CN105863080B - A kind of bilateral plate node and assembly method by lower flange connection - Google Patents
A kind of bilateral plate node and assembly method by lower flange connection Download PDFInfo
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- CN105863080B CN105863080B CN201610343483.4A CN201610343483A CN105863080B CN 105863080 B CN105863080 B CN 105863080B CN 201610343483 A CN201610343483 A CN 201610343483A CN 105863080 B CN105863080 B CN 105863080B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
-
- 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
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2415—Brackets, gussets, joining plates
-
- 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
- E04B2001/2454—Connections between open and closed section profiles
Abstract
A kind of bilateral plate node and assembly method by lower flange connection, including the steel plate in multi-cavity steel tube concrete coupled column both sides is set, it is connected by side bottom plate between two steel plate bottoms；Girder steel top flange is provided with upper cover plate, and girder steel lower flange bottom offers through-hole, and girder steel lower flange is arranged on the bottom plate of side, and upper cover plate is connected with steel plate, and the web both sides of girder steel are symmetrically arranged with angle cleat.Multi-cavity steel tube concrete column of the present invention and girder steel dual-sided board rigid connection node connection type and mode of transfer force are unique, and the use with full-height side plate is detached with post jamb due to beam-ends.Physical isolation between beam, column changes the Path of Force Transfer of conventional node, eliminate triaxial stress concentration, plastic hinge can not only be made by being moved on on beam outside node, and eliminate the defect of the dependence of the edge of a wing tear failure of conventional node column and joint rotation ability to column web weakness plate area.
Description
Technical field
The present invention relates to a kind of multi-cavity steel tube concrete composite structures of construction engineering technical field, and in particular to Yi Zhongtong
Cross the bilateral plate node and assembly method of lower flange connection.
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 bilateral plate node connected by lower flange and assembly sides
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 bilateral plate node connected by lower flange, including the steel in multi-cavity steel tube concrete coupled column both sides is set
Plate is connected by side bottom plate between two steel plate bottoms；Girder steel top flange is provided with upper cover plate, and girder steel lower flange bottom offers
Through-hole, girder steel lower flange are arranged on the bottom plate of side, and upper cover plate is connected with steel plate, and the web both sides of girder steel are symmetrically arranged with joint angle
Steel.
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.
The steel plate is arranged by weld seam on multi-cavity steel tube concrete coupled column.
The upper cover plate is connect by fillet weld with steel plate.
The side bottom plate is connect by fillet weld with steel plate.
Locating holes are offered on each steel plate, hole is offered on angle cleat, by bolt by steel plate and joint angle
Steel is fixed.
The girder steel is steel I-beam.
Threaded hole is offered on the side bottom plate, and threaded hole, side bottom plate and girder steel lower flange are offered on girder steel lower flange
It is bolted.
A kind of assembly method of the bilateral plate node connected by lower flange, is first fixed on Multi-cavity steel by steel plate by weld seam
Side bottom plate is arranged then at steel plate bottom in pipe concrete coupled column both sides, and side bottom plate connects steel plate, obtains prefabricated Multi-cavity steel
Pipe concrete coupled column；Upper cover plate is set on steel I-beam top flange, two angle cleats are arranged in steel I-beam web
Place, and threaded hole is opened up in steel I-beam lower flange, obtain prefabricated girder steel；Then by prefabricated multi-cavity steel tube concrete
Coupled column and girder steel are transported to scene, by concreting in multi-cavity steel tube concrete coupled column, then by prefabricated girder steel
It is lifted into node region from the top down so that steel I-beam lower flange and side contacts baseplate, using bolt by angle cleat and steel
Plate is fixed, then is connect side bottom plate with steel I-beam lower flange using bolt, and upper cover plate is completed with steel plate by being welded to connect
Assembly.
Compared with prior art, beneficial effects of the present invention are embodied in：
(1) the steel plate bottom for being arranged in coupled column both sides is connected by the present invention by side bottom plate, is arranged in girder steel top flange
Upper cover plate opens up hole in girder steel lower flange, is connect with steel plate by upper cover plate, and girder steel lower flange is arranged on the bottom plate of side, multi-cavity
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. steel plate), multi-cavity steel tube concrete combines shaft and keeps integrality, makes
Steel pipe inner concrete pours more convenient, be easily guaranteed that the pouring quality of nodes domains concrete.
(3) since girder steel only gives moment of flexure Shear transfer to dual-sided board (i.e. steel by upper cover plate, side bottom plate and angle cleat
Plate) so that girder steel can be detached with styletable, reduce the clear span of girder steel, can reduce steel depth of beam to a certain extent, be met
Demand of the residential customer to residential function.
(4) node assembling degree of the invention is high, multi-cavity steel tube concrete coupled column, steel plate, girder steel, upper cover plate, side
Bottom 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 connected using fillet weld when node in-site installation of the present invention, weldquality is easily guaranteed that, node connection is reliable.
Further, since steel plate and concrete filled steel tube coupled column only pass through solder design, concrete filled steel tube in outer post jamb
Inside does not have weld seam, and 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 steel plate, and 4 be upper cover plate, and 5 be side bottom plate, and 6 are
Angle cleat, 7 be bolt.
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 the steel plate 3 being arranged in multi-cavity steel tube concrete coupled column both sides, i.e. 2 steel plate settings
In multi-cavity steel tube concrete coupled column both sides, two 3 bottoms of steel plate by side bottom plate 5 be connected, and one end of side bottom plate 5 with it is more
Chamber concrete filled steel tube coupled column contacts；Upper cover plate 4, side bottom plate 5 are connect by fillet weld with steel plate 3, and steel plate 3 passes through weldering
It seams and sets on multi-cavity steel tube concrete coupled column.
Girder steel top flange is provided with upper cover plate 4, and upper cover plate 4 is connect by fillet weld with steel plate 3, and girder steel lower flange bottom is opened
Equipped with through-hole, girder steel lower flange is arranged on side bottom plate 5, and 4 both sides of upper cover plate are connected with steel plate 3, are symmetrically set at the web of girder steel
It is equipped with angle cleat 6, i.e. an angle cleat 6 is arranged in the web side of girder steel, offers hole on each angle cleat 6, each
Locating holes are offered on steel plate 3, angle cleat 6 is fixed by bolt and steel plate 3.In the present invention girder steel by upper cover plate,
First ribs is connected to the overhanging end of the steel plate 3 of multi-cavity steel tube concrete coupled column both sides.
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 of girder steel has ribbed stiffener.
The assembly method of above-mentioned a kind of bilateral plate node connected by lower flange, referring to Fig. 1, in advance in steel plate according to setting
Locating holes are counted, then steel plate 3 is fixed on multi-cavity steel tube concrete coupled column both sides by weld seam, are set then at each steel plate bottom
Side bottom plate 5 is set, side bottom plate 5 connects the steel plate of multi-cavity steel tube concrete coupled column both sides, and it is mixed to obtain prefabricated multi-cavity steel tube
Solidifying local soil type zygostyle；Referring to Fig. 2, hole is first opened up on angle cleat 6, then upper cover plate 4 is arranged on steel I-beam top flange,
Threaded hole is opened up on steel I-beam lower flange, two angle cleats 6 are arranged at steel I-beam web, are obtained prefabricated
Girder steel；Referring to Fig. 3, then prefabricated multi-cavity steel tube concrete coupled column and girder steel are transported to scene, by concreting
It is lifted into node region from the top down in multi-cavity steel tube concrete coupled column, then by prefabricated girder steel so that steel I-beam
Lower flange is contacted with side bottom plate 5, is fixed angle cleat 6 and steel plate 3 using bolt 7, then uses bolt 7 by steel I-beam bottom wing
Edge is fixed with side bottom plate 5, and upper cover plate 4 is connected with the steel plate of both sides, completes assembly.
It can be prefabricated in the factory in the present invention and complete steel plate according to positioning welding in multi-cavity steel tube concrete coupled column both sides,
And side bottom plate is set two 3 bottoms of steel plate, two steel plates are connected by side bottom plate.First prefabricated girder steel, upper cover in factory
Then upper cover plate in factory according to design size is welded in girder steel top flange and according to design size by plate and angle cleat
Open up threaded hole in girder steel lower flange, angle cleat be welded on according to location dimension at steel beam web plate, the above process be
It is prefabricated in advance in factory, the inconvenience of field fabrication is saved, efficiency is improved.When in-site installation, from top to bottom by girder steel
Lifting is positioned at node region, the steel plate of angle cleat and multi-cavity steel tube concrete coupled column both sides by installing screw connection,
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 (7)
1. a kind of bilateral plate node connected by lower flange, which is characterized in that combined in multi-cavity steel tube concrete including setting
The steel plate (3) of column both sides is connected by side bottom plate (5) between two steel plate (3) bottoms；Girder steel top flange is provided with upper cover plate
(4), girder steel lower flange bottom offers through-hole, and girder steel lower flange is arranged on side bottom plate (5), upper cover plate (4) and steel plate (3) phase
Even, the web both sides of girder steel are symmetrically arranged with angle cleat (6)；Locating holes are offered on each steel plate (3)；
The multi-cavity steel tube concrete coupled column includes the sleeper positioned at both ends, and parallel abdomen is provided between two sleeper
Plate is connected by partition board between web；
The steel plate (3) is arranged by weld seam on multi-cavity steel tube concrete coupled column.
2. a kind of bilateral plate node connected by lower flange according to claim 1, which is characterized in that the upper cover plate
(4) it is connect with steel plate (3) by fillet weld.
3. a kind of bilateral plate node connected by lower flange according to claim 1, which is characterized in that the side bottom plate
(5) it is connect with steel plate (3) by fillet weld.
4. a kind of bilateral plate node connected by lower flange according to claim 1, which is characterized in that angle cleat
(6) hole is offered on, is fixed steel plate and angle cleat by bolt (7).
5. a kind of bilateral plate node connected by lower flange according to claim 1, which is characterized in that the girder steel is
Steel I-beam.
6. a kind of bilateral plate node connected by lower flange according to claim 1, which is characterized in that the side bottom plate
(5) threaded hole is offered on, threaded hole is offered on girder steel lower flange, and side bottom plate and girder steel lower flange are bolted.
7. a kind of assembly method of the bilateral plate node connected by lower flange, which is characterized in that steel plate (3) is first passed through weld seam
Multi-cavity steel tube concrete coupled column both sides are fixed on, then at steel plate bottom setting side bottom plate (5), side bottom plate (5) connects steel plate,
Obtain prefabricated multi-cavity steel tube concrete coupled column；Upper cover plate (4) is set on steel I-beam top flange, by two joint angles
Steel (6) setting opens up threaded hole at steel I-beam web, and in steel I-beam lower flange, obtains 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 concrete group
In zygostyle, then prefabricated girder steel is lifted into node region from the top down so that steel I-beam lower flange connects with side bottom plate (5)
It touches, it is using bolt (7) that angle cleat (6) and steel plate (3) is fixed, then will be under side bottom plate (5) and steel I-beam using bolt (7)
The edge of a wing connects, and upper cover plate (4) is completed assembly with steel plate by being welded to connect.
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| CN201610343483.4A CN105863080B (en) | 2016-05-20 | 2016-05-20 | A kind of bilateral plate node and assembly method by lower flange connection |
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| CN201610343483.4A CN105863080B (en) | 2016-05-20 | 2016-05-20 | A kind of bilateral plate node and assembly method by lower flange connection |
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| CN109610650B (en) * | 2018-11-23 | 2020-07-14 | 大连理工大学 | Method for calculating bending resistance bearing capacity and bending moment-corner curve of steel pipe concrete column-steel beam cross-core bolt connection node |
| CN110748011B (en) * | 2019-10-31 | 2020-07-14 | 北京天邦巨成科技有限公司 | Supporting node of crossbeam |
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| JPH06307096A (en) * | 1993-04-21 | 1994-11-01 | Fujita Corp | Construction method for temporary roof in building works |
| CN1169764A (en) * | 1994-12-13 | 1998-01-07 | 大卫·L·霍顿 | Steel moment resisting foame beam-to-column connections |
| CN100587179C (en) * | 2007-07-31 | 2010-02-03 | 北京工业大学 | Beam end weakened replacement type steel frame beam shock proof node |
| CN101581115B (en) * | 2009-06-08 | 2010-11-10 | 清华大学 | Mixed steel-concrete composite frame structure |
| 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 |
| CN205637171U (en) * | 2016-05-20 | 2016-10-12 | 西安建筑科技大学 | Two curb plate nodes through lower flange connection |
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