CN105863081A - Multi-cavity concrete filled steel tube combination column and steel beam bolt joint and assembly method - Google Patents

Multi-cavity concrete filled steel tube combination column and steel beam bolt joint and assembly method Download PDF

Info

Publication number
CN105863081A
CN105863081A CN201610343502.3A CN201610343502A CN105863081A CN 105863081 A CN105863081 A CN 105863081A CN 201610343502 A CN201610343502 A CN 201610343502A CN 105863081 A CN105863081 A CN 105863081A
Authority
CN
China
Prior art keywords
steel
plate
cavity
tube concrete
coupled column
Prior art date
Application number
CN201610343502.3A
Other languages
Chinese (zh)
Other versions
CN105863081B (en
Inventor
郝际平
薛强
樊春雷
孙晓岭
陈永昌
刘斌
黄育琪
王磊
尹伟康
刘瀚超
何梦楠
张峻铭
赵子健
Original Assignee
西安建筑科技大学
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 西安建筑科技大学 filed Critical 西安建筑科技大学
Priority to CN201610343502.3A priority Critical patent/CN105863081B/en
Publication of CN105863081A publication Critical patent/CN105863081A/en
Application granted granted Critical
Publication of CN105863081B publication Critical patent/CN105863081B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Classifications

    • 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
    • E04B1/30Structures 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 relates to a multi-cavity concrete filled steel tube combination column and steel beam bolt joint and an assembly method. The multi-cavity concrete filled steel tube combination column and steel beam bolt joint comprises steel plates arranged at the two sides of a multi-cavity concrete filled steel tube combination column, and a first ear plate is arranged at the top of each steel plate; an upper cover plate is arranged on the top flange of a steel beam, and a second ear plate is arranged at the bottom of the bottom flange of the steel beam; two connecting angles are arranged at the web plate of the steel beam, and the upper cover plate is connected with the first ear plate; the second ear plate is connected with the steel plate. The joint provided by the invention has high degree of assembly, and the multi-cavity concrete filled steel tube combination column, the steel plates, the steel beam, the upper cover plate, the second ear plate and the connecting angles are prefabricated in the factory, so that the workload of welding of installation is reduced, and the positioning assembly is only needed in on-site installation. The joint is simple in form, quick and convenient to install and has high degree of assembly. Since the traditional penetration welding is avoided during on-site installation, and the greater welding residual stress on steel products is easily generated by the traditional penetration welding, the steel products at the joint are easily laminated or brittlely fractured.

Description

Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method
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 one many Chamber concrete filled steel tube coupled column and girder steel bolt connection node and assembly method.
Background technology
Multi-cavity steel tube concrete coupled column combined structure system solves as a kind of novel concrete filled steel tube composite column structure system The problem of suspension column evagination in dwelling house system, the most this new structural systen has given full play to steel pipe and the length of concrete bi-material Place, 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 steel tube concrete local soil type Zygostyle steel beam joint is mainly by the node of the form such as internal partition formula, outer shroud be board-like.But up to the present, in prior art, steel pipe mixes Solidifying local soil type zygostyle 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 mixed in would interfere with pipe Solidifying soil pours, and additionally flange of beam produces bigger welding residual stress with internal partition at post jamb same place both sides melt-through weld, steel, The steel at node are made easily to 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, not by steel pipe limit Long restriction, but need sufficiently large horizontal ring flat-plate to ensure the intensity of node, steel using amount is bigger than inner diaphragm joint.And it is applied to limit During corner post, horizontal ring flat-plate not only hinders the installation of wallboard, and causes reinforcing ring to highlight elevation of building so that at indoor and outdoor node There is salient angle, 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 power Learn better performances, 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 multi-cavity steel tube concrete coupled column and girder steel bolt connection node and Assembly method, by use beam-ends and post jamb fate from and full-height side plate, meet setting of " strong column and weak beam, the weak component of strong node " Meter principle, joint structure is simple, and 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.
Multi-cavity steel tube concrete coupled column and girder steel bolt connection node, including being arranged on multi-cavity steel tube concrete coupled column both sides Steel plate, each steel plate top is provided with the first otic placode, and girder steel top flange is provided with upper cover plate, is provided with the second ear bottom lower flange Plate, is provided with two angle cleats, upper cover plate and the first otic placode and connects at the web of girder steel, the second otic placode is connected with steel plate.
Described multi-cavity steel tube concrete coupled column includes the sleeper being positioned at two ends, is provided with parallel web between two sleeper, Connected by dividing plate between web.
Described steel plate is arranged on multi-cavity steel tube concrete coupled column by weld seam.
Described upper cover plate is connected with steel plate by bolt.
Described first otic placode is connected with steel plate by angle welding, and the second otic placode is connected with girder steel lower flange by angle welding.
All offer locating holes on each steel plate, angle cleat is offered porose, by bolt, steel plate and angle cleat are fixed.
Described girder steel is steel I-beam.
Described steel I-beam end is provided with ribbed stiffener.
A kind of multi-cavity steel tube concrete coupled column and the assembly method of girder steel bolt connection node, be first fixed on steel plate by weld seam Multi-cavity steel tube concrete coupled column both sides, then at each steel plate welded top the first otic placode, obtain prefabricated multi-cavity steel tube coagulation Local soil type's zygostyle;Steel I-beam top flange arranges upper cover plate, steel I-beam lower flange is welded the second otic placode, by two connections Angle steel is arranged at steel I-beam web, obtains prefabricated girder steel;Then by prefabricated multi-cavity steel tube concrete coupled column and Girder steel transports scene, by concreting in multi-cavity steel tube concrete coupled column, then is hung from the top down by prefabricated girder steel Install to node region so that upper cover plate and the contact of the first otic placode, then use bolt to be fixed with upper cover plate by the first otic placode, will even Connect angle steel and Interal fixation, by the second otic placode and Interal fixation, complete assembling.
Compared with prior art, beneficial effects of the present invention is embodied in:
(1) present invention is by arranging the first otic placode on the steel plate of coupled column both sides, arranges upper cover plate in girder steel top flange, at steel Lower flange of girder edge arranges the second otic placode, is connected by upper cover plate and the first otic placode, and the second otic placode is connected with steel plate, multi-cavity steel tube coagulation Earth pillar is unique, owing to beam-ends separates and full-height with post jamb with girder steel dual-sided board rigid connection node connected mode and mode of transfer force The use of side plate.Physical isolation between beam, post changes the Path of Force Transfer of conventional node, eliminates triaxial stress and concentrates, no It is only capable of making plastic hinge be moved on on beam by outside node, and eliminates the edge of a wing tear failure of conventional node post and joint rotation ability pair The defect of 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 steel plate, multi-cavity steel tube concrete combination shaft keeps integrity so that steel pipe inner concrete Pour convenient, be easily guaranteed that the pouring quality of nodes domains concrete.
(3) upper cover plate, the second otic placode and angle cleat are only passed through due to girder steel by moment of flexure Shear transfer to dual-sided board (i.e. steel plate), 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 house User's demand to residential function.
(4) the node assemblingization degree of the present invention is high, multi-cavity steel tube concrete coupled column, steel plate, girder steel, upper cover plate, second Otic placode and angle cleat all can be prefabricated in the factory, and reduce the welding job amount installed, and in-site installation only need to position assembling.Joint Point form is simple, and assemblingization degree is high, quick and easy for installation.Avoid using traditional penetration weld during due to in-site installation, tradition Penetration weld easily makes steel produce bigger welding residual stress so that the steel at node easily produce layering or brittle break.
All using high-strength bolt to connect during node in-site installation of the present invention, assemblingization degree is high, and node connects reliable.
Further, owing to side plate and concrete filled steel tube coupled column post jamb the most outside are by solder design, do not have inside concrete filled steel tube Having weld seam, 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 steel plate, and 4 is upper cover plate, and 5 is the first otic placode, 6 For angle cleat, 7 is bolt, and 8 is the second otic placode.
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 carry out Implement, give detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Seeing Fig. 3, the present invention includes the steel plate 3 being arranged on multi-cavity steel tube concrete coupled column both sides, and i.e. 2 steel plates are arranged on many Concrete filled steel tube coupled column both sides, chamber, each steel plate 3 top is provided with the first otic placode 5, and the first otic placode 5 is by angle welding and steel Plate 3 connects, and steel plate 3 is arranged on multi-cavity steel tube concrete coupled column by weld seam.
Girder steel top flange is provided with upper cover plate 4, and upper cover plate 4 is connected with steel plate 3 by angle welding, upper cover plate 4 and the first otic placode 5 Connected by bolt 7, be provided with the second otic placode 8 bottom girder steel lower flange, and the second otic placode 8 is by under angle welding and girder steel The edge of a wing is connected;It is provided with two angle cleats 6 at the web of girder steel, angle cleat 6 is connected with steel plate 3 by bolt, adopts With bolt 7, second otic placode 8 is connected with steel plate.In the present invention, girder steel is by upper cover plate, the first ribs, the second ribs even It is connected to the overhanging end of the steel plate 3 of multi-cavity steel tube concrete coupled column both sides.
In the present invention, multi-cavity steel tube concrete coupled column includes the sleeper being positioned at two ends, is provided with parallel abdomen between two sleeper Plate, is connected by dividing plate between web, and concreting is wherein.
All offer locating holes on each steel plate 3, angle cleat 6 is offered porose, by bolt 7 through determining on steel plate Hole in position perforate and angle cleat, fixes steel plate and angle cleat.
Described girder steel is steel I-beam, and girder steel end is provided with ribbed stiffener.
Above-mentioned multi-cavity steel tube concrete coupled column and the assembly method of girder steel bolt connection node, see Fig. 1, press at steel plate in advance According to Design Orientation perforate, then steel plate 3 is fixed on multi-cavity steel tube concrete coupled column both sides by weld seam, then at each steel plate top Portion arranges the first otic placode 5, obtains prefabricated multi-cavity steel tube concrete coupled column;See Fig. 2, first offer on angle cleat 6 Hole, then upper cover plate 4 is welded on the steel I-beam top flange with ribbed stiffener, steel I-beam lower flange arranges second Two angle cleats 6 are arranged at steel I-beam web, obtain prefabricated girder steel by otic placode 8;See Fig. 3, then will be pre- The multi-cavity steel tube concrete coupled column made and girder steel transport scene, by concreting in multi-cavity steel tube concrete coupled column, Again prefabricated girder steel is lifted into node region from the top down so that upper cover plate 4 contacts with the first otic placode 5, then uses and add First otic placode 5 is fixed by strength bolt 7 with upper cover plate 4, is fixed with steel plate 3 by angle cleat 6, by the second otic placode 8 and steel plate 3 fix, and complete assembling.
The present invention can be prefabricated in the factory steel plate according to positioning welding in multi-cavity steel tube concrete coupled column both sides, and often Individual steel plate 3 top arranges the first otic placode.First prefabricated girder steel, upper cover plate and angle cleat in factory, then will in factory Upper cover plate is welded in girder steel top flange according to design size and according to design size, the second otic placode is welded on girder steel lower flange, will be even Connecing angle steel welding according to location dimension at steel beam web plate, said process is all the most prefabricated in the factory, saves scene The inconvenience made, improves efficiency.During in-site installation, girder steel is lifted from top to bottom and is positioned node region, angle cleat and The steel plate of multi-cavity steel tube concrete coupled column both sides is connected by high-strength bolt, 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.Physics between beam, post every From changing the Path of Force Transfer of conventional node, eliminate triaxial stress and concentrate, can not only make plastic hinge by moving on on beam 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 The design of " strong column and weak beam, the weak component of strong node " and principle.Node can be divided into 2 parts to be prefabricated in the factory respectively simultaneously, 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.Utilize ABAQUS software carries out finite element analysis to node, and node post is the multi-cavity steel tube concrete coupled column of 200x600, and beam uses The welding H-bar of H350x150x6x10, at node, dual-sided board and cover sheet thickness are all same with flange of beam thick.Finite element analysis is tied Fruit 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, it is achieved that strong column and weak beam, The design requirement of the strong weak component of node.The destruction order connecting node of the present invention is as Figure 4-8.(1) make when horizontal external Used time, 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, Remaining major part region steel is still in elastic stage (as shown in Figure 4).(2) increasing along with external force, beam-ends is prior to other parts First plastic hinge (as shown in Figure 5) occur, now deck portion region steel surrender enters the plastic stage, and side plate is except small part Area of stress concentration is overseas, and major part region steel are still in elastic stage.(3) due to the invigoration effect of steel material, external force is worked as When load persistently increases, cover plate both sides are surrendered with side plate join domain steel plate shearing, and steel enter plasticity stage, this time Point side plate major part region is still in elastic stage, and only small part stress raiser steel plate surrenders (as shown in Figure 6).(4) as Shown in Fig. 7, along with being continuously increased of load, structure is finally destroyed, now lower flange flexing on beam-ends, and side plate still only has portion Dividing and enter the plastic stage, the side plate major part of node region is still in elastic stage.
2. the anti-seismic performance of node
According to conceptual Design of Earthquake Resistance principle, structure should possess multiple tracks and provide fortification against earthquakes line, it is to avoid cause entirety because partial component destroys System is destroyed, and also requires that structure should possess intensity, good deformability and the energy dissipation capacity of necessity simultaneously.The rigidity of the present invention Connecting node, use the mode of post and beam-ends isolation, the node connector consisted of full-height side plate and cover plate carrys out transfer beams End moment of flexure and shearing.
Due to above-mentioned destruction order, when geological process, first beam-ends there is plastic hinge, consumes certain seismic energy, it Back shroud shear yielding, dissipate seismic energy further, and when finally destroying, the simply part surrender of node region side plate enters plasticity, Major part is still in elastic stage.Overall structure meets the design principle of " strong column and weak beam, the weak component of strong node ".
Before ductility refers to structure or destroys, its bearing capacity is without standing inelastic deformation ability under conditions of significantly reducing, in structure Aseismic Design in, Ductility Index is a key property.The layer of multi-cavity steel tube concrete coupled column girder steel U-shaped rigid joint Between angle of displacement be 7% 10%, meet 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 elastoplasticity shape During state, its anti-seismic performance depends primarily on component energy dissipation capacity.The area that in hysteresis loop, load phase curve is surrounded can be anti- Reflect structure and absorb the size of energy;And the area that curve when unloading and curve when loading are surrounded is dissipation energy.These energy Amount is the interior frictional resistance by material or local damage and energy becomes heat energy dissipation in space.The energy scattered and disappeared is the most, knot The probability that structure destroys 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, Ensure node eventually has preferable energy dissipation capacity.As shown in Figure 8, the hysteresis loop of node is full, does not has obvious pinch existing As, dissipate a large amount of seismic energy, and the energy dissipation capacity of node is good, has stronger anti-seismic performance.

Claims (9)

1. multi-cavity steel tube concrete coupled column and girder steel bolt connection node, it is characterised in that include being arranged on multi-cavity steel tube coagulation The steel plate (3) of local soil type's zygostyle both sides, each steel plate (3) top is provided with the first otic placode (5), and girder steel top flange is provided with upper cover Plate (4), is provided with the second otic placode (8) bottom lower flange, be provided with two angle cleats (6), upper cover plate at the web of girder steel (4) being connected with the first otic placode (5), the second otic placode (8) is connected with steel plate (3).
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that institute State multi-cavity steel tube concrete coupled column and include being positioned at the sleeper at two ends, between two sleeper, be provided with parallel web, web it Between connected by dividing plate.
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that institute State steel plate (3) to be arranged on multi-cavity steel tube concrete coupled column by weld seam.
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that institute State upper cover plate (4) to be connected with steel plate (3) by bolt.
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that institute Stating the first otic placode (5) to be connected with steel plate (3) by angle welding, the second otic placode (8) is connected with girder steel lower flange by angle welding.
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that every All offer locating holes on individual steel plate (3), angle cleat (6) is offered porose, by bolt (7) by steel plate and connection Angle steel is fixed.
Multi-cavity steel tube concrete coupled column the most according to claim 1 and girder steel bolt connection node, it is characterised in that institute Stating girder steel is steel I-beam.
Multi-cavity steel tube concrete coupled column the most according to claim 7 and girder steel bolt connection node, it is characterised in that institute State steel I-beam end and be provided with ribbed stiffener.
9. a multi-cavity steel tube concrete coupled column and the assembly method of girder steel bolt connection node, it is characterised in that first by steel plate (3) it is fixed on multi-cavity steel tube concrete coupled column both sides by weld seam, then at each steel plate welded top the first otic placode (5), To prefabricated multi-cavity steel tube concrete coupled column;Steel I-beam top flange arranges upper cover plate (4), steel I-beam lower flange Two angle cleats (6) are arranged at steel I-beam web, obtain prefabricated girder steel by upper welding the second otic placode (8);So After 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, more prefabricated girder steel is lifted into node region from the top down so that upper cover plate (4) connects with the first otic placode (5) Touch, then use bolt (7) to be fixed with upper cover plate (4) by the first otic placode (5), by angle cleat (6) and steel plate (3) Fixing, the second otic placode (8) is fixed with steel plate (3), completes assembling.
CN201610343502.3A 2016-05-20 2016-05-20 Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method Active CN105863081B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201610343502.3A CN105863081B (en) 2016-05-20 2016-05-20 Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201610343502.3A CN105863081B (en) 2016-05-20 2016-05-20 Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method

Publications (2)

Publication Number Publication Date
CN105863081A true CN105863081A (en) 2016-08-17
CN105863081B CN105863081B (en) 2018-07-10

Family

ID=56635641

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201610343502.3A Active CN105863081B (en) 2016-05-20 2016-05-20 Multi-cavity steel tube concrete coupled column and girder steel bolt connection node and assembly method

Country Status (1)

Country Link
CN (1) CN105863081B (en)

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108193771A (en) * 2018-03-20 2018-06-22 辽宁工程技术大学 A kind of assembling rectangular steel-tube concrete column-girder steel partition board perforation node

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN2693848Y (en) * 2004-05-20 2005-04-20 上海拜特钢结构设计有限公司 Perforated diaphragm plate type quadrate column beam connection node structure
CN201474096U (en) * 2009-08-28 2010-05-19 河南杭萧钢构有限公司 Damping connecting structure of beam column joint
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
ES2391014A1 (en) * 2010-12-28 2012-11-20 Elea Innova Sl Light structure for industrialized housing construction (Machine-translation by Google Translate, not legally binding)
US20140182233A1 (en) * 2001-08-30 2014-07-03 Conxtech, Inc. Collar-form, full-moment structural connection with angular, confronting, load-transfer, corner facets
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
CN205637172U (en) * 2016-05-20 2016-10-12 西安建筑科技大学 Multicavity steel pipe -concrete composite post and girder steel bolted connection node

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20140182233A1 (en) * 2001-08-30 2014-07-03 Conxtech, Inc. Collar-form, full-moment structural connection with angular, confronting, load-transfer, corner facets
CN2693848Y (en) * 2004-05-20 2005-04-20 上海拜特钢结构设计有限公司 Perforated diaphragm plate type quadrate column beam connection node structure
CN201474096U (en) * 2009-08-28 2010-05-19 河南杭萧钢构有限公司 Damping connecting structure of beam column joint
ES2391014A1 (en) * 2010-12-28 2012-11-20 Elea Innova Sl Light structure for industrialized housing construction (Machine-translation by Google Translate, not legally binding)
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
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
CN205637172U (en) * 2016-05-20 2016-10-12 西安建筑科技大学 Multicavity steel pipe -concrete composite post and girder steel bolted connection node

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN108193771A (en) * 2018-03-20 2018-06-22 辽宁工程技术大学 A kind of assembling rectangular steel-tube concrete column-girder steel partition board perforation node

Also Published As

Publication number Publication date
CN105863081B (en) 2018-07-10

Similar Documents

Publication Publication Date Title
CN204753896U (en) Multilayer assembled concrete panel structure system
US20090077916A1 (en) Composite wall system
CN104712089B (en) Open the compound shear attachment structure of net
CN105544721B (en) Light steel energy-saving assembled house and its construction method
WO2014106367A1 (en) Precast slab and fixed mounting structure thereof
TWI292003B (en) Structure and construction method of steel house
CN101245618A (en) Two-side-connection combined steel plate shearing force wall
CN103993679B (en) Low layer assembling combined wall house bolt connection node structure
CN104963432A (en) Multilayer fabricated concrete wallboard structure system
CN203613676U (en) Self-insulation composite plate type shear wall with built-in concealed support
CN102425265B (en) Composite wallboard manufacturing and installation method
CN104499567B (en) Frame structure, frame structure assembly and prefabricating and constructing methods of frame structure assembly
CN207228449U (en) A kind of pre-stress floor
CN105421818B (en) Built-in steel Standard house
CN103015572A (en) Connecting method for wall body and floor slab and special connecting structure as well as quick-assembled house
CN101796250A (en) Assembled house make up of steel frame and light concrete panel
CN103276795B (en) Steel-concrete slab-column structure system
CN105275089B (en) A kind of complete prefabricated cold formed steel house modular unit and assembly connection method
CN209670131U (en) One kind assembly of shear wall structure as made of steel plate and shaped steel combination
CN104674989A (en) Light steel engaged composite insulation lightweight wall assembly type combined shear wall and fabrication method
CN103510723A (en) Integrally assembled type frame structure housing system
WO2019056717A1 (en) Post-tensioned prestressed assembly-style system of concrete framework and shock-resistant and energy-dissipating components, and construction method
CN207211444U (en) A kind of mounting clip pieces coordinated with groove and tognue type Light trabses
CN107386446B (en) It is a kind of for faced wall-pillar cold formed steel structure beam-column connection and connection method
CN108678171A (en) Wooden frame column connection structure

Legal Events

Date Code Title Description
PB01 Publication
C06 Publication
SE01 Entry into force of request for substantive examination
C10 Entry into substantive examination
GR01 Patent grant
GR01 Patent grant
TR01 Transfer of patent right

Effective date of registration: 20190730

Address after: 710055 Shaanxi province Xi'an Beilin District Yanta Road No. 13

Patentee after: Xi'an construction division big Assets Management Co., Ltd.

Address before: 710055 Shaanxi province Xi'an Beilin District Yanta Road No. 13

Patentee before: Xi'an Architectural Sci & Tech. Univ.

TR01 Transfer of patent right
TR01 Transfer of patent right

Effective date of registration: 20190808

Address after: 710055 Campus of Xi'an University of Architectural Science and Technology, No. 13 Yanta Road, Beilin District, Xi'an City, Shaanxi Province

Patentee after: Xi'an Jianda Assembly Steel Structure Research Institute Co., Ltd.

Address before: 710055 Shaanxi province Xi'an Beilin District Yanta Road No. 13

Patentee before: Xi'an construction division big Assets Management Co., Ltd.

TR01 Transfer of patent right