CN105839793B - Multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method - Google Patents
Multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method Download PDFInfo
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- CN105839793B CN105839793B CN201610342419.4A CN201610342419A CN105839793B CN 105839793 B CN105839793 B CN 105839793B CN 201610342419 A CN201610342419 A CN 201610342419A CN 105839793 B CN105839793 B CN 105839793B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 203
- 239000010959 steel Substances 0.000 title claims abstract description 203
- 238000000034 method Methods 0.000 title claims abstract description 15
- 241001669679 Eleotris Species 0.000 claims description 6
- 238000005192 partition Methods 0.000 claims description 6
- 239000003351 stiffener Substances 0.000 claims description 6
- 239000002689 soil Substances 0.000 claims description 3
- 210000001015 abdomen Anatomy 0.000 claims 1
- 230000015271 coagulation Effects 0.000 claims 1
- 238000005345 coagulation Methods 0.000 claims 1
- 238000009434 installation Methods 0.000 abstract description 11
- 230000007547 defect Effects 0.000 abstract description 3
- 238000002955 isolation Methods 0.000 abstract description 3
- 238000010586 diagram Methods 0.000 description 8
- 238000003466 welding Methods 0.000 description 8
- 230000006378 damage Effects 0.000 description 6
- 238000010276 construction Methods 0.000 description 5
- 239000000463 material Substances 0.000 description 5
- 230000021715 photosynthesis, light harvesting Effects 0.000 description 5
- 230000005540 biological transmission Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 230000035515 penetration Effects 0.000 description 3
- 239000002131 composite material Substances 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 229910000679 solder Inorganic materials 0.000 description 2
- VOXZDWNPVJITMN-ZBRFXRBCSA-N 17β-estradiol Chemical compound OC1=CC=C2[C@H]3CC[C@](C)([C@H](CC4)O)[C@@H]4[C@@H]3CCC2=C1 VOXZDWNPVJITMN-ZBRFXRBCSA-N 0.000 description 1
- 238000010521 absorption reaction Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008602 contraction Effects 0.000 description 1
- 238000005034 decoration Methods 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
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- 230000008447 perception Effects 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/185—Connections not covered by E04B1/21 and E04B1/2403, e.g. connections between structural parts of different material
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Abstract
Multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method, steel plate including multi-cavity steel tube concrete coupled column two sides are arranged in, girder steel top flange is provided with upper cover plate, lower flange is provided with lower pallet, two angle cleats are provided at the web of girder steel, upper cover plate, lower pallet are connect with steel plate.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 moving 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.Meet the design and principle of " strong column and weak beam, the strong weak component of node ".Node can be divided into 2 parts and be prefabricated in the factory respectively completions simultaneously, and in-site installation only need to be assembled simply, the simple assembling degree height of joint structure.
Description
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 multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method.
Background technique
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 bearing capacity height, plasticity and good toughness, easy for construction.
What China " rectangular steel tube with concrete infilled technical regulation " (GECS159:2004) was provided at present 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 ring 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 disadvantage that
(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 side length is smaller, but also will harm
Pipe inner concrete is hindered to pour, in addition in post jamb same place two sides melt-through weld, steel generate larger welding for flange of beam and internal partition
Residual stress, so that the steel at node are easy to produce layering or brittle break.
(2) architectural appearance and use are influenced.Such as outer ring plate node, the node construction is simple, power transmission is clear, not by steel pipe
The limitation of side length, 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 causes the prominent elevation of building of reinforcing ring, 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.
Summary of the invention
In view of the deficiencies of the prior art, the present invention provides a kind of multi-cavity steel tube concrete coupled columns and girder steel to be rigidly connected
Node and assembly method, by using beam-ends and post jamb fate from full-height side plate, meet " strong column and weak beam, the strong weak structure of node
The design principle of part ", while the penetration weld of conventional node is avoided when the node in-site installation, it is all made of the fillet welding of single direction
Seam connection, weldquality is high, and 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.
Multi-cavity steel tube concrete coupled column and girder steel rigid connection node, including be arranged in multi-cavity steel tube concrete coupled column
The steel plate of two sides, girder steel top flange are provided with upper cover plate, and lower flange is provided with lower pallet, and two companies are provided at the web of girder steel
Angle steel is connect, upper cover plate, lower pallet are connect with steel plate.
The multi-cavity steel tube concrete coupled column includes the sleeper positioned at both ends, is provided between two sleeper parallel
Web passes through partition between web and connects.
The steel plate is welded on multi-cavity steel tube concrete coupled column by weld seam.
The upper cover plate is connect by fillet weld with steel plate.
The lower pallet is connect by fillet weld with steel plate.
Locating holes are offered on each steel plate, offer hole on angle cleat, by bolt by steel plate and joint angle
Steel is fixed.
Angle cleat is connect by weld seam with steel plate.
The girder steel is steel I-beam.
The girder steel end is provided with ribbed stiffener.
A kind of assembly method of multi-cavity steel tube concrete coupled column and girder steel rigid connection node, first passes through weld seam for steel plate
Multi-cavity steel tube concrete coupled column two sides are fixed on, obtain prefabricated multi-cavity steel tube concrete coupled column, then upper cover plate is welded
It is connected on the steel I-beam top flange with ribbed stiffener, lower pallet is arranged on steel I-beam lower flange, by two angle cleats
It is arranged at steel I-beam web, obtains prefabricated girder steel；Then by prefabricated multi-cavity steel tube concrete coupled column and steel
Beam is transported to scene, by concreting in multi-cavity steel tube concrete coupled column, then prefabricated girder steel is hung from bottom to top
It is attached to node region, so that lower pallet is contacted with steel plate, and is bolted to connection angle steel and steel plate, then using fillet weld point
Steel plate is not connect with upper cover plate, steel plate is connect with lower pallet, and angle cleat is connect with steel plate by fillet weld, completes dress
Match.
Compared with prior art, the beneficial effects of the present invention are embodied in:
(1) multi-cavity steel tube concrete column and girder steel dual-sided board rigid connection node connection type and mode of transfer force are unique,
The use with full-height side plate is separated with post jamb due to beam-ends.Physical isolation between beam, column changes the power transmission of conventional node
Path eliminates triaxial stress concentration, plastic hinge can not only be made by moving on on beam outside node, and eliminate conventional node column
The defect of edge of a wing tear failure and joint rotation ability to the dependence in column web weakness plate area." strong column and weak beam, strong node are weak for satisfaction
The design and principle of component ".
(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 side plate and concrete filled steel tube coupled column only pass through solder design in outer post jamb, do not have inside concrete filled steel tube
There is weld seam, compared with conventional node, the joint structure is simple, reasonable stress.
(4) since girder steel only passes through upper cover plate, lower pallet and angle cleat for moment of flexure Shear transfer to dual-sided board, so that
Girder steel can be separated with styletable, reduce the clear span of girder steel, can be reduced steel depth of beam to a certain extent, be met residential customer
Demand to residential function.
(5) node assembling degree of the invention is high, steel pipe column, steel plate, girder steel, upper cover plate, lower pallet and angle cleat
Can be prefabricated in the factory completion, reduce the welding workload of installation, and in-site installation need to only position assembly.Joint form is simple, dress
It is high with degree is changed, it is quick and easy for installation.Due to being avoided when in-site installation using traditional penetration weld, traditional penetration weld is easy to make steel
Material generates larger welding residual stress, so that the steel at node are easy to produce layering or brittle break.Node scene of the present invention
It is all connected using unilateral fillet weld when installation, weldquality is easily guaranteed that, node connection is reliable.
Detailed description of the invention
Fig. 1 is cross-sectional view of the invention；
Fig. 2 is two-dimensional structure schematic diagram of the invention；
Fig. 3 is side view of the invention；
Fig. 4 is dual-sided board joint structure figure of the invention；
Fig. 5 is the schematic diagram of prefabricated multi-cavity steel tube concrete coupled column；
Fig. 6 is the schematic diagram of prefabricated girder steel.
Fig. 7 is assembling schematic diagram of the invention.
Fig. 8 is that schematic diagram is surrendered in lower flange on beam.
Fig. 9 is that beam-ends plastic hinge schematic diagram occurs.
Figure 10 is that cover board destroys schematic diagram.
Figure 11 is final destruction schematic diagram.
Figure 12 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 lower pallet, and 6 are
Angle cleat, 7 be bolt.
Specific embodiment
Elaborate with reference to the accompanying drawing to the embodiment of the present invention: the present embodiment is premised on technical solution of the present invention
Under implemented, the detailed implementation method and specific operation process are given, but protection scope of the present invention be not limited to it is following
Embodiment.
Referring to Fig. 1, Fig. 2, Fig. 3 and Fig. 4, the present invention includes the steel plate 3 that multi-cavity steel tube concrete coupled column two sides are arranged in,
I.e. 2 steel plate settings are in multi-cavity steel tube concrete coupled column two sides, and steel plate 3 is arranged by weld seam in multi-cavity steel tube concrete
On coupled column.
Girder steel top flange is provided with upper cover plate 4, and lower flange is provided with lower pallet 5, and two companies are provided at the web of girder steel
Connect angle steel 6, upper cover plate 4, lower pallet 5 are connect by fillet weld with steel plate 3, i.e., on girder steel lower flange respectively with upper cover plate and under
Supporting plate welding, the overhanging end of the steel plate 3 of multi-cavity steel tube concrete coupled column two sides, angle cleat are connected to by upper and lower supporting plate
Steel beam web plate is connect with steel plate 3, girder steel beam-ends is separated with styletable.
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 between web, and concreting is wherein.
Locating holes are offered on each steel plate 3, offer hole on angle cleat 6, are passed through on steel plate by bolt 7
Hole in locating holes and angle cleat, steel plate and angle cleat are fixed.
The girder steel is steel I-beam, and the end of girder steel is provided with ribbed stiffener.
The assembly method of above-mentioned multi-cavity steel tube concrete coupled column and girder steel rigid connection node, referring to Fig. 5, in advance in steel
Plate is fixed on multi-cavity steel tube concrete coupled column two sides by weld seam according to Design Orientation aperture, then by steel plate 3, obtains prefabricated
Multi-cavity steel tube concrete coupled column hole is first opened up on angle cleat 6, then upper cover plate 4 is welded in and is had referring to Fig. 6
On the steel I-beam top flange of ribbed stiffener, lower pallet 5 is arranged on steel I-beam lower flange, and two settings of angle cleat 6 are existed
At steel I-beam web, prefabricated girder steel is obtained；Referring to Fig. 7, then by prefabricated multi-cavity steel tube concrete coupled column and
Girder steel is transported to scene, by concreting in multi-cavity steel tube concrete coupled column, then from bottom to top by prefabricated girder steel
It is lifted into node region, so that lower pallet 5 is combined closely with steel plate 3, and is bolted to connection angle steel 6 and steel plate 3, is played
It is fixed temporarily effect, is then again respectively connect steel plate 3 with upper cover plate 4 using fillet weld, steel plate 3 is connect with lower pallet 5, will even
Angle steel 6 and steel plate 3 are connect by solder design, particularly: angle cleat a side is in contact with the web of steel I-beam, another
Side and steel plate 3 weld, and complete 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 two sides.
First prefabricated girder steel, upper cover plate, lower pallet and angle cleat in factory, then in factory by upper cover plate according to design size
It is welded in girder steel top flange and lower pallet and is welded on girder steel lower flange according to design size, angle cleat is welded according to positioning rule
It is very little at steel beam web plate, the above process be in the factory shift to an earlier date it is prefabricated, save the inconvenience of field fabrication, improve effect
Rate.When in-site installation, girder steel is lifted from bottom to top and is positioned at node region, angle cleat and multi-cavity steel tube concrete coupled column
The steel plate of two sides passes through installation screw connection, the position of fixed girder steel.
Node of the present invention has two big innovations: beam-ends and post jamb fate are 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 moving 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 failure mode and node of the invention is illustrated 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 software, 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 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 connecting node of the invention is as illustrated in figs. 8-12.(1) work as water
When flat external force, lower flange initially enters plasticity on node region beam-ends, and cover board and side plate are in addition to small part stress concentration
Region surrender is outer, remaining most of region steel is still in elastic stage (as shown in Figure 8).(2) as external force increases, beam-ends is first
Occur plastic hinge (as shown in Figure 9) first in other parts, deck portion region steel, which are surrendered, at this time enters the plastic stage, and side
Plate is overseas except small part stress concentration region, and 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 two sides and side plate join domain steel plate shearing are surrendered, 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 Figure 10 institute
Show).(4) as shown in figure 11, being continuously increased with load, structure is finally destroyed, at this time lower flange buckling on beam-ends, 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 partially 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, structure has the time-continuing process of an energy absorption and dissipation.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 the size that structure absorbs 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 into space.Lost
A possibility that energy is more, and structure is destroyed are 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 12, the hysteresis loop of node is full, does not have
Apparent Draw shrinkage, dissipate a large amount of seismic energies, and the energy dissipation capacity of node is good, has stronger anti-seismic performance.
Claims (4)
1. multi-cavity steel tube concrete coupled column and girder steel rigid connection node, which is characterized in that mixed in multi-cavity steel tube including setting
The steel plate (3) of solidifying local soil type's zygostyle two sides, girder steel top flange are provided with upper cover plate (4), and lower flange is provided with lower pallet (5), girder steel
Web at be provided with two angle cleats (6), upper cover plate (4), lower pallet (5) are connect with steel plate (3)；
The multi-cavity steel tube concrete coupled column includes the sleeper positioned at both ends, is provided with parallel abdomen between two sleeper
Plate passes through partition between web and connects；
The steel plate (3) is welded on multi-cavity steel tube concrete coupled column by weld seam；
Locating holes are offered on each steel plate (3), angle cleat offers hole on (6), by bolt (7) by steel plate and company
Angle steel is connect to fix；
The lower pallet (5) is connect by fillet weld with steel plate (3)；
Angle cleat is connect by weld seam with steel plate (3)；
The girder steel end is provided with ribbed stiffener；
Lower pallet (5) width is greater than steel plate spacing.
2. multi-cavity steel tube concrete coupled column according to claim 1 and girder steel rigid connection node, which is characterized in that institute
Upper cover plate (4) are stated to connect by fillet weld with steel plate (3).
3. multi-cavity steel tube concrete coupled column according to claim 1 and girder steel rigid connection node, which is characterized in that institute
Stating girder steel is steel I-beam.
4. a kind of assembly method of multi-cavity steel tube concrete coupled column and girder steel rigid connection node as described in claim 1,
It is characterized in that, steel plate (3) is first fixed on multi-cavity steel tube concrete coupled column two sides by weld seam, prefabricated multi-cavity is obtained
Concrete filled steel tube coupled column, then upper cover plate (4) is welded on the steel I-beam top flange with ribbed stiffener, lower pallet (5) is set
It sets on steel I-beam lower flange, two angle cleats (6) is arranged at steel I-beam web, prefabricated girder steel is obtained；
Then prefabricated multi-cavity steel tube concrete coupled column and girder steel are transported to scene, by concreting in multi-cavity steel tube coagulation
In local soil type's zygostyle, then prefabricated girder steel is lifted into node region from bottom to top, so that lower pallet (5) is contacted with steel plate (3),
And angle steel (6) and steel plate (3) are bolted to connection, then respectively connect steel plate (3) with upper cover plate (4) using fillet weld,
Steel plate (3) is connect with lower pallet (5), and angle cleat (6) is connect with steel plate (3) by fillet weld, completes assembly.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201610342419.4A CN105839793B (en) | 2016-05-20 | 2016-05-20 | Multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method |
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| CN201610342419.4A CN105839793B (en) | 2016-05-20 | 2016-05-20 | Multi-cavity steel tube concrete coupled column and girder steel rigid connection node and assembly method |
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| CN105839793B true CN105839793B (en) | 2019-01-22 |
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| CN107165274B (en) * | 2017-04-09 | 2019-04-05 | 北京工业大学 | A kind of more high-rise assembled modularization Self-resetting steel construction H profile steel column frame systems |
| CN107119800B (en) * | 2017-04-09 | 2019-04-05 | 北京工业大学 | A kind of more high-rise assembled modularization Self-resetting steel construction square tube column frame systems |
| CN108678187A (en) * | 2018-07-26 | 2018-10-19 | 西安建筑科技大学 | A kind of dual-sided board adds the concrete column reinforcing joint of internal partition |
| CN109098352B (en) * | 2018-10-24 | 2024-02-23 | 张云天 | Prefabricated assembled steel pipe concrete column splicing structural member and construction method thereof |
| CN110016970A (en) * | 2019-05-06 | 2019-07-16 | 河南绿建建筑科技有限公司 | Steel concrete compound tube upper and lower side exempts from welding angle steel flange structure |
| CN113931324A (en) * | 2021-11-22 | 2022-01-14 | 中建安装集团有限公司 | Cross steel rib column full-bolt rigid connection node and construction method |
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| US5660017A (en) * | 1994-12-13 | 1997-08-26 | Houghton; David L. | Steel moment resisting frame beam-to-column connections |
| CN101525906A (en) * | 2008-03-05 | 2009-09-09 | 株式会社Itec | Connecting structure for steel frame columns and steel frame girders |
| CN202416586U (en) * | 2012-02-07 | 2012-09-05 | 北京建筑工程学院 | Beam-end cover plate reinforced-bolted splice joint for steel framework |
| CN204753817U (en) * | 2015-06-24 | 2015-11-11 | 宿迁学院 | Steel structure beam column joint |
| CN205637170U (en) * | 2016-05-20 | 2016-10-12 | 西安建筑科技大学 | Multicavity steel pipe -concrete composite post and girder steel rigid connection node |
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- 2016-05-20 CN CN201610342419.4A patent/CN105839793B/en not_active Expired - Fee Related
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US5660017A (en) * | 1994-12-13 | 1997-08-26 | Houghton; David L. | Steel moment resisting frame beam-to-column connections |
| CN101525906A (en) * | 2008-03-05 | 2009-09-09 | 株式会社Itec | Connecting structure for steel frame columns and steel frame girders |
| CN202416586U (en) * | 2012-02-07 | 2012-09-05 | 北京建筑工程学院 | Beam-end cover plate reinforced-bolted splice joint for steel framework |
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| CN205637170U (en) * | 2016-05-20 | 2016-10-12 | 西安建筑科技大学 | Multicavity steel pipe -concrete composite post and girder steel rigid connection node |
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