 | A take curb plate bolt node for eccentric beam column |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN205975968U true CN205975968U (en) | 2017-02-22 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201620471840.0U Active CN205975968U (en) | 2016-05-20 | 2016-05-20 | A take curb plate bolt node for eccentric beam column |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839779A (en) * | 2016-05-20 | 2016-08-10 | 西安建筑科技大学 | Bolted joint with side plate used for eccentric beam column and assembly method for bolted joint |
| CN108149794A (en) * | 2018-01-17 | 2018-06-12 | 沈阳建筑大学 | The multi-functional sizing protection canopy of assembled and its assemble method |
| CN108179895A (en) * | 2018-01-17 | 2018-06-19 | 沈阳建筑大学 | One-shot job canopy can be assembled |
| CN110130494A (en) * | 2019-06-10 | 2019-08-16 | 西安建筑科技大学 | The board-like unilateral bolted antitorque node of beam-ends of bilateral |
-
2016
- 2016-05-20 CN CN201620471840.0U patent/CN205975968U/en active Active
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105839779A (en) * | 2016-05-20 | 2016-08-10 | 西安建筑科技大学 | Bolted joint with side plate used for eccentric beam column and assembly method for bolted joint |
| CN108149794A (en) * | 2018-01-17 | 2018-06-12 | 沈阳建筑大学 | The multi-functional sizing protection canopy of assembled and its assemble method |
| CN108179895A (en) * | 2018-01-17 | 2018-06-19 | 沈阳建筑大学 | One-shot job canopy can be assembled |
| CN110130494A (en) * | 2019-06-10 | 2019-08-16 | 西安建筑科技大学 | The board-like unilateral bolted antitorque node of beam-ends of bilateral |
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