CN113403935A - Steel pipe concrete truss structure bridge chord member and web member connected node structure - Google Patents
Steel pipe concrete truss structure bridge chord member and web member connected node structure Download PDFInfo
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- CN113403935A CN113403935A CN202110885549.3A CN202110885549A CN113403935A CN 113403935 A CN113403935 A CN 113403935A CN 202110885549 A CN202110885549 A CN 202110885549A CN 113403935 A CN113403935 A CN 113403935A
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D6/00—Truss-type bridges
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/268—Composite concrete-metal
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- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/02—Reliability analysis or reliability optimisation; Failure analysis, e.g. worst case scenario performance, failure mode and effects analysis [FMEA]
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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
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Abstract
The invention relates to a connecting node structure of a chord member and web members of a steel tube concrete truss structure bridge, which comprises the chord member and a plurality of web members, wherein the end parts of the web members are welded with the chord member, and the eccentric value e formed by connecting two adjacent web members with the chord member meets the condition that the eccentric value e is more than 0.25 and less than e/d0Less than or equal to 0.5, and the gap g between two adjacent web members is more than 50 mm. Through increasing the eccentric value e of the steel pipe concrete node, the gap g of the web members is widened, the mutual overlapping of adverse effects of close-distance welding of the ends of the two web members can be avoided, the welding quality is ensured, enough operation space is provided for carrying out weld grinding at the node position, and the steel pipe concrete node is liftedHigh intersecting welding joint fatigue strength. After the web member gap g is enlarged, the requirement for standardizing the net spacing of the welding seams can be met as a unit segment dividing point in the web member gap g, only chord member segmented joints are generated in the dividing mode, and the web member segmented joints are avoided, so that 360-degree penetration welding work with the largest difficulty is avoided at high altitude on site, the connecting quantity and the construction difficulty of the joints on site are reduced, and the construction quality is guaranteed.
Description
Technical Field
The invention relates to the field of bridges, in particular to a connecting node structure of a chord member and a web member of a steel tube concrete truss structure bridge.
Background
A steel tube concrete truss type structural bridge comprises two chords, concrete is poured into the chords, a plurality of web members are arranged between the two chords, and according to stress requirements, a node structure formed by connecting the web members with the chords can be in a welding form such as an N type, a K type or a Y type. The bridge formed by the steel tube concrete truss type structure comprises a steel tube concrete arch bridge, a steel tube concrete truss bridge, a cable bearing bridge adopting a steel tube concrete main beam or a main tower and the like, and the key position of the stress of the structure is the intersecting welding node formed by a web member and a chord member through finite element numerical analysis, model test and real bridge test, and the structural failure characteristic is that the intersecting welding node generally fails firstly. Therefore, the intersecting welding joint is a key factor influencing the service life of the steel tube concrete truss structure bridge.
The web member end of the steel tube concrete truss structure bridge is cut and formed by a special intersecting line cutting machine and is connected with the chord member in a welding mode. During welding, the welding thermal cycle can cause locally non-uniform thermoplastic deformation and phase change at the weld site, and lead to the presence of weld residual stresses. Current "highway steel structure bridge design code" (JTG D64-2015) clause 10.1.4: when the eccentric value e of the connecting node of the web member and the chord member meets the condition that e/d is more than or equal to-0.550When the bearing capacity of the node and the tension chord member is calculated to be less than or equal to 0.25, the influence of eccentric bending moment can be ignored. The rule is specific to the hollow pipe joint without concrete pouring in the chord member, and the rule is favorable for reducing the additional internal force of the hollow pipe joint and ensuring the local rigidity and the integral rigidity of the structure of the hollow pipe joint. FIG. 1 shows a chord-web connection point, where e is the eccentricity (distance from the intersection of the center lines of the two web members to the center line of the chord) and d is the value of0Is the outer diameter of the chord member d1、d2Respectively the outside diameters of two web members, N0、N1、N2For axial loads, θ1、θ2Is the angle between the web member and the chord member, t1、t2The web wall thickness is shown, and g is the web gap. To satisfy the roadE/d is more than or equal to 0.55 and is regulated by the design Specification of steel structure bridges0The limit value is less than or equal to 0.25, the value of the node web rod gap g is generally less than or equal to 50mm, and the smaller web rod gap g can cause the following problems:
1. the welding is densely carried out at the node position, adverse effects caused by thermal cycling are mutually superposed, and the welding defects are increased; the welding residual stress and the defects exist at the same time, the fatigue strength of the intersecting welding joint under the action of dynamic load is influenced, and the fatigue life of the intersecting welding joint is shortened.
2. In order to improve the fatigue strength of the intersecting welding joint, as shown in fig. 2, according to the regulations of the fatigue technical regulations of the welding joint of the concrete filled steel tube bridge, a specific grinding tool, a specific grinding path and a specific grinding direction are required to be adopted for the intersecting welding joint to carry out grinding requirements; however, the structure is complex in a narrow space of the joint, so that the operation space is limited, the grinding cannot be performed according to the regulations, a grinding blind area is left at the toe position with the maximum stress of the intersecting welding joint, and the fatigue strength of the intersecting welding joint cannot be improved.
3. After matching, processing and manufacturing of the truss type structural bridge in a factory are finished, dividing the truss type structural bridge into unit sections according to the transportation capacity and the lifting capacity, transporting each unit section to a construction site, and connecting the unit sections through welding at the construction site; the technical specification of the fatigue of the welding joint of the steel pipe concrete bridge clearly stipulates the net spacing of various welding seams, and if the unit sections are divided at the small web member gap g, the net spacing of the intersecting welding seam formed by the web members and the chord member butt welding seam cannot meet the standard requirement; therefore, the segments can only be divided at suitable positions outside the web gap g, resulting in that the divided segments, in addition to the chord segment joints, also produce web segment joints; the penetration welding joint of the web member sectional joint is a key point of the structure, the welding quality directly determines the service life of the bridge, the welding workload is increased by welding the joint on site, the quality of the penetration welding joint of 360 degrees is difficult to ensure due to the fact that three factors of the temperature, the humidity and the wind speed are difficult to control by welding on site and the psychological pressure of high-altitude operators, and the construction difficulty and the construction cost are greatly increased.
Concrete-filled steel tube truss-type structural bridges, i.e. in conventional hollow steelConcrete is poured into the chord members of the pipe truss type structural bridge, so that the chord members become steel pipe concrete members, and the web members can adopt hollow steel pipe members or steel pipe concrete members. Although the bearing capacity and rigidity of the steel tube concrete member are stronger than those of the hollow steel tube member, because a designer designs the steel tube concrete truss structure bridge node according to the regulations of 'design specifications for highway steel structure bridges', when determining the eccentricity value e and the web member gap g, according to the inertial thinking, the steel tube concrete truss structure bridge node still uses the condition that the ratio of the eccentricity value e to the web member gap g is more than or equal to-0.55 and less than or equal to e/d0The principle of less than or equal to 0.25, the gap g between the node web members is less than or equal to 50mm, and the problem caused by the small gap g between the web members exists.
CN202010247528 discloses a method for manufacturing a large-span steel tube arch rib, which adopts 4 chords to improve the structural strength, but the structure of the whole arch rib is more complex, more welding joints are formed during construction, and the engineering quantity is larger; CN201911073590 discloses a method for installing a steel pipe concrete arch bridge without a support arch ring, and as can be seen from fig. 1 and fig. 2, 4 chords are also adopted, so that the truss structure is more complicated, the number of connection of segmented joints is large, the construction period is long, and the construction risk is difficult to control.
Disclosure of Invention
The invention aims to provide a connecting node structure of a chord member and a web member of a steel tube concrete truss structure bridge, and solve the difficult problem of designing the node of the steel tube concrete truss structure bridge.
The technical scheme adopted by the invention for solving the technical problems is as follows: concrete filled steel tube chord member and web member connected node, including chord member and many web members, the tip and the chord member welded connection of web member, two adjacent web members satisfy 0.25 < e/d with the eccentric value e that the chord member was connected and is formed0Less than or equal to 0.5, wherein d0The outer diameter of the chord member is larger than 50mm, and the web member gap g between two adjacent web members is larger than 50 mm.
The invention has the beneficial effects that:
1. because the chord member of the steel tube concrete node is poured with concrete, the bearing capacity of compression resistance, bending resistance, shearing resistance and the like is greatly improved, and the steel tube concrete node has the capability of bearing larger additional eccentric bending moment or larger shearing force directly acted on the chord member by the web member, the eccentric value of the node is increased to be more than 0.25 and more than e/d0Less than or equal to 0.5, and the gap g between the web members is widened, so that the structural design is more convenient.
2. The eccentricity value e of the steel pipe concrete node is increased to be 0.25 < e/d0Not more than 0.5, thereby widening the gap g between the web members, avoiding the mutual superposition of the adverse effects of close-range welding of the ends of the two web members to a certain extent, ensuring the welding quality and improving the fatigue strength of the intersecting welding joint.
3. The eccentricity value of the node of the reinforced concrete-filled steel tube is increased to be 0.25 < e/d0Not more than 0.5, thereby widening the gap g of the web member, ensuring that enough operating space is provided at the node position for weld grinding, and improving the fatigue strength of the intersecting welding node.
4. The steel pipe concrete truss structure bridge divides the position at the unit section, there is the web member clearance g of opening according to the ground, make in web member clearance g also can satisfy the requirement of standardizing the net interval of butt weld as the unit section division point, this division mode will only produce the chord member segmentation joint, web member segmentation joint has been avoided, thereby 360 penetration welding jobs that the degree of difficulty is the biggest have been carried out to the on-the-spot high altitude, reduce the on-the-spot articulate quantity and the construction degree of difficulty, guarantee construction quality, accelerate the segment connection speed, be favorable to construction risk control, reach reduce cost, improve the purpose of efficiency of construction.
Drawings
FIG. 1 is a schematic view of a prior art chord-to-web connection node;
FIG. 2 is a schematic view of the grinding of the connecting joint of the chord member and the web member after welding;
FIG. 3 is a schematic view of a chord member to web member connection node of the present invention;
FIG. 4 is a schematic illustration of a plastic failure of the surface of a node chord of a hollow tube;
FIG. 5 is a schematic view of the surface punching shear failure of the node chord of the hollow tube;
FIG. 6 is a buckling failure schematic diagram of a concrete filled steel tube node web member.
Detailed Description
The invention is further illustrated with reference to the following figures and examples.
The basis of the node eccentricity value e in the current design specifications of highway steel structure bridges comes from the main failure modes of hollow pipe nodes, namely chord surface plastic failure (shown in figure 4) and chord surface punching shear failure (shown in figure 5). For the steel pipe concrete node, because the chord member is poured with concrete, the bearing capacity of compression resistance, bending resistance, shearing resistance and the like is greatly improved, and strict model tests prove that the two have essential differences on failure modes, as shown in fig. 6, due to the supporting effect of the core concrete on the chord member wall, the local buckling failure mode of the chord member side wall does not become a typical failure mode any longer, but is expressed as the buckling failure of the web member, and certain irrationality exists along with the design idea of the hollow pipe node. Therefore, according to finite element numerical analysis, model test and real bridge test, the data result of extraction and analysis is provided, and the connecting node structure of the chord member and the web member of the steel tube concrete truss structure bridge is provided.
The current design Specification for Steel structures and bridges for highways (JTG D64-2015) No. 5.4.1 proposes a calculation formula for the bending bearing capacity of a hollow steel pipe member, which is as follows:
according to the research result, the calculation formula of the bending bearing capacity of the concrete-filled steel tube member is as follows:
wherein, γ0And gamma are the importance coefficient of the bridge structure, NdDesigned values for axial force; my、MzDesigned values for bending moments about the y-axis and z-axis, ey、ezRespectively the eccentricity of the effective section centroid from the hairsection centroid in the z-axis and y-axis directions, NRd、MRd,yAnd MRd,zRespectively axial bearing capacity, y-axis direction bending moment bearing capacity and z-axis direction bending moment bearing capacity; n issIs the elastic modulus ratio of the steel and steel pipe concrete composite material,
for stretch bending concrete-filled steel tube members, the eccentricity reduction coefficient, KdIs the void reduction coefficient of the concrete filled steel tube, fsDesigned strength value for steel pipe of steel pipe concrete stretch bending member, AscThe combined cross-sectional area of the steel pipe concrete.
Through test verification, the calculated value and the test value of the calculated value of the calculation formula of the stretch bending bearing capacity of the concrete filled steel tube member obtained through derivation are averagely 0.959, the standard deviation is 0.08, and the calculation requirement of the reliability is met. Both a calculation formula and a test result show that under the same geometric parameters, the stretch bending bearing capacity of the steel pipe concrete is more than 1.8 times of that of the hollow steel pipe, the steel pipe concrete has the capacity of bearing larger additional eccentric bending moment, and the original node eccentric limit value is-0.55-e/d0No longer applicable less than or equal to 0.25; after concrete is poured into the chord member 1, the rigidity is far larger than that of the web member 2, the internal force of the web member 2 distributed by the statically indeterminate structure according to the rigidity is far smaller than that of the chord member 1, and the influence of the internal force of the web member 2 on the eccentric bending moment generated by the chord member 1 is reduced, so that the eccentric value e of the node is increased to meet the requirement that the eccentric value e is more than 0.25 and less than e/d safely0Less than or equal to 0.5. Because the stretch bending bearing capacity of the steel pipe concrete is more than 1.8 times (average is 2 times) of the stretch bending bearing capacity of the hollow steel pipe, and the acting force of the web members 2 on the chord members 1 is reduced, considering the safety, e/d0The limit value of (a) is enlarged by 2 times on the original basis, namely 0.25 < e/d0Less than or equal to 0.5, thereby widening the gap g of the web members and forming a novel connecting node structure of the chord members and the web members of the steel tube concrete truss structure bridge.
As shown in figure 3, the connecting node structure of the chord member and the web member of the steel tube concrete truss structure bridge comprises the chord member 1 and a plurality of web members 2, the end parts of the web members 2 are welded with the chord member 1, and the eccentricity value e formed by connecting two adjacent web members 2 with the chord member 1 satisfies 0.25 < e/d0Less than or equal to 0.5, wherein d0The gap g between two adjacent web members 2 is larger than 50mm, which is the outer diameter of the chord member 1.
Example one
Taking a 30m span steel pipe concrete truss bridge as an example, the diameter of a chord member 1 is 670mm, C30 concrete is poured into the pipe, the diameter of a web member 2 is 402mm, the steel pipe concrete node eccentricity value e is amplified to be 0.25 to e/d0 to be less than or equal to 0.5, the gap g of the web member is increased to 80mm from the original 50mm, the deviation of the chord shaft force generated by positive and negative eccentricity of the node is within 1 percent, the deviation of the generated web member shaft force is within 8-15 percent, and the deviation of the integral rigidity of the structure is hardly influenced.
In conclusion, the invention has the following advantages:
1. because the chord member of the steel tube concrete node is poured with concrete, the bearing capacity of compression resistance, bending resistance, shearing resistance and the like is greatly improved, and the steel tube concrete node has the capability of bearing larger additional eccentric bending moment or larger shearing force directly acted on the chord member 1 by the web member 2, the eccentric value of the node is increased to be more than 0.25 and less than e/d0Less than or equal to 0.5, and the gap g between the web members is widened, so that the structural design is more convenient.
2. The eccentricity value e of the steel pipe concrete node is increased to be 0.25 < e/d0Not more than 0.5, thereby widening the gap g between the web members, avoiding the mutual superposition of the adverse effects of close-range welding of the ends of the two web members to a certain extent, ensuring the welding quality and improving the fatigue strength of the intersecting welding joint.
3. The eccentric value e of the concrete filled steel tube node is increased to be more than 0.25 and less than e/d0Not more than 0.5, thereby widening the gap g of the web member, ensuring that enough operating space is provided at the node position for weld grinding, and improving the fatigue strength of the intersecting welding node.
4. The steel pipe concrete truss structure bridge divides the position at the unit section, there is the web member clearance g of opening according to the ground, make in web member clearance g also can satisfy the requirement of standardizing the net interval of butt weld as the unit section division point, this division mode will only produce the chord member segmentation joint, web member segmentation joint has been avoided, thereby 360 penetration welding jobs that the degree of difficulty is the biggest have been carried out to the on-the-spot high altitude, reduce the on-the-spot articulate quantity and the construction degree of difficulty, guarantee construction quality, accelerate the segment connection speed, be favorable to construction risk control, reach reduce cost, improve the purpose of efficiency of construction.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (1)
1. The utility model provides a steel pipe concrete truss structure bridge chord member and web member connected node structure, includes chord member (1) and many web members (2), the tip and chord member (1) welded connection of web member (2), its characterized in that: the eccentricity value e formed by connecting two adjacent web members (2) and the chord member (1) meets the condition that e/d is more than 0.250Less than or equal to 0.5, wherein d0The outer diameter of the chord member (1) is larger than the web member gap g between two adjacent web members (2) by more than 50 mm.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115807486A (en) * | 2022-12-28 | 2023-03-17 | 中国建筑设计研究院有限公司 | Node connection structure of complex pipe truss and pipe truss system |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN85104444A (en) * | 1985-06-13 | 1985-11-10 | 王维奇 | Encased structures and application technology |
| CN101864724A (en) * | 2009-04-20 | 2010-10-20 | 桥梁永恒创新有限责任公司 | The flitch-trussed beam node connecting structure of flitch-trussed beam web member and use flitch-trussed beam web member |
| US20110146201A1 (en) * | 2009-12-18 | 2011-06-23 | John Louis Vanker | Panelized structural system for building construction |
| JP2012026114A (en) * | 2010-07-21 | 2012-02-09 | Daiwa Steel Tube Industries Co Ltd | Plane truss structure |
| CA2744759A1 (en) * | 2011-06-30 | 2012-12-30 | Jeremy Leonard Calhoun | Structural coupler |
| CN104196172A (en) * | 2014-09-12 | 2014-12-10 | 江苏沪宁钢机股份有限公司 | Crescent-shaped truss and manufacturing method thereof |
| CN204059756U (en) * | 2014-07-29 | 2014-12-31 | 中交一公局第四工程有限公司 | The truss of a kind of pre-stressed steel pipe concrete purlin sheet and structure thereof |
| CN107119804A (en) * | 2017-04-05 | 2017-09-01 | 长安大学 | The PBL that node tensile and compressive property can be improved simultaneously puts more energy into shape steel tube concrete joint |
-
2021
- 2021-08-03 CN CN202110885549.3A patent/CN113403935A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN85104444A (en) * | 1985-06-13 | 1985-11-10 | 王维奇 | Encased structures and application technology |
| CN101864724A (en) * | 2009-04-20 | 2010-10-20 | 桥梁永恒创新有限责任公司 | The flitch-trussed beam node connecting structure of flitch-trussed beam web member and use flitch-trussed beam web member |
| US20110146201A1 (en) * | 2009-12-18 | 2011-06-23 | John Louis Vanker | Panelized structural system for building construction |
| JP2012026114A (en) * | 2010-07-21 | 2012-02-09 | Daiwa Steel Tube Industries Co Ltd | Plane truss structure |
| CA2744759A1 (en) * | 2011-06-30 | 2012-12-30 | Jeremy Leonard Calhoun | Structural coupler |
| CN204059756U (en) * | 2014-07-29 | 2014-12-31 | 中交一公局第四工程有限公司 | The truss of a kind of pre-stressed steel pipe concrete purlin sheet and structure thereof |
| CN104196172A (en) * | 2014-09-12 | 2014-12-10 | 江苏沪宁钢机股份有限公司 | Crescent-shaped truss and manufacturing method thereof |
| CN107119804A (en) * | 2017-04-05 | 2017-09-01 | 长安大学 | The PBL that node tensile and compressive property can be improved simultaneously puts more energy into shape steel tube concrete joint |
Non-Patent Citations (8)
| Title |
|---|
| 刘永健等: "主管内填充混凝土矩形钢管桁架受力性能试验研究", 《建筑结构学报》 * |
| 吴顺刚: "钢管混凝土拱桥施工", 《交通世界(建养.机械)》 * |
| 周绪红等: "矩形钢管混凝土桁架设计", 《建筑结构》 * |
| 谌润水等: "《公路桥梁荷载试验》", 30 November 2003, 人民交通出版社 * |
| 陈誉等: "正对称Pratt桁架直腹杆受压大偏心N型圆钢管节点静力性能实验研究", 《工程力学》 * |
| 陈鹏等: "钢管混凝土构件及拱架受力特征分析", 《现代隧道技术》 * |
| 韩林海等: "钢管混凝土混合结构设计原理及其在桥梁工程中的应用", 《土木工程学报》 * |
| 黄文金等: "腹杆形式对钢管混凝土桁梁受力性能影响的研究", 《建筑结构学报》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115807486A (en) * | 2022-12-28 | 2023-03-17 | 中国建筑设计研究院有限公司 | Node connection structure of complex pipe truss and pipe truss system |
| CN115807486B (en) * | 2022-12-28 | 2024-02-02 | 中国建筑设计研究院有限公司 | Node connection structure of complex pipe truss and pipe truss system |
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