CN106013466A - Double-side-plate joint in bolted connection and assembling method - Google Patents
Double-side-plate joint in bolted connection and assembling method Download PDFInfo
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- CN106013466A CN106013466A CN201610343194.4A CN201610343194A CN106013466A CN 106013466 A CN106013466 A CN 106013466A CN 201610343194 A CN201610343194 A CN 201610343194A CN 106013466 A CN106013466 A CN 106013466A
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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
- E04B1/30—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts being composed of two or more materials; Composite steel and concrete constructions
Abstract
The invention provides a double-side-plate joint in bolted connection and an assembling method. The double-side-plate joint comprises a first steel plate and a second steel plate which are arranged on the two sides of a multi-cavity steel pipe concrete combination column and arranged in parallel. Multiple lug plates are arranged on the two sides of an upper flange and the two sides of a lower flange of a steel beam. The lug plates are connected with the first steel plate and the second steel plate. Connecting steel angles are symmetrically arranged on the two sides of a web of the steel beam. The double-side-plate joint is high in assembling degree, the multi-cavity steel pipe concrete combination column, the steel plates, the steel beam, the lug plates and the connecting steel angles can all be prefabricated in a factory, the welding workload of installation is reduced, and only locating assembling is needed for field installation. The joint is simple in manner, high in assembling degree and convenient and quick to install. Due to the fact that traditional fusion-through welding is prevented from being adopted in field installation, the relatively large welding residual stress of steel is likely to be generated through traditional fusion-through welding, and the steel of the position of the joint is likely to be layered or prone to brittle failure. The joint is connected completely through high-strength bolts during field installation, the assembling degree is high, and joint connection is reliable.
Description
Technical field
The present invention relates to the multi-cavity steel tube concrete composite column structure system of a kind of construction engineering technical field, be specifically related to a kind of bolted dual-sided board node and assembly method.
Background technology
Multi-cavity steel tube concrete coupled column combined structure system solves the problem of suspension column evagination in dwelling house system as a kind of novel concrete filled steel tube composite column structure system, the most this new structural systen has given full play to steel pipe and the strong point of concrete bi-material, has bearing capacity height, plasticity and the advantage such as good toughness, easy construction.
At present China " rectangular steel tube with concrete infilled technical regulation " (GECS159:2004) provide for concrete filled steel tube coupled column steel beam joint mainly by the node of the forms such as internal partition formula, outer shroud be board-like.But up to the present, in prior art, concrete filled steel tube coupled column is connected with steel beam joint and has 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 the requirement of rigid joint, but this node could use when tubing string limit is longer.Because not only weld difficulty when the length of side is less, and would interfere with pipe inner concrete and pour, additionally flange of beam produces bigger welding residual stress with internal partition at post jamb same place both sides melt-through weld, steel so that the steel at node easily produce layering or brittle break.
(2) architectural appearance and use are affected.Such as outer ring plate node, this node construction is simple, power transmission clear and definite, is not limited by the steel pipe length of side, but needs sufficiently large horizontal ring flat-plate to ensure the intensity of node, and steel using amount is bigger than inner diaphragm joint.And when being applied to edge-corner column, horizontal ring flat-plate not only hinders the installation of wallboard, and causes reinforcing ring to highlight elevation of building so that have salient angle at indoor and outdoor node, affect perception, need to solve by decoration or furred ceiling.
(3) node mechanical property and the simplification of construction, economy can not be satisfactory to both parties.In actual applications, some node type mechanical property is preferable, the integral rigidity of node, but material usage is big, construction complexity.
Summary of the invention
The present invention is directed to the deficiencies in the prior art, it is provided that a kind of bolted dual-sided board node and assembly method, by use beam-ends and post jamb fate from and full-height side plate, meeting the design principle of " strong column and weak beam, the weak component of strong node ", joint structure is simple, power transmission is clear and definite, and assembling degree is high.
For achieving the above object, the present invention is achieved through the following technical solutions.
A kind of bolted dual-sided board node, including being arranged on the first steel plate and second steel plate of multi-cavity steel tube concrete coupled column both sides, the first steel plate and the second steel plate be arranged in parallel；Girder steel top flange, both sides, lower flange are provided with some otic placodes, otic placode and the first steel plate, the second steel plate and are connected, and the web lateral symmetry of girder steel is provided with angle cleat.
Described multi-cavity steel tube concrete coupled column includes the sleeper being positioned at two ends, is provided with parallel web, is connected by dividing plate between web between two sleeper.
Described first steel plate, the second steel plate are all welded on multi-cavity steel tube concrete coupled column by weld seam.
Both sides, described girder steel top flange arrange two parallel otic placodes along its length, and both sides, girder steel lower flange arrange two parallel otic placodes along its length.
All offering porose on described first steel plate, the second steel plate and otic placode, the otic placode of girder steel side and the first steel plate are connected by bolt, girder steel another otic placode and the second steel plate be bolted.
Described girder steel is steel I-beam.
The end of described girder steel is provided with ribbed stiffener.
The assembly method of a kind of bolted dual-sided board node, arranges the first parallel steel plate and the second steel plate in multi-cavity steel tube concrete coupled column both sides by weld seam, obtains prefabricated multi-cavity steel tube concrete coupled column；Arranging 2 parallel otic placodes along its length in both sides, girder steel top flange, arrange two parallel otic placodes along its length in both sides, girder steel lower flange, the web lateral symmetry at girder steel is provided with angle cleat, 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 coupled column, again by prefabricated steel beam lifting to node region, by high-strength bolt, otic placode and first steel plate of girder steel side are connected, the otic placode of opposite side and the second steel plate are connected, and complete assembling.
Compared with prior art, beneficial effects of the present invention is embodied in:
(1) present invention by arranging the first steel plate and the second steel plate in coupled column both sides, and the first steel plate and the second steel plate are parallel, the top flange and lower flange of girder steel arrange some otic placodes, by the otic placode of girder steel both sides is connected with the first steel plate, the second steel plate, complete the assembling of node of column and beam, in the present invention, multi-cavity steel tube concrete post is unique, owing to beam-ends separates and the use of full-height side plate with post jamb with girder steel dual-sided board rigid connection node connected mode and mode of transfer force.Physical isolation between beam, post changes the Path of Force Transfer of conventional node, eliminate triaxial stress to concentrate, plastic hinge can not only be made to be moved on on beam by outside node, and eliminate the edge of a wing tear failure of conventional node post and the joint rotation ability defect to the dependence in column web weakness plate district.Meet design and the principle of " strong column and weak beam, the weak component of strong node ".
(2) due to the use of full-height dual-sided board (the i.e. first steel plate and the second steel plate), multi-cavity steel tube concrete combination shaft keeps integrity so that steel pipe inner concrete pours convenient, is easily guaranteed that the pouring quality of nodes domains concrete.
(3) only the first steel plate and the second steel plate are given by otic placode and angle cleat by moment of flexure Shear transfer due to girder steel, girder steel can be separated with styletable, decrease the clear span of girder steel, steel depth of beam can be reduced to a certain extent, meet the residential customer demand to residential function.
(4) the node assemblingization degree of the present invention is high, and multi-cavity steel tube concrete coupled column, steel plate, girder steel, otic placode, angle cleat all can be prefabricated in the factory, and reduces the welding job amount installed, and in-site installation only need to position assembling.Joint form is simple, and assemblingization degree is high, quick and easy for installation.Avoid using traditional penetration weld, tradition penetration weld easily to make steel produce bigger welding residual stress during due to in-site installation so that the steel at node easily produce layering or brittle break.During node in-site installation of the present invention, whole high-strength bolts connect, and assemblingization degree is high, and node connects reliable.
Further, owing to the first steel plate, the second steel plate by solder design, do not have weld seam with concrete filled steel tube coupled column post jamb the most outside inside concrete filled steel tube, compared with conventional node, this joint structure is simple, reasonable stress.
Accompanying drawing explanation
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 surrender schematic diagram in lower flange on beam.
Fig. 5 is that beam-ends plastic hinge schematic diagram occurs.
Fig. 6 is that cover plate destroys schematic diagram.
Fig. 7 is for finally destroying schematic diagram.
Fig. 8 is hysteresis loop figure.
In figure, 1 is multi-cavity steel tube concrete coupled column, and 2 is girder steel, and 3 is the first steel plate, and 4 is the second steel plate, and 5 is otic placode, and 6 is angle cleat.
Detailed description of the invention
Below in conjunction with the accompanying drawings embodiments of the invention are elaborated: the present embodiment premised on technical solution of the present invention under implement, give detailed embodiment and concrete operating process, but protection scope of the present invention be not limited to following embodiment.
Seeing Fig. 3, the present invention includes the first steel plate 3 and the second steel plate 4 being arranged on multi-cavity steel tube concrete coupled column both sides, and i.e. 2 steel plates are arranged on multi-cavity steel tube concrete coupled column both sides, and the first steel plate 3 and the second steel plate 4 be arranged in parallel；Top, girder steel top flange arranges two parallel otic placodes 5 along its length, arranges two parallel otic placodes 5 bottom girder steel lower flange along its length；All offering porose on first steel plate the 3, second steel plate 3 and otic placode 5, the otic placode 5 of girder steel side is connected by bolt and the first steel plate 3, and the otic placode 5 of opposite side is connected by bolt and the second steel plate 4.
In the present invention, girder steel is connected to the first steel plate and the overhanging end of the second steel plate of multi-cavity steel tube concrete coupled column both sides by the first steel plate, the second steel plate.
In the present invention, multi-cavity steel tube concrete coupled column includes the sleeper being positioned at two ends, is provided with parallel web, is connected by dividing plate between web between two sleeper.
Described girder steel is steel I-beam, and the end that girder steel is connected with multi-cavity steel tube concrete coupled column is provided with ribbed stiffener.
The assembly method of above-mentioned a kind of bolted dual-sided board node, see Fig. 1, in advance according to design locating holes on the first steel plate and the second steel plate, again 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, first steel plate 3 is parallel with the second steel plate 4, obtains prefabricated multi-cavity steel tube concrete coupled column；See Fig. 2, two parallel otic placodes 5 are first set along its length at top, girder steel top flange, two parallel otic placodes 5 are set bottom girder steel lower flange along its length, web lateral symmetry at girder steel is provided with angle cleat 6, i.e. steel beam web plate side arranges an angle cleat 6, obtains prefabricated girder steel；See Fig. 3, then 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, again prefabricated girder steel is lifted into node region from the top down, the otic placode 5 of girder steel side is connected by bolt and 5, the otic placode 5 of girder steel opposite side is connected by bolt and the second steel plate 4, completes assembling.
The present invention can be prefabricated in the factory the first steel plate, the second steel plate according to positioning welding in multi-cavity steel tube concrete coupled column both sides.First prefabricated girder steel and angle cleat in factory, then in factory, otic placode is welded on girder steel top flange and lower flange according to design size, on otic placode, screwed hole is offered according still further to design size, angle cleat is welded at steel beam web plate according to location dimension, said process is all the most prefabricated in the factory, save the inconvenience of field fabrication, improve efficiency.During in-site installation, girder steel is lifted from top to bottom and is positioned node region, otic placode and the first steel plate, the second steel plate are connected, the position of fixing girder steel.
Node of the present invention has two innovations greatly: beam-ends and post jamb fate from and the use of full-height side plate.Physical isolation between beam, post changes the Path of Force Transfer of conventional node, eliminate triaxial stress to concentrate, plastic hinge can not only be made to be moved on on beam by outside node, and eliminate the edge of a wing tear failure of conventional node post and the joint rotation ability defect to the dependence in column web weakness plate district.Meet design and the principle of " strong column and weak beam, the weak component of strong node ".Node can be divided into 2 parts to be prefabricated in the factory respectively simultaneously, and in-site installation only need to simply assemble, and joint structure simply assembling degree is high.
Below the failure mode of the present invention and the anti-seismic performance of node are illustrated.
The mechanical property being now row explanation novel joint with multi-cavity steel tube concrete coupled column girder steel U-shaped rigid joint.Utilizing ABAQUS software that node carries out finite element analysis, node post is the multi-cavity steel tube concrete coupled column of 200x600, and beam uses the welding H-bar of H350x150x6x10, and at node, dual-sided board and cover sheet thickness are all same with flange of beam thick.Finite element analysis results is as follows.
1. failure mode
The multi-cavity steel tube concrete coupled column girder steel rigid connection node of the present invention, owing to using multi-cavity steel tube concrete coupled column, steel pipe has stronger effect of contraction to concrete, and bearing capacity and ductility that shaft is overall are relatively good, achieve strong column and weak beam, the design requirement of the weak component of strong node.The destruction order connecting node of the present invention is as shown in figs. 4-7.(1) when horizontal external effect, on node region beam-ends, lower flange initially enters plasticity, and cover plate and side plate are in addition to small part region of stress concentration is surrendered, and remaining major part region steel is still in elastic stage (as shown in Figure 4).(2) increase along with external force, first beam-ends there is plastic hinge (as shown in Figure 5) prior to other parts, now deck portion region steel surrender enters the plastic stage, and side plate is overseas except small part area of stress concentration, and major part region steel are still in elastic stage.(3) due to the invigoration effect of steel material, when external force load persistently increases, cover plate both sides are surrendered with side plate join domain steel plate shearing, steel enter the plasticity stage, now node side plate major part region is still in elastic stage, only small part stress raiser steel plate surrender (as shown in Figure 6).(4) as it is shown in fig. 7, being continuously increased along with load, structure is finally destroyed, now lower flange flexing on beam-ends, and side plate is the most only partially into the plastic stage, and the side plate major part of node region is still in elastic stage.
2. the anti-seismic performance of node
According to conceptual Design of Earthquake Resistance principle, structure should possess multiple tracks and provide fortification against earthquakes line, it is to avoid cause integral system to destroy because partial component destroys, and also requires that structure should possess necessary intensity, good deformability and energy dissipation capacity simultaneously.The rigid connection node of the present invention, uses the mode of post and beam-ends isolation, and the node connector consisted of full-height side plate and cover plate transmits beam-ends moment of flexure and shearing.
Due to above-mentioned destruction order, when geological process, first beam-ends there is plastic hinge, consume certain seismic energy, back shroud shear yielding, dissipate seismic energy further, when finally destroying, the simply part surrender of node region side plate enters plasticity, and major part is still in elastic stage.Overall structure meets the design principle of " strong column and weak beam, the weak component of strong node ".
Before ductility refers to structure or destroys, its bearing capacity is without standing inelastic deformation ability under conditions of significantly reducing, in the Aseismic Design of structure, Ductility Index is a key property.The story drift of multi-cavity steel tube concrete coupled column girder steel U-shaped rigid joint is 7% 10%, meets China's code requirement.
When structure is in geological process, structure has an energy absorption and the time-continuing process of dissipation.When structure enters elastic-plastic behavior, its anti-seismic performance depends primarily on component energy dissipation capacity.The area that in hysteresis loop, load phase curve is surrounded can reflect that structure absorbs the size of energy；And the area that curve when unloading and curve when loading are surrounded is dissipation energy.These energy are the interior frictional resistance by material or local damage and energy become heat energy dissipation in space.The energy scattered and disappeared is the most, and the probability of structural deterioration is the least.Due to above-mentioned destruction of a node order, beam-ends and cover plate successively dissipate a large amount of seismic energy, final ensure node there is preferable energy dissipation capacity.As shown in Figure 8, the hysteresis loop of node is full, does not has obvious Draw shrinkage, and dissipate a large amount of seismic energy, and the energy dissipation capacity of node is good, has stronger anti-seismic performance.
Claims (8)
1. a bolted dual-sided board node, it is characterised in that include being arranged on multi-cavity steel tube concrete coupled column both sides
First steel plate (3) and the second steel plate (4), the first steel plate (3) and the second steel plate (4) be arranged in parallel；Girder steel top flange, under
Both sides, the edge of a wing are provided with some otic placodes (5), and otic placode (5) is connected with the first steel plate (3), the second steel plate (4), girder steel
Web lateral symmetry is provided with angle cleat (6).
One the most according to claim 1 bolted dual-sided board node, it is characterised in that described multi-cavity steel tube coagulation
Local soil type's zygostyle includes the sleeper being positioned at two ends, is provided with parallel web, is connected by dividing plate between web between two sleeper.
One the most according to claim 1 bolted dual-sided board node, it is characterised in that described first steel plate (3),
Second steel plate (4) is all welded on multi-cavity steel tube concrete coupled column by weld seam.
One the most according to claim 1 bolted dual-sided board node, it is characterised in that described girder steel top flange two
Side arranges two parallel otic placodes (5) along its length, and both sides, girder steel lower flange arrange two parallel ears along its length
Plate (5).
One the most according to claim 1 bolted dual-sided board node, it is characterised in that described first steel plate (3),
All offering porose on second steel plate (4) and otic placode (5), the otic placode (5) of girder steel side and the first steel plate (3) pass through bolt
Being connected, another otic placode (5) of girder steel is bolted with the second steel plate (4).
One the most according to claim 1 bolted dual-sided board node, it is characterised in that described girder steel is I-steel
Beam.
A kind of band side plate bolt node for eccentric beam column the most according to claim 6, it is characterised in that described girder steel
End be provided with ribbed stiffener.
8. the assembly method of a bolted dual-sided board node, it is characterised in that in multi-cavity steel tube concrete coupled column both sides
Parallel the first steel plate (3) and the second steel plate (4) are set by weld seam, obtain prefabricated multi-cavity steel tube concrete coupled column；
2 parallel otic placodes (5) are set along its length in both sides, girder steel top flange, set along its length in both sides, girder steel lower flange
Putting two parallel otic placodes (5), the web lateral symmetry at girder steel is provided with angle cleat (6), 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
In coupled column, then by prefabricated steel beam lifting to node region, by high-strength bolt by the otic placode (5) and first of girder steel side
Steel plate (3) is connected, and the otic placode (5) of opposite side is connected with the second steel plate (4), completes assembling.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610343194.4A CN106013466B (en) | 2016-05-20 | 2016-05-20 | A kind of bolted bilateral plate node and assembly method |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610343194.4A CN106013466B (en) | 2016-05-20 | 2016-05-20 | A kind of bolted bilateral plate node and assembly method |
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| CN106013466A true CN106013466A (en) | 2016-10-12 |
| CN106013466B CN106013466B (en) | 2019-01-29 |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106968338A (en) * | 2017-04-24 | 2017-07-21 | 西安建筑科技大学 | A kind of full bolting steel coupling beam of assembled bilateral template |
| WO2021016672A1 (en) * | 2019-07-31 | 2021-02-04 | Iron Matrix Pty Ltd | "a method and apparatus for stiffening a framework module for use in modular building construction" |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1169764A (en) * | 1994-12-13 | 1998-01-07 | 大卫·L·霍顿 | Steel moment resisting foame beam-to-column connections |
| 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 |
| CN102995758A (en) * | 2012-12-14 | 2013-03-27 | 金天德 | Rigid-connection node of combined steel-pipe concrete column and steel beam |
| 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 |
| CN105155684A (en) * | 2015-08-14 | 2015-12-16 | 浙江东南网架股份有限公司 | Steel frame integrated member for concrete core tube structures and assembly method thereof |
| CN105569191A (en) * | 2016-01-23 | 2016-05-11 | 安徽鸿路钢结构(集团)股份有限公司 | Steel-encased concrete composite beam-steel pipe column connection joint |
| CN205677091U (en) * | 2016-05-20 | 2016-11-09 | 西安建筑科技大学 | A kind of bolted dual-sided board node |
-
2016
- 2016-05-20 CN CN201610343194.4A patent/CN106013466B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1169764A (en) * | 1994-12-13 | 1998-01-07 | 大卫·L·霍顿 | Steel moment resisting foame beam-to-column connections |
| 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 |
| CN102995758A (en) * | 2012-12-14 | 2013-03-27 | 金天德 | Rigid-connection node of combined steel-pipe concrete column and steel beam |
| 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 |
| CN105155684A (en) * | 2015-08-14 | 2015-12-16 | 浙江东南网架股份有限公司 | Steel frame integrated member for concrete core tube structures and assembly method thereof |
| CN105569191A (en) * | 2016-01-23 | 2016-05-11 | 安徽鸿路钢结构(集团)股份有限公司 | Steel-encased concrete composite beam-steel pipe column connection joint |
| CN205677091U (en) * | 2016-05-20 | 2016-11-09 | 西安建筑科技大学 | A kind of bolted dual-sided board node |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106968338A (en) * | 2017-04-24 | 2017-07-21 | 西安建筑科技大学 | A kind of full bolting steel coupling beam of assembled bilateral template |
| WO2021016672A1 (en) * | 2019-07-31 | 2021-02-04 | Iron Matrix Pty Ltd | "a method and apparatus for stiffening a framework module for use in modular building construction" |
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| CN106013466B (en) | 2019-01-29 |
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