CN106436923B - A kind of three side plate nodes and assembly method for eccentric beam-to-column joint - Google Patents

A kind of three side plate nodes and assembly method for eccentric beam-to-column joint Download PDF

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Publication number
CN106436923B
CN106436923B CN201610343501.9A CN201610343501A CN106436923B CN 106436923 B CN106436923 B CN 106436923B CN 201610343501 A CN201610343501 A CN 201610343501A CN 106436923 B CN106436923 B CN 106436923B
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steel
steel plate
plate
column
cavity
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CN106436923A (en
Inventor
郝际平
孙晓岭
张伟
薛强
樊春雷
陈永昌
刘斌
黄育琪
王磊
刘瀚超
何梦楠
尹伟康
赵子健
张峻铭
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Xi'an Jianda Assembly Steel Structure Research Institute Co., Ltd.
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Xian University of Architecture and Technology
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    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/185Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403Connection details of the elongated load-supporting parts
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/62Insulation or other protection; Elements or use of specified material therefor
    • E04B1/92Protection against other undesired influences or dangers
    • E04B1/98Protection against other undesired influences or dangers against vibrations or shocks; against mechanical destruction, e.g. by air-raids
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403Connection details of the elongated load-supporting parts
    • E04B2001/2406Connection nodes
    • EFIXED CONSTRUCTIONS
    • E04BUILDING
    • E04BGENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
    • E04B1/00Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
    • E04B1/18Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
    • E04B1/24Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
    • E04B1/2403Connection details of the elongated load-supporting parts
    • E04B2001/2415Brackets, gussets, joining plates

Abstract

A kind of three side plate nodes and assembly method for eccentric beam-to-column joint, including the first steel plate and the second steel plate in multi-cavity steel tube concrete coupled column both sides is arranged, and the third steel plate being arranged on the side wall of multi-cavity steel tube concrete coupled column, third steel plate are parallel with the first steel plate and between the first steel plate and the second steel plate;Otic placode is both provided on girder steel top flange, lower flange, otic placode is connected with the first steel plate, third steel plate, and the web both sides of girder steel are symmetrically arranged with angle cleat.The node assembling degree of the present invention is high, and multi-cavity steel tube concrete coupled column, steel plate, girder steel, otic placode, third steel plate and angle cleat can be prefabricated in the factory completion, reduce the welding job amount of installation, in-site installation need to only position assembly.Joint form is simple, and assembling degree is high, quick and easy for installation.Due to avoiding using traditional penetration weld when in-site installation so that the steel at node easy to produce layering or brittle break.

Description

A kind of three side plate nodes and assembly method for eccentric beam-to-column joint
Technical field
The present invention relates to a kind of multi-cavity steel tube concrete composite column structure systems of construction engineering technical field, and in particular to A kind of three side plate nodes and assembly method for eccentric beam-to-column joint.
Background technology
Multi-cavity steel tube concrete coupled column combined structure system is as a kind of novel concrete filled steel tube composite column structure body System solves the problems, such as suspension column evagination in dwelling house system, while this new structural systen has given full play to steel pipe and concrete two The strong point of kind of material has many advantages, such as high capacity, plasticity and good toughness, easy for construction.
China at present《Rectangular steel tube with concrete infilled technical regulation》(GECS159:2004) what is provided is used for steel tube concrete Local soil type's zygostyle steel beam joint is mainly by the node for the forms such as internal partition formula, outer shroud be board-like.But up to the present, steel in the prior art Pipe concrete coupled column is connect with steel beam joint to be had 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 this node could be used when tubing string side is longer.Because the not only welding difficulty when the length of side is smaller, but also will harm Pipe inner concrete is hindered to pour, in addition for flange of beam with internal partition in post jamb same place both sides melt-through weld, steel generate larger welding Residual stress so that the steel at node easy to produce layering or brittle break.
(2) architectural appearance and use are influenced.Such as outer shroud plate node, the node construction is simple, power transmission is clear, not by steel pipe The limitation of the length of side, but the intensity of sufficiently large horizontal ring flat-plate guarantee node is needed, steel using amount is bigger than inner diaphragm joint.And it is applied to When edge-corner column, horizontal ring flat-plate not only interferes the installation of wallboard, but also reinforcing ring is caused to protrude elevation of building so that indoor exterior node There is salient angle at place, influences perception, needs to solve by decoration or furred ceiling.
(3) node mechanical property and the simplification of construction, economy cannot be satisfactory to both parties.In practical applications, some node classes Type mechanical property is preferable, the overall stiffness of node, but material utilization amount is big, and construction is complicated.
Invention content
In view of the deficiencies of the prior art, the present invention provides a kind of three side plate nodes for eccentric beam-to-column joint and assembly Method, by using beam-ends and post jamb fate from full-height side plate, the design for meeting " strong column and weak beam, the strong weak component of node " is former Then, joint structure is simple, and power transmission is clear, and assembly degree is high.
To achieve the above object, the invention is realized by the following technical scheme.
A kind of three side plate nodes for eccentric beam-to-column joint, including be arranged in multi-cavity steel tube concrete coupled column both sides First steel plate and the second steel plate, and the third steel plate that is arranged on the side wall of multi-cavity steel tube concrete coupled column, third steel plate It is parallel with the first steel plate and between the first steel plate and the second steel plate;It is both provided with otic placode on girder steel top flange, lower flange, Otic placode is connected with the first steel plate, third steel plate, and the web both sides of girder steel are symmetrically arranged with angle cleat.
The multi-cavity steel tube concrete coupled column includes the sleeper positioned at both ends, is provided between two sleeper parallel Web is connected by partition board between web.
First steel plate, the second steel plate are welded in by weld seam on multi-cavity steel tube concrete coupled column.
Two parallel otic placodes are set along its length at the top of the girder steel top flange, and girder steel lower flange bottom is along length Two parallel otic placodes are arranged in direction.
The third steel plate is by fillet weld seam on multi-cavity steel tube concrete coupled column.
Hole, otic placode and the first steel plate, third are offered on first steel plate, third steel plate, otic placode and angle cleat Steel plate is connected by high-strength bolt, and angle cleat is connected with the first steel plate, third steel plate by high-strength bolt.
The girder steel is steel I-beam, and the end set of girder steel has ribbed stiffener.
Between first steel plate and third steel plate and first is both provided between third steel plate and the second steel plate to put more energy into Rib.
The sidewall spacers of first ribbed stiffener and multi-cavity steel tube concrete coupled column are arranged, and at the top of the first ribbed stiffener It is both provided with the second ribbed stiffener with bottom.
A kind of assembly method of three side plate nodes for eccentric beam-to-column joint, third steel plate is arranged and is mixed in multi-cavity steel tube On solidifying local soil type zygostyle, and the first steel plate and the second steel plate are fixed by weld seam in steel plate both sides, third steel plate and the first steel plate are flat Row setting, the first ribbed stiffener is provided between the first steel plate and third steel plate and between third steel plate and the second steel plate, And the second ribbed stiffener is set at the top and bottom of the first ribbed stiffener, obtain prefabricated multi-cavity steel tube concrete coupled column;
2 parallel otic placodes are set along its length at the top of girder steel top flange, in girder steel lower flange bottom along length Two parallel otic placodes are arranged in direction, are symmetrically arranged with angle cleat in the web both sides of girder steel, obtain prefabricated girder steel;
Then prefabricated multi-cavity steel tube concrete coupled column and girder steel are transported to scene, by concreting in multi-cavity In concrete filled steel tube coupled column, then by prefabricated steel beam lifting to node region, by high-strength bolt by otic placode and the first steel Plate, third steel plate are connected, and angle cleat is connected with the first steel plate, third steel plate by high-strength, complete assembly.
Compared with prior art, beneficial effects of the present invention are embodied in:
(1) of the invention by the way that the first steel plate and the second steel plate is arranged in coupled column both sides, and in the first steel plate and the first steel Third steel plate is set between plate, otic placode is set on girder steel top flange and lower flange, and makes otic placode and the first steel plate, third steel plate It is connected, the web both sides of girder steel are symmetrically arranged with two angle cleats, complete the assembly of eccentric node of column and beam, multi-cavity in the present invention Steel core concrete column and girder steel dual-sided board rigid connection node connection type and mode of transfer force are unique, due to beam-ends and post jamb point From the use with full-height side plate.Physical isolation between beam, column changes the Path of Force Transfer of conventional node, eliminates three axis and answers Power is concentrated, and plastic hinge can not only be made by being moved on on beam outside node, and eliminate the edge of a wing tear failure of conventional node column and section Defect of the point turning power to the dependence in column web weakness plate area.Meet the design and original of " strong column and weak beam, the strong weak component of node " 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 integrality so that steel pipe inner concrete pours more convenient, is easily guaranteed that the pouring quality of nodes domains concrete.
(3) due to girder steel only by otic placode and angle cleat by moment of flexure Shear transfer to dual-sided board (i.e. the first steel plate with Second steel plate) so that girder steel can be detached with styletable, reduce the clear span of girder steel, can reduce the height of girder steel to a certain extent Degree, meets the needs of residential customer is to residential function.
(4) node assembling degree of the invention is high, multi-cavity steel tube concrete coupled column, steel plate, girder steel, otic placode, third Steel plate and angle cleat can be prefabricated in the factory completion, reduce the welding job amount of installation, in-site installation need to only position assembly.Section Point form is simple, and assembling degree is high, quick and easy for installation.Due to avoiding using traditional penetration weld, tradition when in-site installation Penetration weld is easy that steel is made to generate larger welding residual stress so that the steel at node easy to produce layering or brittle break.
It is all connected using high-strength bolt when node in-site installation of the present invention, assembling degree is high, and node connection is reliable.
Further, since the first steel plate, the second steel plate and concrete filled steel tube coupled column are only connected in outer post jamb by weld seam It connects, there is no weld seam inside concrete filled steel tube, compared with conventional node, the joint structure is simple, reasonable stress.
Description of the drawings
Fig. 1 is the schematic diagram of prefabricated multi-cavity steel tube concrete coupled column;
Fig. 2 is the schematic diagram of prefabricated girder steel.
Fig. 3 is the assembling schematic diagram of the present invention.
Fig. 4 is that schematic diagram is surrendered in lower flange on beam.
Fig. 5 is that beam-ends plastic hinge schematic diagram occurs.
Fig. 6 is that cover board destroys schematic diagram.
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 be girder steel, and 3 be the first steel plate, and 4 be the second steel plate, and 5 be third Steel plate, 6 be angle cleat, and 7 be otic placode, and 8 be the first ribbed stiffener, and 9 be the second ribbed stiffener.
Specific implementation mode
It elaborates below in conjunction with the accompanying drawings to the embodiment of the present invention:The present embodiment is premised on technical solution of the present invention Under implemented, give detailed embodiment and specific operating process, but protection scope of the present invention be not limited to it is following Embodiment.
Referring to Fig. 3, the present invention includes being arranged in the first steel plate 3 of multi-cavity steel tube concrete coupled column both sides and the second steel plate 4, i.e. 2 steel plate settings are arranged in parallel in multi-cavity steel tube concrete coupled column both sides, the first steel plate 3 and the second steel plate 4, pass through weldering Seam weld is connected on multi-cavity steel tube concrete coupled column;Third steel plate 5 is additionally provided on the side wall of multi-cavity steel tube concrete coupled column, And third steel plate 5 is arranged between the first steel plate 3 and the second steel plate 4, and third steel plate 5 is parallel with the first steel plate 3, and first The first ribbed stiffener 8 is both provided between steel plate 3 and third steel plate 5 and between third steel plate 5 and the second steel plate 4, first puts more energy into Rib 8 and the sidewall spacers of multi-cavity steel tube concrete coupled column are arranged, and 8 top and bottom of the first ribbed stiffener are both provided with second Ribbed stiffener 9.First steel plate 3, the second steel plate 4 and third steel plate 5 are by fillet weld seam on multi-cavity steel tube concrete coupled column.
Two parallel otic placodes 7 are set along its length at the top of girder steel top flange, and girder steel lower flange bottom is along length side To two parallel otic placodes 7 of setting.
Hole, otic placode 7 and the first steel plate 3, are offered on first steel plate 3, third steel plate 5, otic placode 7 and angle cleat 6 Three steel plates 5 are connected by high-strength bolt, and angle cleat 6 is connected with the first steel plate 3, third steel plate 5 by high-strength bolt.
The length of second steel plate 4 is less than the length of the first steel plate 3.
Girder steel is connected to multi-cavity steel tube concrete coupled column both sides by the first steel plate, third steel plate, otic placode in the present invention The first steel plate 3 overhanging end.
Multi-cavity steel tube concrete coupled column includes the sleeper positioned at both ends in the present invention, is provided between two sleeper equal Capable web is connected by partition board between web, and concreting is wherein.
The girder steel is steel I-beam, and the end set that girder steel is connect with coupled column has ribbed stiffener.
A kind of assembly method of above-mentioned three side plate nodes for eccentric beam-to-column joint, referring to Fig. 1, in advance steel plate according to Design Orientation trepanning, 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, And the first steel plate 3 is parallel with the second steel plate 4, and third is arranged by weld seam on the side wall of multi-cavity steel tube concrete coupled column Steel plate 5, third steel plate 5 are arranged between the first steel plate 3 and the second steel plate 4, and parallel with the first steel plate 3, then first The first ribbed stiffener 8, the first ribbed stiffener 8 are respectively provided between steel plate 3 and third steel plate 5 and between third steel plate 5 and the second steel plate It is arranged with the sidewall spacers of multi-cavity steel tube concrete coupled column, 8 top and bottom of the first ribbed stiffener are both provided with the second ribbed stiffener 9, obtain prefabricated multi-cavity steel tube concrete coupled column;Referring to Fig. 2, two are first arranged along its length at the top of girder steel top flange A parallel otic placode 7, two parallel otic placodes 7 are arranged in girder steel lower flange bottom along its length, in the web two of girder steel Side is symmetrically arranged with two angle cleats 6, obtains prefabricated girder steel;Referring to Fig. 3, then by prefabricated multi-cavity steel tube coagulation Local soil type's zygostyle and girder steel are transported to scene, by concreting in multi-cavity steel tube concrete coupled column, then by prefabricated steel Beam is lifted into node region from the top down or from bottom to top, by high-strength bolt by otic placode 7 and the first steel plate 3,5 phase of third steel plate Even, angle cleat 6 is connected by high-strength bolt with the first steel plate 3, third steel plate 5, completes assembly.
It can be prefabricated in the factory in the present invention and complete the first steel plate, the second steel plate according to positioning welding in multi-cavity steel tube coagulation Local soil type's zygostyle both sides, and third steel plate is set between two steel plates.First prefabricated girder steel, otic placode and angle cleat in factory, Then otic placode is welded according to design size on girder steel top flange and lower flange in factory, according still further to design size in ear Threaded hole is opened up on plate, angle cleat is welded on according to location dimension at steel beam web plate, and the above process is to carry in the factory It is preceding prefabricated, the inconvenience of field fabrication is saved, efficiency is improved.When in-site installation, girder steel is lifted to positioning from top to bottom In node region, the steel plates of angle cleat and multi-cavity steel tube concrete coupled column both sides by installing screw connection, by otic placode with First steel plate, the connection of third steel plate, the position of fixed girder steel.
Node of the present invention has two big innovations:Beam-ends is with post jamb fate from the use with full-height side plate.Object between beam, column Reason isolation changes the Path of Force Transfer of conventional node, eliminates triaxial stress concentration, and plastic hinge can not only be made by being moved outside node Onto beam, and eliminate the dependence of the edge of a wing tear failure of conventional node column and joint rotation ability to column web weakness plate area Defect.Meet the design and principle of " strong column and weak beam, the strong weak component of node ".Node can be divided into 2 parts respectively in factory simultaneously Prefabricated completion, in-site installation only need to be assembled simply, and the simple assembling degree of joint structure is high.
The anti-seismic performance of the failure mode to the present invention and node illustrates below.
It is now to arrange the mechanical property for illustrating novel joint with multi-cavity steel tube concrete coupled column-girder steel U-shaped rigid joint. Finite element analysis is carried out to node using ABAQUS softwares, node column is the multi-cavity steel tube concrete coupled column of 200x600, Liang Cai With the welding H-bar of H350x150x6x10, dual-sided board and cover sheet thickness are with flange of beam the same as thick at node.Finite element analysis As a result as follows.
1. failure mode
Multi-cavity steel tube concrete coupled column-girder steel rigid connection node of the present invention, due to using multi-cavity steel tube concrete Coupled column, steel pipe have stronger effect of contraction to concrete, and the bearing capacity and ductility of shaft entirety are relatively good, realize strong The weak beam of column, the design requirement of the strong weak component of node.The destruction sequence of the connecting node of the present invention is as shown in figs. 4-7.(1) work as level When outer force effect, lower flange initially enters plasticity on node region beam-ends, and cover board and side plate are in addition to small part area of stress concentration Domain surrender is outer, remaining most of region steel is still in elastic stage (as shown in Figure 4).(2) as external force increases, beam-ends prior to There is plastic hinge (as shown in Figure 5) first in other parts, and deck portion region steel, which are surrendered, at this time enters the plastic stage, and side plate Except small part area of stress concentration is overseas, most of region steel are still in elastic stage.(3) since the reinforcing of steel material is made With when external force load persistently increases, cover board both sides are surrendered with side plate join domain steel plate shearing, and steel enter plasticity rank Section, node side plate major part region is still in elastic stage at this time, and only small part stress raiser steel plate surrender is (such as Fig. 6 institutes Show).(4) as shown in fig. 7, being continuously increased with load, structure is finally destroyed, lower flange buckling on beam-ends at this time, and side plate Still only part enters the plastic stage, and the side plate of node region is most of still in elastic stage.
2. the anti-seismic performance of node
According to conceptual Design of Earthquake Resistance principle, structure should have multiple tracks and provide fortification against earthquakes line, avoid leading because partial component is destroyed It causes integral system to destroy, while also requiring structure that should have necessary intensity, good deformability and energy dissipation capacity.The present invention Rigid connection node pass through the node connector that full-height side plate and cover board are constituted in such a way that column is isolated with beam-ends To transmit beam-ends moment of flexure and shearing.
Due to above-mentioned destruction sequence, when geological process, there is plastic hinge first in beam-ends, consumes certain seismic energy Amount, back shroud shear yielding, further dissipate seismic energy, final when destroying, node region side plate only partly surrender into Enter plasticity, it is most of still in elastic stage.Overall structure meets the design principle of " strong column and weak beam, the strong weak component of node ".
Before ductility refers to structure or destroys, bearing capacity without being subjected to inelastic deformation ability under conditions of significant decrease, In the Aseismic Design of structure, Ductility Index is a key property.Multi-cavity steel tube concrete coupled column-girder steel 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, there are one the time-continuing processes of energy absorption and dissipation for structure.When structure enters bullet When mecystasis, anti-seismic performance depends primarily on component energy dissipation capacity.The face that load phase curve is surrounded in hysteresis loop Product can reflect that structure absorbs the size of energy;And the area that curve is surrounded when curve when unloading and load is Dissipated energy Amount.These energy be by the interior frictional resistance or local damage of material will quantitative change be heat energy dissipation to space in.Lost Energy is more, and the possibility that structure is destroyed is smaller.Due to above-mentioned destruction of a node sequence, beam-ends and cover board successively dissipate largely Seismic energy, final guarantee node have preferable energy dissipation capacity.As shown in figure 8, the hysteresis loop of node is full, it is 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 (10)

1. a kind of three side plate nodes for eccentric beam-to-column joint, which is characterized in that including being arranged in multi-cavity steel tube concrete group The first steel plate (3) and the second steel plate (4) of zygostyle both sides, and be arranged on the side wall of multi-cavity steel tube concrete coupled column Three steel plates (5), third steel plate (5) are parallel with the first steel plate (3) and between the first steel plate (3) and the second steel plate (4);Steel Otic placode (7) is both provided on beam top flange, lower flange, otic placode (7) is connected with the first steel plate (3), third steel plate (5), girder steel Web both sides are symmetrically arranged with angle cleat (6).
2. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that the multi-cavity Concrete filled steel tube coupled column includes the sleeper positioned at both ends, and parallel web is provided between two sleeper, is led between web Cross partition board connection.
3. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that described first Steel plate (3), the second steel plate (4) are welded in by weld seam on multi-cavity steel tube concrete coupled column.
4. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that the girder steel Two parallel otic placodes (7) are set along its length at the top of top flange, and girder steel lower flange bottom is arranged two along its length Parallel otic placode (7).
5. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that the third Steel plate (5) is by fillet weld seam on multi-cavity steel tube concrete coupled column.
6. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that described first Offer hole on steel plate (3), third steel plate (5), otic placode (7) and angle cleat (6), otic placode (7) and the first steel plate (3), the Three steel plates (5) are connected by high-strength bolt, and angle cleat (6) passes through high-strength bolt phase with the first steel plate (3), third steel plate (5) Even.
7. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that the girder steel End set for steel I-beam, and girder steel has ribbed stiffener.
8. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 1, which is characterized in that described first The first ribbed stiffener (8) is both provided between steel plate (3) and third steel plate (5) and between third steel plate (5) and the second steel plate.
9. a kind of three side plate nodes for eccentric beam-to-column joint according to claim 8, which is characterized in that described first Ribbed stiffener (8) and the sidewall spacers of multi-cavity steel tube concrete coupled column are arranged, and are all provided at the top and bottom of the first ribbed stiffener (8) It is equipped with the second ribbed stiffener (9).
10. a kind of assembly method of three side plate nodes for eccentric beam-to-column joint, which is characterized in that set third steel plate (5) It sets on multi-cavity steel tube concrete coupled column, and the first steel plate is fixed by weld seam in multi-cavity steel tube concrete coupled column both sides (3) it is arranged in parallel with the first steel plate (3) with the second steel plate (4), third steel plate (5), then at the first steel plate (3) and third steel plate (5) the first ribbed stiffener (8) is provided between and between third steel plate (5) and the second steel plate, and at the top of the first ribbed stiffener (8) The second ribbed stiffener (9) is set with bottom, obtains prefabricated multi-cavity steel tube concrete coupled column;
2 parallel otic placodes (7) are set along its length at the top of girder steel top flange, in girder steel lower flange bottom along length side To two parallel otic placodes (7) of setting, it is symmetrically arranged with angle cleat (6) in the web both sides of girder steel, is obtained prefabricated Girder steel;
Then prefabricated multi-cavity steel tube concrete coupled column and girder steel are transported to scene, by concreting in multi-cavity steel tube In concrete combination column, then by prefabricated steel beam lifting to node region, by high-strength bolt by otic placode (7) and the first steel plate (3), third steel plate (5) is connected, and angle cleat (6) is connected with the first steel plate (3), third steel plate (5) by high-strength bolt, complete At assembly.
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CN104100007A (en) * 2014-07-16 2014-10-15 天元建设集团有限公司 Double-lug-plate type square tube column and H-shaped steel frame variable-beam-depth assembly joint and construction method thereof

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US6237303B1 (en) * 1995-04-11 2001-05-29 Seismic Structural Design Steel frame stress reduction connection
JP2002201711A (en) * 2000-12-28 2002-07-19 Nkk Corp Beam-column connection structure of steel-pipe column
CN102587577A (en) * 2012-03-15 2012-07-18 天津大学 Steel tube-I beam combination steel tube concrete special-shaped columns and manufacture method thereof
CN103290930A (en) * 2013-04-03 2013-09-11 青岛理工大学 L-shaped reinforcing plate bolt connecting device
CN104100007A (en) * 2014-07-16 2014-10-15 天元建设集团有限公司 Double-lug-plate type square tube column and H-shaped steel frame variable-beam-depth assembly joint and construction method thereof

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