CN102913742B - Structure construction and construction method of steel truss bow-tie type integrated node - Google Patents
Structure construction and construction method of steel truss bow-tie type integrated node Download PDFInfo
- Publication number
- CN102913742B CN102913742B CN201210251971.4A CN201210251971A CN102913742B CN 102913742 B CN102913742 B CN 102913742B CN 201210251971 A CN201210251971 A CN 201210251971A CN 102913742 B CN102913742 B CN 102913742B
- Authority
- CN
- China
- Prior art keywords
- web
- section
- flange plate
- chord member
- internal partition
- Prior art date
- Legal status (The legal status 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 status listed.)
- Expired - Fee Related
Links
Abstract
The invention discloses a structure construction and a construction method of a steel truss bow-tie type integrated node. The node comprises webs, frange plates and transverse diaphragm plates, wherein the webs are composed of chord rod parts and web rod parts; a connecting part of the chord rod parts and the web rod parts is a core area of a whole node; height of a cross section of the core area of the node is the smallest; parts from the core area of the node to left and right sides of a chord rod part of the web are a chord rod variable cross section and a chord rod uniform cross section in sequence; parts from the core area of the node to the web rod part of the web are a web rod variable cross section and a web rod uniform cross section in sequence; the frange plates are arranged between two webs; and the transverse diaphragm plates are arranged at cross section height change parts of the chord rod uniform cross section, the web rod uniform cross section, the chord rod variable cross section, the web rod variable cross section and the core area of the node, so as to balance internal forces of the frange plates. The method is applicable to the field of steel truss structures in civil engineering, is simple to manufacture and convenient in sectional construction, and meanwhile, is beneficial for reducing rigidity of the truss node, optimizing stress of rods, reducing steel consumption of the structure, and can be popularized and used in practical engineering.
Description
Technical field
The present invention relates to steel truss structure, specifically, particularly a kind of connected node of welding box-shaped section steel truss member and method of construction thereof.
Background technique
In truss structure, due to the impact of the factors such as joint rigidity, axle power bias, transverse connection distortion and Non-node loads, rod member not only bears the axial force in desirable hinged model, also inevitably there is rod end parasitic moment.Especially for large bridges and heavy machinery structure, requirement for bearing capacity is high, and to result in truss member size larger, the joint rigidity second inner force effect highly significant that rigid joint plate or integral node produce.The adverse effect of Steel Truss second inner force is mainly reflected in following four aspects: 1. flexural stress brings out too early strength failure, and rod end cross section enters plastic state in advance; 2. Moment at End is unfavorable for the stable of depression bar, and it is relatively dangerous to make to carry out Stability Checking Calculation according to axial compression member; 3. the ability of statically indeterminate structure adaptation foundation uneven settlement and temperature variation weakens to some extent; 4. flexural stress reduces the stock utilization of bar cross section, is unfavorable for structure optimization.
At present, the application of integral node in truss structure (especially steel girder bridge beam structure) is increasing.This joint structure adopts box-shaped chord member and the web member of same widths, by all integral node plates being integrated into monolithic with the same coxostermum of node linked member.Compared with traditional made up node, integral node is higher to welding process requirement, but manufactures in factory because of node, and quality is easily controlled, and simultaneously because stitching position is outside node, on-site consolidation workload is little and difficulty is lower.Integral node also has the advantages such as good airproof performance, integrity are strong, tailored appearance in addition.In Placement between integral node and truss member, along with welding technique reaches its maturity, also gradually by bolt to bolt weld or entirely weld transition.But no matter which kind of Placement, the existence of large scale integral node plate all will limit the turning power of Rod end greatly, thus causes there is larger moment of flexure second inner force in rod member.If can under the prerequisite ensureing the overall mechanical property of truss structure, the core area size of reduction integral node of taking measures, thus form the less compact type node in joint rigidity territory, will have very great help to reduction joint rigidity second inner force.
Cheng Bin etc. once delivered " bow-tie integral node improves the analysis of Steel Truss second inner force " one literary composition in September, 2009 on " building structure journal ", to adopting the Warren truss structure of rod end reduced scale design to carry out finite element analysis, demonstrate the validity of this design method theoretically.But this article just tentatively proposes the alternate conceptual design thinking of neck joint formula integral node, do not consider structure detail and the parts composition of node, more undeclared concrete assembly construction method, so the application of current this node in Practical Project does not still possess operability.
Therefore, if concrete construction measure and corresponding method of construction can be proposed, make this bow-tie node have exploitativeness, and be applied to Practical Project, will produce rod end parasitic moment and reduce effect preferably, and otherwise benefit served by band.
Summary of the invention
For achieving the above object, the invention provides a kind of the structure structure and the method for construction thereof that adopt the Steel Truss bow-tie integral node of full weldering Placement, it realizes joint cores compactness and the low reduction of joint rigidity by arranging rod member variable cross section section.
For achieving the above object, the present invention is by the following technical solutions:
The invention provides a kind of structure structure of Steel Truss bow-tie integral node, described whole node is formed by three kinds of Plate Weldings, is respectively web, flange plate and internal partition; Described web is divided into chord member portion and web member portion, described chord member portion and jointing place, web member portion are whole joint cores, the depth of section of described joint cores is minimum, then becomes large gradually from joint cores to the depth of section in web chord member portion left and right direction of both ends and direction, web web member portion; Wherein: be followed successively by chord member variable cross section section, chord member uniform section section from joint cores to two ends, left and right, web chord member portion, web member variable cross section section, web member uniform section section is followed successively by from joint cores to web web member portion; Described flange plate is arranged between two blocks of webs, and carries out bending process according to web profile shape; Described internal partition is arranged on the change of chord member uniform section section, web member uniform section section, chord member variable cross section section, web member variable cross section section and joint cores depth of section and sentences balance wing listrium internal force.
Described integral node is mainly used in rod member length to height ratio and is not more than the heavily loaded steel truss structures such as the large bridge of 15.
Described integral node adopts welding box-shaped cross section rod member, and the cross-sectional width of all rod members is all identical, thus ensures the continuity of joint structure.
Described web is processed into node contour shape by monoblock steel plate, and is that all rod members share.
Described flange plate carries out sharing for adjacent chord member after bending according to variable cross section section shape, while offer one-sided weld groove in the same side on flange plate two long limits and web member flange plate near one end of core area.
Described internal partition opens circular hole and is placed on bar cross section variable height place, alleviates integral node weight with balance wing listrium internal force.
The thickness of described web is taken as the maximum value of node institute connecting rod web wall thickness; The thickness of described flange plate gets the higher value of adjacent chord member flange plate thickness.
Described web arranges arc transition at flange plate angle of cut place, and the value of radius of arc is 0.3 ~ 0.6 times of chord member depth of section.
The length of described string, web member variable cross section section is taken as 1 ~ 3 times of its maximum cross-section height.
The smallest cross-sectional height of described string, web member variable cross section section is taken as 0.3 ~ 0.6 times of maximum cross-section height.
The strength classes of structural steel that described integral node adopts can higher than other rod member sections, to improve the bearing capacity of truss structure.
The strength classes of structural steel that described integral node adopts is higher, and smallest cross-sectional height and the maximum cross-section height ratio of its variable cross section section are lower.
The present invention also provides the method for construction of above-mentioned Steel Truss bow-tie integral node, comprises the steps:
(1) by web, flange plate, internal partition cutting or be bent into required form, simultaneously one-sided weld groove is offered in the same side on flange plate two long limits and web member flange plate near one end of core area;
(2) be welded on one block of web by the mode of chord member flange plate groove penetration weld, both postweldings keep mutually vertical;
(3) mode of web member flange plate groove penetration weld be welded on web, and be connected and fixed in web member flange plate end and chord member flange plate by groove penetration weld, postwelding web member flange plate and web keep mutually vertical;
(4) internal partition is put into precalculated position, on three edges of boards that it is crossing with web and flange plate, welding double-side angular weld seam is attached thereto fixing, and postwelding internal partition and web keep mutually vertical.
(5) cover another block web, carry out groove penetration at it with chord member flange plate, web member flange plate intersection and weld, carry out one-sided fillet weld at itself and internal partition intersection, form closed integral node.
(6) adopt docking penetration weld to be connected with other rod member sections, form overall truss.
Described integral node completes at produce in factory, after transporting job site to, is connected and forms whole truss by steel plate butt weld with other rod member sections.
Compared with prior art, the invention has the beneficial effects as follows:
(1) significantly reduce the joint rigidity of truss structure, thus reduce consequent rod end parasitic moment, make that rod member is stressed to be drawn close by press-bending/stretch bending to axial compression/axle, improve the stock utilization of bar cross section, and be conducive to structure optimization.
(2) node makes in factory process, and the work of a large amount of minimizing Site Welding, improves construction quality.
(3) after node sections and other rod member sections are completed by produce in factory, section assembling construction is carried out at the scene of transporting to, shortens the engineering construction cycle.
(4) node sections can adopt separately strength grade higher than the steel of other sections, thus significantly improves truss structure bearing capacity.
Accompanying drawing explanation
Fig. 1 is the tectonic maps of T steel truss bow-tie integral node;
Fig. 2 is the tectonic maps of K shape Steel Truss bow-tie integral node;
Fig. 3 is T steel truss bow-tie integral node construction process figure.
Fig. 4 is K shape Steel Truss bow-tie integral node construction process figure.
Fig. 5 is the Steel Truss section assembling schematic diagram adopting K shape Steel Truss bow-tie integral node.
In figure: 1-web; 2-chord member flange plate; 3-web member flange plate; 4-core area internal partition; 5-chord member internal partition; 6-web member internal partition; CUS-chord member uniform section section; WUS-web member uniform section section; CTS-chord member variable cross section section; WTS-web member variable cross section section; JCZ-joint cores; IJ-integral node sections; CM-chord member sections; WM-web member sections; BW-field joint weld seam.
Embodiment
Elaborate to embodiments of the invention below, the present embodiment is implemented premised on technical solution of the present invention, give detailed mode of execution and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
As shown in Figure 1, a kind of T steel truss bow-tie integral node, is formed by three kinds of Plate Weldings, is respectively web 1, chord member flange plate 2, web member flange plate 3 and core area internal partition 4, chord member internal partition 5, web member internal partition 6; Described web 1 forms T-shaped by chord member portion and web member portion, described T-shaped chord member portion and jointing place, web member portion are whole joint cores JCZ, the depth of section of described joint cores JCZ is minimum, and then from joint cores JCZ to web 1T, the depth of section in shape chord member portion left and right direction of both ends and direction, web 1 web member portion becomes large gradually; Wherein: the two ends, left and right, T-shaped chord member portion from joint cores JCZ to web 1 are followed successively by chord member variable cross section section CTS, chord member uniform section section CUS, the T-shaped web member portion from joint cores JCZ to web 1 is followed successively by web member variable cross section section WTS, web member uniform section section WUS; Described chord member flange plate 2, web member flange plate 3 are arranged between two blocks of webs, and carry out bending process according to web profile shape; Described core area internal partition 4, chord member internal partition 5, web member internal partition 6 are arranged on chord member uniform section section CUS, web member uniform section section WUS, chord member variable cross section section CTS, web member variable cross section section WTS and the change of joint cores JCZ depth of section and sentence balance chord member flange plate 2, web member flange plate 3 internal force.
As shown in Figure 2, a kind of K shape Steel Truss bow-tie integral node, is formed by three kinds of Plate Weldings, is respectively web 1, chord member flange plate 2, web member flange plate 3 and core area internal partition 4, chord member internal partition 5, web member internal partition 6; Described web 1 forms K shape by chord member portion and web member portion, described K shape chord member portion and jointing place, web member portion are whole joint cores JCZ, the depth of section of described joint cores JCZ is minimum, and then from joint cores JCZ to web 1K, the depth of section in shape chord member portion left and right direction of both ends and direction, web 1 web member portion becomes large gradually; Wherein: the two ends, left and right, K shape chord member portion from joint cores JCZ to web 1 are followed successively by chord member variable cross section section CTS, chord member uniform section section CUS, the K shape web member portion from joint cores JCZ to web 1 is followed successively by web member variable cross section section WTS, web member uniform section section WUS; Described chord member flange plate 2, web member flange plate 3 are arranged between two blocks of webs, and carry out bending process according to web profile shape; Described core area internal partition 4, chord member internal partition 5, web member internal partition 6 are arranged on chord member uniform section section CUS, web member uniform section section WUS, chord member variable cross section section CTS, web member variable cross section section WTS and the change of joint cores JCZ depth of section and sentence balance chord member flange plate 2, web member flange plate 3 internal force.
As shown in Figure 5, adopt the Steel Truss of K shape bow-tie integral node, comprise K shape integral node sections IJ, chord member sections CM, web member sections WM; Described chord member sections CM docks with the chord member portion of K shape integral node sections IJ and places; Described web member sections WM docks with the web member portion of K shape integral node sections IJ and places; Adopt docking penetration weld mode to connect K shape integral node sections IJ, chord member sections CM and web member sections WM, form field joint weld seam BW, composition Steel Truss is overall.
In the present embodiment, chord member variable cross section section, web member variable cross section section next-door neighbour joint cores, and the bar cross section height in this segment limit is along reducing gradually towards direction, joint cores.Web is processed into node contour shape by monoblock steel plate, and flange plate bends according to variable cross section section shape, and internal partition is then placed in bar cross section variable height and sentences balance wing listrium internal force.
In the present embodiment, described Steel Truss bow-tie integral node is mainly used in rod member length to height ratio and is not more than the heavily loaded steel truss structures such as the large bridge of 15.
In the present embodiment, described Steel Truss bow-tie integral node adopts welding box-shaped cross section rod member, and the cross-sectional width of all rod members is all identical, thus ensures the continuity of joint structure.
In the present embodiment, described Steel Truss bow-tie integral node is by web, and string, web member flange plate and internal partition three class steel plate installed-welded form.
In the present embodiment, described web is processed into node contour shape by monoblock steel plate, and is that all rod members share.
In the present embodiment, described flange plate carries out sharing for adjacent chord member after bending according to variable cross section section shape, while offer one-sided weld groove in the same side on flange plate two long limits and web member flange plate near one end of core area.
In the present embodiment, described core area internal partition 4, chord member internal partition 5, web member internal partition 6 open circular hole, and be placed in bar cross section variable height place, alleviate integral node weight with balance wing listrium internal force.
In the present embodiment, when the web wall thickness of node institute connecting rod is different, the thickness of web 1 gets maximum value; When adjacent chord member flange plate thickness is different, the thickness of chord member flange plate 2 gets higher value.
In the present embodiment, described node web 1 arranges arc transition at chord member flange plate 2, web member flange plate 3 angle of cut place, and the span of radius of arc is 0.3 ~ 0.6 times of chord member depth of section.
In the present embodiment, the span of described chord member variable cross section section CTS, web member variable cross section section WTS length is 1 ~ 3 times of its maximum cross-section height.
In the present embodiment, the smallest cross-sectional height of described chord member variable cross section section CTS, web member variable cross section section WTS is taken as 0.3 ~ 0.6 times of maximum cross-section height.
In the present embodiment, described integral node completes at produce in factory, after transporting job site to, is connected and forms whole truss by steel plate butt weld with other rod member sections.
In the present embodiment, the strength classes of structural steel that described integral node adopts can higher than other rod member sections, to improve the bearing capacity of truss structure.
In the present embodiment, the strength classes of structural steel that described integral node adopts can higher than other rod member sections of the truss of node periphery, and strength grade is higher, and smallest cross-sectional height and the maximum cross-section height ratio of variable cross section section are lower.
The method of construction of described Steel Truss bow-tie integral node, as shown in Figure 3,4, comprises the steps:
(1) web 1, chord member flange plate 2, web member flange plate 3, core area internal partition 4, chord member internal partition 5, web member internal partition 6 cut or be bent into required form, simultaneously offering one-sided weld groove in the same side on chord member flange plate 2, web member flange plate 3 two long limits and web member flange plate 3 near one end of core area;
(2) be welded on one block of web 1 by chord member flange plate 2 mode of groove penetration weld, both postweldings keep mutually vertical;
(3) web member flange plate 3 mode of groove penetration weld be welded on web 1, and be connected and fixed in web member flange plate 3 end and chord member flange plate 2 by groove penetration weld, postwelding web member flange plate 3 and web 1 keep mutually vertical;
(4) core area internal partition 4, chord member internal partition 5, web member internal partition 6 are put into precalculated position, its with web 1 and on crossing three edges of boards of chord member flange plate 2, web member flange plate 3 welding double-side angular weld seam be attached thereto fixing, postwelding internal partition 4,5,6 and web 1 keep mutually vertical.
(5) cover another block web 1, carry out groove penetration at it with chord member flange plate 2, web member flange plate 3 intersection and weld, carry out one-sided fillet weld at itself and chord member internal partition 5, web member internal partition 6 intersection, form closed integral node.
(6) adopt docking penetration weld to be connected with other rod member sections, form overall truss.
Although content of the present invention has done detailed introduction by above preferred embodiment, will be appreciated that above-mentioned description should not be considered to limitation of the present invention.After those skilled in the art have read foregoing, for multiple amendment of the present invention and substitute will be all apparent.Therefore, protection scope of the present invention should be limited to the appended claims.
Claims (10)
1. the method for construction of a Steel Truss bow-tie integral node, it is characterized in that described integral node is formed by three kinds of Plate Weldings, be respectively web (1), flange plate and internal partition, described flange plate comprises chord member flange plate (2), web member flange plate (3), and described internal partition comprises core area internal partition (4), chord member internal partition (5), web member internal partition (6); Described web (1) is divided into chord member portion and web member portion, described chord member portion and jointing place, web member portion are whole joint cores (JCZ), the depth of section of described joint cores (JCZ) is minimum, then becomes large gradually from joint cores (JCZ) to the depth of section in web (1) chord member portion left and right direction of both ends and direction, web (1) web member portion; Wherein: be followed successively by chord member variable cross section section (CTS), chord member uniform section section (CUS) from joint cores (JCZ) to two ends, left and right, web (1) chord member portion, web member variable cross section section (WTS), web member uniform section section (WUS) is followed successively by from joint cores (JCZ) to web (1) web member portion; Described chord member flange plate (2), web member flange plate (3) are arranged on the centre of two pieces of described webs (1); Described core area internal partition (4), chord member internal partition (5), web member internal partition (6) are arranged on the change of chord member uniform section section (CUS), web member uniform section section (WUS), chord member variable cross section section (CTS), web member variable cross section section (WTS) and joint cores (JCZ) depth of section and sentence balance chord member flange plate (2), web member flange plate (3) internal force;
Described method of construction comprises the steps:
(1) web (1), chord member flange plate (2), web member flange plate (3), core area internal partition (4), chord member internal partition (5), web member internal partition (6) cut or be bent into required form, offering one-sided weld groove in the same side on chord member flange plate (2), web member flange plate (3) two long limits and one end of the close core area of web member flange plate (3) simultaneously;
(2) be welded on one piece of web (1) by chord member flange plate (2) mode of groove penetration weld, both postweldings keep mutually vertical;
(3) web member flange plate (3) mode of groove penetration weld is welded on web (1), and by groove penetration weld, web member flange plate (3) end and chord member flange plate (2) are connected and fixed, postwelding web member flange plate (3) and web (1) keep mutually vertical;
(4) core area internal partition (4), chord member internal partition (5), web member internal partition (6) are put into precalculated position, its with web (1) and on crossing three edges of boards of chord member flange plate (2), web member flange plate (3) welding double-side angular weld seam be attached thereto fixing, postwelding core area internal partition (4), chord member internal partition (5), web member internal partition (6) keep mutually vertical with web (1);
(5) another block web (1) is covered, carry out groove penetration at it with chord member flange plate (2), web member flange plate (3) intersection to weld, carry out one-sided fillet weld at itself and chord member internal partition (5), web member internal partition (6) intersection, form closed integral node;
(6) adopt peripheral other rod member sections of truss of docking penetration weld and node to be connected, form overall truss.
2. the method for construction of Steel Truss bow-tie integral node according to claim 1, is characterized in that: node and other rod member sections of truss all adopt welding box-shaped cross section, and the cross-sectional width of all rod members is all identical.
3. the method for construction of Steel Truss bow-tie integral node according to claim 1, it is characterized in that: web (1) is processed into node contour shape by monoblock steel plate, and be all chord member flange plates (2) in node, web member flange plate (3) and core area internal partition (4), chord member internal partition (5), web member internal partition (6) share.
4. the method for construction of Steel Truss bow-tie integral node according to claim 3, it is characterized in that: for adjacent chord member shares after chord member flange plate (2), web member flange plate (3) carry out bending according to variable cross section section shape, and offer one-sided weld groove in the same side on chord member flange plate (2), web member flange plate (3) two long limits and one end of the close core area of web member flange plate (3).
5. the method for construction of Steel Truss bow-tie integral node according to claim 3, is characterized in that: core area internal partition (4), chord member internal partition (5), web member internal partition (6) open circular hole to alleviate integral node weight.
6. the method for construction of the Steel Truss bow-tie integral node according to any one of claim 1-5, is characterized in that: the thickness of web (1) is taken as the maximum value of node institute connecting rod web wall thickness; The thickness of chord member flange plate (2) gets the higher value of adjacent chord member flange plate thickness.
7. the method for construction of the Steel Truss bow-tie integral node according to any one of claim 1-5, it is characterized in that: web (1) arranges arc transition at chord member flange plate (2), web member flange plate (3) angle of cut place, the span of radius of arc is 0.3 ~ 0.6 times of chord member depth of section.
8. the method for construction of the Steel Truss bow-tie integral node described in any one of claim 1-5, is characterized in that: the span of chord member variable cross section section (CTS), web member variable cross section section (WTS) length is 1 ~ 3 times of its maximum cross-section height.
9. the method for construction of the Steel Truss bow-tie integral node according to any one of claim 1-5, is characterized in that: the value of chord member variable cross section section (CTS), web member variable cross section section (WTS) smallest cross-sectional height is not less than 0.3 times of its maximum cross-section height.
10. the method for construction of Steel Truss bow-tie integral node according to claim 1, is characterized in that: the strength classes of structural steel that described node adopts is higher, and smallest cross-sectional height and the maximum cross-section height ratio of its variable cross section section are lower.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210251971.4A CN102913742B (en) | 2012-07-20 | 2012-07-20 | Structure construction and construction method of steel truss bow-tie type integrated node |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201210251971.4A CN102913742B (en) | 2012-07-20 | 2012-07-20 | Structure construction and construction method of steel truss bow-tie type integrated node |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN102913742A CN102913742A (en) | 2013-02-06 |
| CN102913742B true CN102913742B (en) | 2015-05-20 |
Family
ID=47612236
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201210251971.4A Expired - Fee Related CN102913742B (en) | 2012-07-20 | 2012-07-20 | Structure construction and construction method of steel truss bow-tie type integrated node |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN102913742B (en) |
Families Citing this family (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103831507B (en) * | 2014-03-20 | 2015-11-18 | 中铁山桥集团有限公司 | Longspan steel truss girder bridge overall purlin sheet welds node weld method entirely |
| CN105464384B (en) * | 2015-11-18 | 2017-07-25 | 安徽六安市飞宇建设工程有限公司 | The huge node Site Welding construction method of box steel truss polylinker |
| CN108867314B (en) * | 2018-07-10 | 2020-07-21 | 中铁大桥局集团有限公司 | Steel truss bridge node construction method adopting bolt, welding and riveting combination connection |
| CN109112945B (en) * | 2018-10-17 | 2024-02-13 | 苏州昆仑绿建木结构科技股份有限公司 | Bamboo wood and steel combined box girder based on bolted connection |
| CN110258918B (en) * | 2019-06-26 | 2021-10-22 | 浙江精工钢结构集团有限公司 | Y-shaped variable cross-section bending box type truss structure and manufacturing method thereof |
| CN112699448B (en) * | 2021-01-13 | 2023-07-18 | 中铁大桥勘测设计院集团有限公司 | Tearing calculation method for integral nodes of all-welded steel truss girder |
| CN113718624B (en) * | 2021-09-18 | 2023-06-30 | 中交第二公路勘察设计研究院有限公司 | Combined truss node structure, bridge and construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101858150A (en) * | 2010-01-25 | 2010-10-13 | 安徽鲁班建设投资集团有限公司 | Installation method of combined joint with steel structure |
| CN201826397U (en) * | 2010-09-29 | 2011-05-11 | 中冶建筑研究总院有限公司 | Steel truss joint and steel truss |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH10331254A (en) * | 1997-05-29 | 1998-12-15 | Ohbayashi Corp | Connecting structure for erection of src girder and pc beam |
| JP2000144897A (en) * | 1998-11-10 | 2000-05-26 | Susumu Shirai | Joint structure between joint hardware for steel house and structural material for steel house |
-
2012
- 2012-07-20 CN CN201210251971.4A patent/CN102913742B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101858150A (en) * | 2010-01-25 | 2010-10-13 | 安徽鲁班建设投资集团有限公司 | Installation method of combined joint with steel structure |
| CN201826397U (en) * | 2010-09-29 | 2011-05-11 | 中冶建筑研究总院有限公司 | Steel truss joint and steel truss |
Non-Patent Citations (1)
| Title |
|---|
| 领结式整体节点改善钢桁架次内力分析;程斌;《建筑学结构学报》;20100430;第68页至第70页及图4 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN102913742A (en) | 2013-02-06 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102913742B (en) | Structure construction and construction method of steel truss bow-tie type integrated node | |
| CA2796333C (en) | Bolted steel connections with 3-d jacket plates and tension rods | |
| CN103290920B (en) | A kind of assembling type steel structure center support frame system | |
| CN202347664U (en) | High-ductility steel structure beam column node connected through angle iron | |
| CN103206010A (en) | Assembled steel structure prestress eccentric bracing frame system | |
| CN103276804A (en) | Industrialized assembling type special-shaped column steel structure prestress central supporting system | |
| CN102140777B (en) | Multi-chord combined beam structure | |
| CN105019559A (en) | Frame joint of rectangular concrete-filled steel tube column employing knee-bracing stiffened steel plates | |
| CN103276809A (en) | Assembly-type multi-storey steel special-shaped column framework-steel plate shear wall structure system | |
| CN104032864A (en) | Perforated web plate H-shaped steel connecting joint for connecting buckling-restrained steel plate wall with concrete frame | |
| CN103276832A (en) | Hollow irregular column multi-layer high-rise assembling steel frame-steel plate shear wall system | |
| CN103276802A (en) | Industrialized assembly type multi-high-rise steel specially shaped column frame structure system | |
| CN104278642A (en) | Corrugated steel web prefabricated assembly | |
| CN103485483A (en) | Assembly type honeycombed web composite beam | |
| CN216713336U (en) | Double-limb spliced beam and steel pipe column and double-limb spliced beam assembly type beam column joint | |
| CN103195164A (en) | Assembly prestress center support system for steel structure | |
| CN110700422B (en) | DK type space intersection node formed by welding box type steel pipes and application | |
| CN103410217A (en) | Assembly type multi-high-rise steel specially-shaped column frame and prestress eccentric supporting system | |
| CN103276801A (en) | Assembly-type multi-storey steel special-shaped column framework-prestressed center supporting system | |
| CN104631305B (en) | A kind of truss-like steel diaphragm plate of Wavelike steel webplate cable-stayed bridge | |
| CN210712505U (en) | Shallow slot type connection structure of steel plate combination beam and steel plate combination beam | |
| WO2020253099A1 (en) | Assembled partially filled combined frame-support structure and construction method therefor | |
| CN203066255U (en) | Split bolt connecting joint of H-type steel girders and rectangular pipe columns by adopting T-type steel at top and bottom | |
| CN203022129U (en) | RSC combined node continuously cut on web and partially cut on flanges | |
| CN102155051A (en) | Method and structure for connecting concrete rib girder and nodes of framework column |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20150520 Termination date: 20180720 |