CN102913742A - 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
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- CN102913742A CN102913742A CN2012102519714A CN201210251971A CN102913742A CN 102913742 A CN102913742 A CN 102913742A CN 2012102519714 A CN2012102519714 A CN 2012102519714A CN 201210251971 A CN201210251971 A CN 201210251971A CN 102913742 A CN102913742 A CN 102913742A
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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 the truss structure, because the impact of the factors such as joint rigidity, axle power off-centre, transverse connection distortion and non-joint load, rod member is not the axial force of only bearing in the desirable hinged model, also inevitably has the rod end parasitic moment.Especially for large bridges and heavy machinery structure, the requirement for bearing capacity height has caused the truss member size larger, the joint rigidity that rigid joint plate or integral node produce time interior stress effect highly significant.The adverse effect of Steel Truss time internal force is mainly reflected in following four aspects: 1. flexural stress is brought out too early strength failure, and the rod end cross section enters plastic state in advance; 2. Moment at End is unfavorable for the stable of depression bar, and to carry out Stability Checking Calculation according to the axle center depression bar relatively dangerous; 3. the ability of statically indeterminate structure adaptation foundation uneven settlement and temperature variation weakens to some extent; 4. flexural stress has reduced 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.Adopt box-shaped chord member and the web member of same widths on this joint structure, the same coxostermum of all and node linked member is integrated into the integral node plate of monolithic.Compare with traditional made up node, integral node is higher to welding process requirement, but makes in factory because of node, and quality is controlled easily, simultaneously since stitching position outside node, the on-site consolidation workload is little and difficulty is lower.Integral node also has the advantages such as good airproof performance, integrity is strong, outward appearance is succinct in addition.On the Placement between integral node and the truss member, along with welding technique reaches its maturity, also weld or entirely weld transition by bolt to bolt gradually.But which kind of Placement no matter, the existence of large scale integral node plate all will limit the turning power of Rod end greatly, thereby cause existing in the rod member larger moment of flexure time internal force.If can under the prerequisite that guarantees the whole mechanical property of truss structure, take measures to reduce the core area size of integral node, thereby form the less compact type node in joint rigidity territory, will have very great help to reducing joint rigidity time internal force.
Cheng Bin etc. once delivered " the bow-tie integral node improves Steel Truss time internal force analysis " literary composition at " building structure journal " in September, 2009, the Warren truss structure that adopts the design of rod end reduced scale is carried out finite element analysis, verified theoretically the validity of this design method.But this article has just tentatively proposed the alternate conceptual design thinking of neck joint formula integral node, structure detail and the parts of not considering node form, more undeclared concrete assembly construction method is not so the application of present this node in Practical Project still possesses operability.
Therefore, if can propose concrete construction measure and corresponding method of construction, so that this bow-tie node has exploitativeness, and is applied to Practical Project, will produce the rod end parasitic moment and reduce preferably effect, and band is served otherwise benefit.
Summary of the invention
For achieving the above object, the invention provides a kind of Structural Tectonics and method of construction thereof that adopts the Steel Truss bow-tie integral node of full weldering Placement, it realizes joint cores compactness and the low reduction of joint rigidity by rod member variable cross section section is set.
For achieving the above object, the present invention is by the following technical solutions:
The invention provides a kind of Structural Tectonics of Steel Truss bow-tie integral node, described whole node is formed by three kinds of Plate Weldings, is respectively web, flange plate and diaphragm; Described web is divided into chord member section and web member section, described chord member section and web member section jointing place are whole joint cores, the depth of section of described joint cores is minimum, then from joint cores to web chord member section left and right sides direction of both ends and the depth of section of web web member section direction become gradually large; Wherein: be followed successively by chord member variable cross section section, chord member uniform section section from joint cores to two ends, the web chord member section left and right sides, be followed successively by web member variable cross section section, web member uniform section section from joint cores to web web member section; Described flange plate is arranged between two blocks of webs, and bends processing according to the web profile shape; Described diaphragm is arranged on chord member uniform section section, web member uniform section section, chord member variable cross section section, web member variable cross section section and the variation of joint cores depth of section and sentences balance wing listrium internal force.
Described integral node is mainly used in the rod member length to height ratio and is not more than 15 the heavily loaded steel truss structures such as large bridge.
Described integral node adopts welding box-shaped cross section rod member, and the cross-sectional width of all rod members is all identical, thereby guarantees the continuity of joint structure.
Described web is processed into the node contour shape by the monoblock steel plate, and shares for all rod members.
After bending according to variable cross section section shape, described flange plate for adjacent chord member shares, offers one-sided weld groove at the same side and the web member flange plate on two long limits of flange plate near an end of core area simultaneously.
Described internal partition is opened circular hole and is placed on bar cross section variable height place, with balance wing listrium internal force and alleviate integral node weight.
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 is got 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 be 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 the smallest cross-sectional height of its variable cross section section and maximum cross-section height ratio are just lower.
The present invention also provides the method for construction of above-mentioned Steel Truss bow-tie integral node, comprises the steps:
(1) web, flange plate, internal partition are cut or be bent into required form, offer one-sided weld groove at the same side and the web member flange plate on two long limits of flange plate near an end of core area simultaneously;
(2) mode of chord member flange plate with the groove penetration weld is welded on the web, it is mutually vertical that both postweldings keep;
(3) mode of web member flange plate with the groove penetration weld is welded on the web, and with the groove penetration weld web member flange plate end and chord member flange plate is connected and fixed, postwelding web member flange plate keeps mutually vertical with web;
(4) internal partition is put into the precalculated position, three edges of boards welding double-side angular weld seams that intersect at itself and web and flange plate are attached thereto fixing, and the postwelding internal partition keeps mutual vertical with web.
(5) cover another piece web, carry out the welding of groove penetration at itself and chord member flange plate, web member flange plate intersection, carry out one-sided fillet weld at itself and internal partition intersection, form closed integral node.
(6) adopt the docking penetration weld to be connected with other rod member sections, form whole truss.
Described integral node is finished at produce in factory, transport the job site to after, be connected with other rod member sections by the steel plate butt weld and form whole truss.
Compared with prior art, the invention has the beneficial effects as follows:
(1) significantly reduces the joint rigidity of truss structure, thereby reduce consequent rod end parasitic moment, make that rod member is stressed to be drawn closely to axial compression/axle by press-bending/stretch bending, improve the stock utilization of bar cross section, and be conducive to structure optimization.
(2) node is made in factory process, reduces in a large number Site Welding work, improves construction quality.
(3) after node sections and other rod member sections were finished by produce in factory, the section assembling construction was carried out at the scene of transporting to, shortens the engineering construction cycle.
(4) the node sections can adopt separately strength grade to be higher than the steel of other sections, thereby significantly improves the truss structure bearing capacity.
Description of drawings
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 representation that adopts K shape Steel Truss bow-tie integral node.
Among the 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
The below elaborates to embodiments of the invention, and present embodiment is implemented as prerequisite take technical solution of the present invention, provided 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, flange plate 2,3 and diaphragm 4,5,6; Described web 1 forms T shape by chord member section and web member section, described T shape chord member section and web member section jointing place are whole joint cores JCZ, the depth of section of described joint cores JCZ is minimum, then from joint cores JCZ to web 1T shape chord member section's left and right sides direction of both ends and the depth of section of web 1 web member section direction become gradually large; Wherein: 1 two ends, the T shape chord member section left and right sides are followed successively by chord member variable cross section section CTS, chord member uniform section section CUS from joint cores JCZ to web, and 1 T shape web member section is followed successively by web member variable cross section section WTS, web member uniform section section WUS from joint cores JCZ to web; Described flange plate 2,3 is arranged between two blocks of webs, and bends processing according to the web profile shape; Described diaphragm 4,5,6 is 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 variation of joint cores JCZ depth of section and sentences balance wing listrium 2,3 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, flange plate 2,3 and diaphragm 4,5,6; Described web 1 forms K shape by chord member section and web member section, described K shape chord member section and web member section jointing place are whole joint cores JCZ, the depth of section of described joint cores JCZ is minimum, then from joint cores JCZ to web 1K shape chord member section's left and right sides direction of both ends and the depth of section of web 1 web member section direction become gradually large; Wherein: 1 two ends, the K shape chord member section left and right sides are followed successively by chord member variable cross section section CTS, chord member uniform section section CUS from joint cores JCZ to web, and 1 K shape web member section is followed successively by web member variable cross section section WTS, web member uniform section section WUS from joint cores JCZ to web; Described flange plate 2,3 is arranged between two blocks of webs, and bends processing according to the web profile shape; Described diaphragm 4,5,6 is 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 variation of joint cores JCZ depth of section and sentences balance wing listrium 2,3 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 placement with the chord member section of K shape integral node sections IJ; Described web member sections WM docks placement with the web member section of K shape integral node sections IJ; 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, it is whole to form Steel Truss.
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 the joint cores direction.Web is processed into the node contour shape by the monoblock steel plate, and flange plate bends according to variable cross section section shape, and internal partition then places the bar cross section variable height to sentence balance wing listrium internal force.
In the present embodiment, described Steel Truss bow-tie integral node is mainly used in the rod member length to height ratio and is not more than 15 the heavily loaded steel truss structures such as large bridge.
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, thereby guarantees 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-weldeds form.
In the present embodiment, described web is processed into the node contour shape by the monoblock steel plate, and shares for all rod members.
In the present embodiment, after bending according to variable cross section section shape, described flange plate for adjacent chord member shares, offers one-sided weld groove at the same side and the web member flange plate on two long limits of flange plate near an end of core area simultaneously.
In the present embodiment, described internal partition 4,5,6 is opened circular hole, and places bar cross section variable height place, with balance wing listrium internal force and alleviate integral node weight.
In the present embodiment, when the web wall thickness of node institute connecting rod was different, the thickness of web 1 was got maximum value; When adjacent chord member flange plate thickness not simultaneously, the thickness of flange plate 2 is got higher value.
In the present embodiment, described node web 1 arranges arc transition at flange plate 2,3 angle of cut places, 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 string, web member variable cross section section CTS, WTS length is 1 ~ 3 times of its maximum cross-section height.
In the present embodiment, the smallest cross-sectional height of described string, web member variable cross section section CTS, WTS is taken as 0.3 ~ 0.6 times of maximum cross-section height.
In the present embodiment, described integral node is finished at produce in factory, transport the job site to after, be connected with other rod member sections by the steel plate butt weld and form whole truss.
In the present embodiment, the strength classes of structural steel that described integral node adopts can be 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 be higher than other rod member sections of truss of node periphery, and strength grade is higher, and the smallest cross-sectional height of variable cross section section and maximum cross-section height ratio are just lower.
The method of construction of described Steel Truss bow-tie integral node shown in Fig. 3,4, comprises the steps:
(1) web 1, flange plate 2,3, internal partition 4,5,6 are cut or be bent into required form, offer one-sided weld groove at the same side and the web member flange plate 3 on flange plate 2,3 two long limits near an end of core areas simultaneously;
(2) mode with chord member flange plate 2 usefulness groove penetration weld is welded on the web 1, and it is mutually vertical that both postweldings keep;
(3) mode with web member flange plate 3 usefulness groove penetration weld is welded on the web 1, and with the groove penetration weld web member flange plate 3 ends and chord member flange plate 2 is connected and fixed, and postwelding web member flange plate 3 keeps mutually vertical with web 1;
(4) internal partition 4,5,6 is put into the precalculated position, three edges of boards welding double-side angular weld seams that intersect at itself and web 1 and flange plate 2,3 are attached thereto fixing, and postwelding internal partition 4,5,6 keeps mutual vertical with web 1.
(5) cover another piece web 1, carry out the welding of groove penetration at itself and chord member flange plate 2, web member flange plate 3 intersections, carry out one-sided fillet weld at itself and internal partition 5,6 intersections, form closed integral node.
(6) adopt the docking penetration weld to be connected with other rod member sections, form whole truss.
Although content of the present invention has been 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 modification of the present invention with to substitute all will be apparent.Therefore, protection scope of the present invention should be limited to the appended claims.
Claims (11)
1. the Structural Tectonics of a Steel Truss bow-tie integral node, it is characterized in that: described whole node is formed by three kinds of Plate Weldings, is respectively web (1), flange plate (2,3) and diaphragm (4,5,6); Described web (1) is divided into chord member section and web member section, described chord member section and web member section jointing place are whole joint cores (JCZ), the depth of section of described joint cores (JCZ) is minimum, then from joint cores (JCZ) to web (1) chord member section left and right sides direction of both ends and the depth of section of web (1) web member section direction become gradually large; 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, web (1) the chord member section left and right sides, be followed successively by web member variable cross section section (WTS), web member uniform section section (WUS) from joint cores (JCZ) to web (1) web member section; Described flange plate (2,3) is arranged on the centre of two blocks of described webs (1); Described diaphragm (4,5,6) is 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 variation of joint cores (JCZ) depth of section and sentences balance wing listrium (2,3) internal force.
2. the Structural Tectonics of Steel Truss bow-tie integral node according to claim 1, it is characterized in that: other rod member sections of node and truss all adopt welding box-shaped cross section, and the cross-sectional width of all rod members is all identical.
3. the Structural Tectonics of Steel Truss bow-tie integral node according to claim 1, it is characterized in that: web (1) is processed into the node contour shape by the monoblock steel plate, and is that all flange plates in the node (2,3) and diaphragm (4,5,6) share.
4. the Structural Tectonics of Steel Truss bow-tie integral node according to claim 3, it is characterized in that: be that adjacent chord member shares after flange plate (2,3) bends according to variable cross section section shape, and offer one-sided weld groove at the same side and the web member flange plate (3) on two long limits of flange plate (2,3) near an end of core area.
5. the Structural Tectonics of Steel Truss bow-tie integral node according to claim 3, it is characterized in that: internal partition (4,5,6) is opened circular hole to alleviate integral node weight.
6. the Structural Tectonics of each described Steel Truss bow-tie integral node according to claim 1-5, it 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 flange plate (2) is got the higher value of adjacent chord member flange plate thickness.
7. the Structural Tectonics of each described Steel Truss bow-tie integral node according to claim 1-5, it is characterized in that: web (1) arranges arc transition at flange plate (2,3) angle of cut place, and the span of radius of arc is 0.3 ~ 0.6 times of chord member depth of section.
8. the Structural Tectonics of each described Steel Truss bow-tie integral node of claim 1-5 is characterized in that: the span of string, web member variable cross section section (CTS, WTS) length is 1 ~ 3 times of its maximum cross-section height.
9. the Structural Tectonics of each described Steel Truss bow-tie integral node according to claim 1-5, it is characterized in that: the value of string, web member variable cross section section (CTS, WTS) smallest cross-sectional height is not less than 0.3 times of its maximum cross-section height.
10. the Structural Tectonics 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 the smallest cross-sectional height of its variable cross section section and maximum cross-section height ratio are just lower.
11. the method for construction of the described Steel Truss bow-tie of a claim 1-10 integral node is characterized in that comprising the steps:
(1) web (1), flange plate (2,3), internal partition (4,5,6) are cut or be bent into required form, offer one-sided weld groove at the same side and the web member flange plate (3) on two long limits of flange plate (2,3) near an end of core area simultaneously;
(2) mode of chord member flange plate (2) with the groove penetration weld is welded on the web (1), it is mutually vertical that both postweldings keep;
(3) mode of web member flange plate (3) with the groove penetration weld is welded on the web (1), and with the 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) keeps mutually vertical with web (1);
(4) internal partition (4,5,6) is put into the precalculated position, three edges of boards welding double-side angular weld seams that intersect at itself and web (1) and flange plate (2,3) are attached thereto fixing, and postwelding internal partition (4,5,6) keeps mutual vertical with web (1).
(5) cover another piece web (1), carry out the welding of groove penetration at itself and chord member flange plate (2), web member flange plate (3) intersection, carry out one-sided fillet weld at itself and internal partition (5,6) intersection, form closed integral node.
(6) adopt peripheral other rod member sections of truss of docking penetration weld and node to be connected, form whole truss.
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| CN201210251971.4A CN102913742B (en) | 2012-07-20 | 2012-07-20 | Structure construction and construction method of steel truss bow-tie type integrated node |
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| CN201210251971.4A CN102913742B (en) | 2012-07-20 | 2012-07-20 | Structure construction and construction method of steel truss bow-tie type integrated node |
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Cited By (7)
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| CN103831507A (en) * | 2014-03-20 | 2014-06-04 | 中铁山桥集团有限公司 | Large-span steel truss girder bridge whole joist full-welding joint welding method |
| CN105464384A (en) * | 2015-11-18 | 2016-04-06 | 杭州江润科技有限公司 | Site welding construction method of multi-joint giant node of box type steel truss |
| CN108867314A (en) * | 2018-07-10 | 2018-11-23 | 中铁大桥局集团有限公司 | A kind of steel girder bridge joint construction method connected using bolt, weldering, riveting combination |
| CN109112945A (en) * | 2018-10-17 | 2019-01-01 | 苏州昆仑绿建木结构科技股份有限公司 | One kind being based on bolted bamboo and wood and steel combined box beam |
| CN110258918A (en) * | 2019-06-26 | 2019-09-20 | 浙江精工钢结构集团有限公司 | A kind of Y-shaped variable cross-section bending box truss structure and preparation method thereof |
| CN112699448A (en) * | 2021-01-13 | 2021-04-23 | 中铁大桥勘测设计院集团有限公司 | Calculation method for tearing of integral node of all-welded steel truss girder |
| CN113718624A (en) * | 2021-09-18 | 2021-11-30 | 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 |
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| CN103831507A (en) * | 2014-03-20 | 2014-06-04 | 中铁山桥集团有限公司 | Large-span steel truss girder bridge whole joist full-welding joint welding method |
| 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 |
| CN105464384A (en) * | 2015-11-18 | 2016-04-06 | 杭州江润科技有限公司 | Site welding construction method of multi-joint giant node of box type steel truss |
| CN108867314A (en) * | 2018-07-10 | 2018-11-23 | 中铁大桥局集团有限公司 | A kind of steel girder bridge joint construction method connected using bolt, weldering, riveting combination |
| CN109112945A (en) * | 2018-10-17 | 2019-01-01 | 苏州昆仑绿建木结构科技股份有限公司 | One kind being based on bolted bamboo and wood and steel combined box beam |
| 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 |
| CN110258918A (en) * | 2019-06-26 | 2019-09-20 | 浙江精工钢结构集团有限公司 | A kind of Y-shaped variable cross-section bending box truss structure and preparation method thereof |
| 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 |
| CN112699448A (en) * | 2021-01-13 | 2021-04-23 | 中铁大桥勘测设计院集团有限公司 | Calculation method for tearing of integral node of all-welded steel truss girder |
| CN113718624A (en) * | 2021-09-18 | 2021-11-30 | 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 |
| 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 |
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