CN116377831A - Partially-filled simple-support high-strength steel pipe truss structure and manufacturing method thereof - Google Patents
Partially-filled simple-support high-strength steel pipe truss structure and manufacturing method thereof Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 139
- 239000010959 steel Substances 0.000 title claims abstract description 139
- 238000004519 manufacturing process Methods 0.000 title claims description 8
- 239000004567 concrete Substances 0.000 claims abstract description 55
- 238000003466 welding Methods 0.000 claims description 25
- 238000010276 construction Methods 0.000 claims description 22
- 210000001503 joint Anatomy 0.000 claims description 13
- 238000000034 method Methods 0.000 claims description 9
- 238000005192 partition Methods 0.000 claims description 7
- 230000008569 process Effects 0.000 claims description 6
- 238000005086 pumping Methods 0.000 claims description 4
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- 238000009423 ventilation Methods 0.000 claims description 3
- 239000011148 porous material Substances 0.000 abstract description 8
- 238000005452 bending Methods 0.000 description 16
- 230000000694 effects Effects 0.000 description 7
- 239000000463 material Substances 0.000 description 6
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- 230000003014 reinforcing effect Effects 0.000 description 5
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- 230000006835 compression Effects 0.000 description 3
- 238000007906 compression Methods 0.000 description 3
- 238000013016 damping Methods 0.000 description 3
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- 238000004873 anchoring Methods 0.000 description 2
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- 238000005260 corrosion Methods 0.000 description 2
- 230000007547 defect Effects 0.000 description 2
- 238000013461 design Methods 0.000 description 2
- 239000011372 high-strength concrete Substances 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
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- 239000000126 substance Substances 0.000 description 2
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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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Abstract
The invention relates to a partially filled simple-support high-strength steel pipe truss structure which comprises a pressed chord member, a tension chord member, a web member and a lower end parallel connection, wherein open-pore steel plate stiffening ribs are fixedly arranged in the pressed chord member and the tension chord member in a through length mode, HSC (high-speed concrete) is filled in the pipe of the pressed chord member in the through length mode, common concrete is filled in a fulcrum section in the pipe of the tension chord member, and common concrete is also filled in the web member pipes of the lower end parallel connection and the fulcrum section. The structure and the measures can greatly improve the strength, the rigidity and the bearing capacity of the truss girder, reduce the section height and the rod size, and improve the spanning capacity of the truss girder.
Description
Technical Field
The invention relates to a partially filled simple-support high-strength steel pipe truss girder structure and a manufacturing method thereof, and relates to the field of bridge engineering.
Background
The common steel pipe truss is a common hollow steel pipe for the tension chord, the compression chord, the web member and the average linkage, and the chord and the web member are integrally bent members (generally used for bearing node loads) which are welded together, as shown in fig. 1 and 2.
The main disadvantages of the common steel pipe truss are that:
(1) The compressed chord is not conducive to bearing the load of the superstructure. The common hollow steel pipe adopted by the pressed chord member is easy to locally flex under the load action of the upper structure, so that the overall bearing capacity and rigidity of the truss are affected.
(2) The tension chord and web members near the fulcrum are very unfavourable in stress:
(1) when the steel pipe truss is used as a simple support structure, the tension chord member of the common steel pipe truss is subjected to a larger support counter force near a fulcrum, and under the pressure action of the web member, the chord member can generate plastic yield, punching shear failure and even local buckling; under the tension of the web member, the chord member may be torn to fail or excessively pear-shaped to deform;
(2) near the fulcrum, the truss bears larger shearing force, and when the web members are pulled, the web member joints can be cracked locally; when the web members are compressed, localized yielding or even localized buckling of the web member joints may occur.
(3) The truss has lower bending resistance bearing capacity. When the span is increased, the material strength is difficult to meet the design requirement of bending resistance bearing capacity, and if the section is increased, elevation or clearance cannot meet the requirement.
The combined simply supported beam structure of the steel tube truss with prestress in the tube is shown in patent application number 2012100303946, and mainly comprises a pressed chord member, a tension chord member and web members, wherein the steel tubes are made of common steel materials, prestress ribs are arranged in the tension chord member, and prestress rib guiding devices are arranged at all joints. The structure is used for applying prestress to the tension chord member, and is mainly used for improving bending bearing capacity and bending rigidity and reducing dead weight of the structure. The construction steps comprise: 1. welding the pressed chord members, the tension chord members and the web members to form a main beam framework; 2. a guiding device is arranged at each node in the tension chord; 3. the prestressed tendons are distributed in the tension chord member, and tensioning and anchoring are carried out at the two ends of the tension chord member; 4. and (5) bridge deck construction.
The main defects of the in-pipe prestressed steel pipe truss combined simply supported beam structure are that:
(1) The construction cost is higher and the construction period is long.
(1) The tensioning prestressing process is complex, the construction is complicated, special tensioning equipment and construction teams are needed, and the mechanical equipment cost and labor cost are increased;
(2) the guiding devices are arranged at the positions of all the nodes in the tension chord member, so that the problems of difficult positioning and complex construction process exist.
(2) The durability of the prestressed structure is a problem.
(1) The prestress anchor head is arranged at the end part of the chord steel pipe, and is required to be specially designed for durability, so that the corrosion resistance difficulty and maintenance cost are increased;
(2) the tension chord is an empty steel pipe, and the prestressed tendons are exposed to the air and are easy to rust, so that the long-term use of the structure is affected.
(3) The support is stressed disadvantageously. Bending deformation of the truss causes rotation of the fulcrum cross-section, which results in the abutment changing from perpendicular-acting surface contact to inclined line contact or even point contact, which is detrimental to the abutment's stress and deformation.
Disclosure of Invention
In view of the defects of the prior art, the technical problem to be solved by the invention is to provide a partially filled simple high-strength steel tube truss structure and a manufacturing method thereof.
In order to solve the technical problems, the technical scheme of the invention is as follows: the utility model provides a simple and high-strength steel pipe truss girder structure of partial packing, includes pressurized chord member, tension chord member, web member, lower extreme parallel connection, the inside open-pore steel sheet stiffening rib that has set firmly of pressure chord member and tension chord member through long, the intraductal through long packing of pressure chord member has HSC, the intraductal internal fulcrum section of tension chord member fills there is ordinary concrete, and the web member intraductal of lower extreme parallel connection and fulcrum section also fills there is ordinary concrete.
Preferably, the pressed chord members, the tension chord members and the web members are all made of high-strength steel pipes, and the lower ends of the pressed chord members, the tension chord members and the web members are connected in parallel and made of common steel pipes.
Preferably, at the fulcrum, the tension chord member and the web member meet on the lower end flat-bed, and the lower end flat-bed is supported on the support; the diameter of the lower end parallel connection is larger than that of the chord member and the web member.
Preferably, the perforated steel plate stiffener is welded with the chord member only in the node area of the truss girder.
Preferably, the web members are welded with the pressed chord members and the tension chord members, and the rest web members are not communicated with the chord members except for the web members which need to be filled with concrete and holes are formed in the positions corresponding to the chord members.
Preferably, through holes are formed in the axes of the pressed chord member, the tension chord member and the web member near the lower end parallel alignment fulcrum, and the lower end parallel alignment tension chord member axis is provided with the through holes.
Preferably, a partition steel plate is fixedly arranged in the tension chord member, and the partition steel plate is positioned at the end part of the common concrete which is far away from the lower end and is horizontally connected.
Preferably, U-shaped locking rebars are welded at the butt joint positions of the chords in the pressed chord members and the tension chord members, the U-shaped locking rebars at the butt joint positions of the chords are staggered, and the U-shaped locking rebars are positioned through clamping during construction.
The manufacturing method of the partially filled simple support high-strength steel pipe truss structure comprises the following steps:
(1) The pipe walls of the pressed chord members, the tension chord members and the lower end parallel connection are aligned with the axes of the web members near the fulcrums, and through holes are formed for pouring common concrete in the tension chord members, the lower end parallel connection and the web members near the fulcrums, and the ventilation in the pouring process is ensured;
(2) Welding U-shaped fore shaft steel bars in the pipes at the joint of the chords, then butt-jointing, arranging through-length perforated steel plate stiffening ribs in the pressed chords and the tension chords, and welding with the steel pipes in the joint area;
(3) A through hole is formed in the intersection position of the pipe wall of the lower end parallel connection and the axis of the tension chord member and is used for pouring common concrete;
(4) The pressed chord members, the tension chord members, the web members and the lower ends are connected in parallel and are welded through intersecting to form a space steel pipe truss;
(5) Raising one side of the tension chord member, pumping ordinary concrete inwards through the through hole, and continuously rising along the web member through the through hole after the tension chord member and the lower end are parallel connected with each other until ordinary concrete slurry is observed in the pressed chord member;
(6) And raising one side of the pressed chord member, and pouring HSC into the pressed chord member.
Preferably, when the stiffening ribs of the steel plates with holes in the chord members are welded, the stiffening ribs are positioned by spot welding, and then the stiffening ribs are welded in the pipe by utilizing an automatic welding trolley or an automatic welding gun.
Compared with the prior art, the invention has the following beneficial effects:
the structure has high bearing capacity and high rigidity.
1. The common concrete is filled in the tension chord member sections and the web members near the fulcrums, so that the bearing capacity and the rigidity of the tension chord members and the web members near the fulcrums are improved;
2. the steel plate stiffening ribs with the through long holes are arranged in the chord members, so that the hollow and relative sliding of the concrete filled steel tube interface can be reduced while the stiffening function is exerted, and the bearing capacity and the rigidity of the chord members and the nodes are improved;
3. the HSC is filled in the pressed chord member, so that the chord member steel pipe can be assisted in bearing force, the strength and rigidity of the joint can be improved, and the perforated steel plate stiffening rib can be stabilized to exert the stiffening effect;
4. the utility model provides an increase lower extreme parallel connection diameter and pour ordinary concrete in the pipe, can improve the wholeness of structure, improve the stress state of tension chord member.
And (II) the structure has strong crossing capability.
The chord member of the steel plate girder comprises a steel plate, wherein a steel plate stiffening rib is arranged in the steel plate stiffening rib, the steel plate stiffening rib is welded with a steel pipe in a node area, HSC is filled in the pressed chord member pipe, and common concrete is filled in a section near a tension chord member fulcrum, so that the bearing capacity and rigidity of the chord member and the node can be improved, the integral bending bearing capacity and rigidity of the girder are improved, the bearing capacity required by a structure is met in actual engineering, the section height and the rod size can be reduced, and the crossing capacity of the structure is improved.
And thirdly, the material utilization rate is high.
1. In order to adapt to axial force change, the wall thickness of the chord member steel tube is larger as the wall thickness of the chord member steel tube is closer to the span center, and the wall thickness of the web member steel tube is larger as the wall thickness of the web member steel tube is closer to the pivot, so that materials are fully utilized;
2. the HSC is filled in the pressed chord member with a large concrete function, and the tension chord member is filled with common concrete only in the section near the fulcrum with a large stress.
And fourthly, the construction is simple and convenient, and the quality is controllable.
1. The high-strength material is adopted, so that the self weight of the structure can be reduced on the basis of ensuring the bearing capacity of the structure, construction and hoisting are convenient, the use of construction processes such as prestressing and the like can be avoided, the construction cost is reduced, and the construction period is shortened;
2. the through long perforated steel plate stiffening ribs arranged in the chord member are welded with the chord member steel pipes only in the node area, so that the welding workload can be greatly reduced, the welding heat influence is reduced, and the construction positioning is simple and convenient;
3. the chord member butt joint structure that this application adopted is constructed portably, the location is accurate, and U-shaped fore shaft reinforcing bar itself can improve the vertical shear rigidity of welding seam department steel pipe, can make the concrete aggregate get into the crossing region of U-shaped fore shaft reinforcing bar simultaneously and form the concrete tenon, plays the anchor effect.
And (V) the structural integrity and stability are strong, and the dynamic characteristic is good.
1. The diameter of the lower end parallel connection is increased, so that the web member and the lower chord member near the fulcrum are converged on the lower end parallel connection, the chord member is not contacted with the support, the adverse effect of local stress caused by the fulcrum counterforce is reduced to improve the stress state of the tension chord member, and the structure can be integrally connected by using the strong lower end parallel connection, so that the transverse bending rigidity and the torsional rigidity of the structure are improved, and the structural integrity is improved;
2. the lower end parallel steel pipe is supported on the support, and the acting force between the lower end parallel steel pipe and the support is always kept in the vertical direction (the radial direction of the lower end parallel steel pipe), so that the shearing deformation of the support caused by bending of the truss girder is reduced, and the stress state of the support is improved;
3. the concrete is filled in the parallel connection pipe at the lower end, so that the gravity center of the structure can be reduced, the stability of the structure is improved, the damping ratio of the structure can be increased, and the dynamic characteristic of the structure is improved.
The invention will be described in further detail with reference to the drawings and the detailed description.
Drawings
Fig. 1 is an elevation view of a conventional steel pipe truss in the related art.
FIG. 2 is a section I-I of FIG. 1.
Fig. 3 is an elevation view of an embodiment of the present invention.
FIG. 4 is a section II-II of FIG. 3.
FIG. 5 is a cross-sectional view of III-III of FIG. 3.
Fig. 6 is a front view of an open-celled steel stiffener.
FIG. 7 is a side view of an open-celled steel stiffener.
Fig. 8 is a side view of a chord butt-joint configuration.
FIG. 9 is a section IV-IV of FIG. 8.
In the figure: 1-a pressed chord; 2-perforated steel plate stiffening ribs; 3-web members; 4-tension chords; 5-through holes of chords; 6-isolating steel plates; 7-parallel connection of the lower ends; 8-a through hole with the lower end connected in parallel; 9-ordinary concrete; 10-HSC; 11-U-shaped locking notch reinforcing bars.
Detailed Description
The invention will be further described with reference to the accompanying drawings and examples.
It should be noted that the following detailed description is exemplary and is intended to provide further explanation of the present application. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of example embodiments in accordance with the present application. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
As shown in fig. 1 to 9, the present application can solve the technical problems in the following aspects of the present two technical schemes:
1. aiming at the problem that the pressed chord member of the common steel pipe truss is unfavorable for bearing the vertical load transmitted by the upper structure, the pressed chord member is filled with high-strength concrete (high strength concrete, HSC for short) so as to improve the vertical shearing rigidity and the bending rigidity of the pressed chord member, so that the pressed chord member can directly bear the vertical load like a solid web beam, and local stiffening is not required at a joint of force transmission.
2. Aiming at the problem that the tension chord members and web members are unfavorable in stress near the pivot of the common steel pipe truss, the application adopts the following measures to solve or improve:
(1) Setting long stiffening ribs (welded only in node areas) in the tension chord tube, and filling common concrete in the section near the fulcrum;
(2) Filling common concrete in the web member pipe near the fulcrum;
(3) The diameter of the parallel pipe at the lower end is enlarged, and common concrete is poured into the radial pipe, so that the stress states of the tension chord members, the parallel pipes and the web members near the supporting points are improved.
3. According to the steel pipe truss bending-resistant bearing capacity and elevation clearance problem, the tension and compression chords are made of high-strength steel, the through-length stiffening ribs are arranged in the pipes (only welded with the steel pipes in the node areas), HSC are filled in the compression chords, the sections near the tension chords fulcrum are filled with common concrete, and bearing capacity and rigidity of the chords and the nodes can be improved, so that the overall bending-resistant bearing capacity and rigidity of the truss are improved, and the section height and the rod size of the truss are not required to be increased.
4. Aiming at the problems of construction cost increase, construction period extension, prestress rib corrosion and the like caused by prestress, the application does not adopt prestress, but aims at the design purpose of improving the bending bearing capacity and rigidity of the structure by prestress, and the application is solved by the 3 rd measure;
5. to the unfavorable problem of support atress, this application adopts the lower extreme parallel connection of diameter increase and pours ordinary concrete in the intraductal, supports the lower extreme parallel connection on the support, and effort between lower extreme parallel connection steel pipe and the support remains vertical direction (lower extreme parallel connection steel pipe is radial) all the time to reduce the support shear deformation that the girder bend arouses, improve the stress state of support.
The embodiment provides a partially-filled simple-support high-strength steel pipe truss structure, which comprises a pressed chord member, a tension chord member, a web member and a lower end parallel connection, wherein open-pore steel plate stiffening ribs are fixedly arranged in the pressed chord member and the tension chord member in a through length mode, HSC (high speed concrete) is filled in the pipe of the pressed chord member in the through length mode, common concrete is filled in a fulcrum section in the tension chord member pipe, and common concrete is also filled in the web member pipes of the lower end parallel connection and the fulcrum section.
In the embodiment of the invention, the pressed chord member, the tension chord member and the web member are all made of high-strength steel pipes, and the lower end of the pressed chord member, the tension chord member and the web member are connected in parallel and made of common steel pipes.
In the embodiment of the invention, at the fulcrum, the tension chord member and the web member meet on the lower end parallel joint, and the lower end parallel joint is supported on the support; the diameter of the lower end parallel connection is larger than that of the chord member and the web member.
In an embodiment of the invention, the perforated steel plate stiffener is welded with the chord member only in the node area of the truss girder.
In the embodiment of the invention, the web members are welded with the pressed chord members and the tension chord members in a penetrating way, and the rest web members are not penetrated with the chord members except for the web members needing to be filled with concrete, which need to be perforated at the corresponding positions of the chord members.
In the embodiment of the invention, through holes are formed in the axes of the pressed chord member, the tension chord member and the web member near the lower end parallel alignment fulcrum, and the lower end parallel alignment tension chord member axis is provided with the through holes.
In the embodiment of the invention, the inside of the tension chord is fixedly provided with the partition steel plate, and the partition steel plate is positioned at the end part of the common concrete which is parallel to the lower end.
In the embodiment of the invention, U-shaped fore shaft reinforcing bars are welded in the pressed chord member and the tension chord member pipe at the butt joint positions of the chord members, and the U-shaped fore shaft reinforcing bars at the butt joint positions of the chord members are mutually staggered and positioned by clamping during construction.
In the embodiment of the invention, the wall thickness of the chord steel pipe is larger as the wall thickness of the chord steel pipe is closer to the midspan, and the wall thickness of the web steel pipe is larger as the wall thickness of the web steel pipe is closer to the supporting point.
In the embodiment of the invention, in order to adapt to axial force change, the wall thickness of the chord member steel pipe is larger as the wall thickness of the chord member steel pipe is closer to the span center, and the wall thickness of the web member steel pipe is larger as the wall thickness of the web member steel pipe is closer to the pivot point. The butted configuration of chords of different wall thicknesses is shown in figures 8 and 9. The chord steel pipes are butted between the joints to avoid the joint area, the staggered U-shaped locking notch steel bars on the inner wall of the steel pipes are used for clamping and positioning before the steel pipes are butted, then the V-shaped grooves are adopted for full penetration butt welding seams to connect, and the arc starting and arc falling points of the welding seams should avoid the upper edge and the lower edge of the chord steel pipes. The distance L between the welding seam between the U-shaped locking notch steel bar and the steel pipe and the butt welding seam of the steel pipe is more than or equal to 50mm, the length L1=D of the straight line segment of the U-shaped locking notch steel bar, and D is the diameter (D c Or D t ）。
The open-pore steel plate stiffening rib that this application set up along chord steel pipe logical length both can improve the intensity and the rigidity of node, can assist chord steel pipe atress again. For pressed chords, the bonding action of the perforated steel plate stiffeners and the filled concrete in the pipes mainly comprises the biting force between the concrete aggregates in the holes, the friction force and the chemical cementing force of the steel-concrete interface. The stiffening ribs of the perforated steel plate are welded with the inner wall of the steel pipe only in the node area. As shown in fig. 6 and 7, the open-pore steel plate stiffener structure has a height h=0.3D, a thickness t=d/30, a pore diameter d=0.1D, a pore distance s=0.2D, and D is the chord steel pipe diameter (D c Or D t ）。
The HSC is filled in the pressed chord member pipe, so that the chord member pipe can be assisted to bear the force, the strength and the rigidity of the joint can be improved, and the open-pore stiffening rib can be stabilized to play a stiffening role. And the ordinary concrete is filled in the tension chord member sections and the web member pipes near the fulcrums, so that the bearing capacity and rigidity of the tension chord members and the web members can be improved.
The diameter of the lower end parallel connection is increased, so that the web member and the lower chord member near the fulcrum are converged on the lower end parallel connection, the chord member is not contacted with the support, the adverse effect of local stress caused by the fulcrum counterforce is reduced to improve the stress state of the tension chord member, and the structure can be connected into a whole by using the strong end parallel connection, so that the transverse bending rigidity and the torsional rigidity of the structure are improved, and the structural integrity is improved; the lower end parallel steel pipe is supported on the support, and the acting force between the lower end parallel steel pipe and the support is always kept in the vertical direction (the radial direction of the lower end parallel steel pipe), so that the shearing deformation of the support caused by bending of the truss girder is reduced, and the stress state of the support is improved; the concrete is filled in the parallel connection pipe at the lower end, so that the gravity center of the structure can be reduced, the stability of the structure is improved, the damping ratio of the structure can be increased, and the dynamic characteristic of the structure is improved.
The manufacturing method of the partially filled simple support high-strength steel pipe truss structure comprises the following steps:
(1) The pipe walls of the pressed chord members, the tension chord members and the lower end parallel connection are aligned with the axes of the web members near the fulcrums, and through holes are formed for pouring common concrete in the tension chord members, the lower end parallel connection and the web members near the fulcrums, and the ventilation in the pouring process is ensured;
(2) Welding U-shaped fore shaft steel bars in the pipes at the butt joint positions of the chords, then butt-jointing (welding a partition steel plate and the U-shaped fore shaft steel bars and then extending the partition steel plate and the U-shaped fore shaft steel bars into the tension chords), then arranging through long perforated steel plate stiffening ribs in the pressed chords and the tension chords, and welding the steel plate stiffening ribs with the steel pipes in the joint areas;
(3) The intersection position of the pipe wall of the lower end parallel connection and the axis of the tension chord is provided with through holes (namely 2 through holes) for pouring common concrete;
(4) The pressed chord members, the tension chord members, the web members and the lower ends are connected in parallel and are welded through intersecting to form a space steel pipe truss;
(5) Raising one side of the tension chord member, pumping ordinary concrete inwards through the through hole, and continuously rising along the web member through the through hole after the tension chord member and the lower end are parallel connected with each other, until the ordinary concrete is observed to emit slurry in the pressed chord member (the construction method for pumping concrete on the other side is the same as the above);
(6) And raising one side of the pressed chord member, and pouring HSC into the pressed chord member.
In the embodiment of the invention, when the stiffening ribs of the steel plate with the holes in the chord member are welded, the stiffening ribs are positioned by spot welding, and then the stiffening ribs are welded in the pipe by an automatic welding trolley or an automatic welding gun (if the length of the rod member is large, the stiffening ribs can be welded from two ends respectively).
The method adopts the measure that the common concrete is filled in the tension chord member section and the web member pipe near the fulcrum, so that the bearing capacity and the rigidity of the tension chord member and the web member near the fulcrum are improved; the chord member is internally provided with the through stiffening ribs (only the node area is welded with the steel pipe), so that the welding workload and the welding heat influence can be greatly reduced in the aspect of construction; in the aspect of stress, the stiffening function is exerted, and simultaneously, the void and the relative slip of a concrete filled steel tube interface can be reduced, so that the bearing capacity and the rigidity of chords and nodes are improved; the chord member butt joint structure is adopted, so that the positioning is convenient during construction, and the construction difficulty can be reduced; the U-shaped locking notch steel bar can improve the vertical shearing rigidity of the steel tube at the welding seam, and meanwhile, concrete aggregate can enter the intersection area of the U-shaped locking notch steel bar to form a concrete tenon, so that an anchoring effect is achieved; the diameter of the lower end parallel connection is increased, so that the web member and the lower chord member near the fulcrum are converged on the lower end parallel connection, the chord member is not contacted with the support, the adverse effect of local stress caused by the fulcrum counterforce is reduced to improve the stress state of the tension chord member, and the structure can be connected into a whole by utilizing the strong end parallel connection, so that the transverse bending rigidity and the torsional rigidity of the structure are improved, and the structural integrity is improved; the lower end parallel steel pipe is supported on the support, and the acting force between the lower end parallel steel pipe and the support is always kept in the vertical direction (the radial direction of the lower end parallel steel pipe), so that the shearing deformation of the support caused by bending of the truss girder is reduced, and the stress state of the support is improved; the concrete is filled in the parallel connection pipe at the lower end, so that the gravity center of the structure can be reduced, the stability of the structure can be improved, the damping ratio of the structure can be increased, and the dynamic characteristic of the structure can be improved; according to the change rule of the chord axis force, different wall thicknesses are adopted for the chord and the web member along the span direction, so that the materials are fully utilized; the measure of injecting HSC into the pressed chord member is adopted, so that the chord member steel pipe can be assisted in stress, the strength and rigidity of the node can be improved, and the perforated stiffening rib can be stabilized to exert the stiffening effect; the chord members and the web members are made of high-strength steel, HSC is filled in the pressed chord member pipe, and common concrete is filled in the tension chord member pipe only in the section near the fulcrum, so that the strength, the rigidity and the bearing capacity of the truss girder are greatly improved, the section height and the rod size are reduced, and the spanning capacity of the truss girder is improved.
The above description is only a preferred embodiment of the present invention, and is not intended to limit the invention in any way, and any person skilled in the art may make modifications or alterations to the disclosed technical content to the equivalent embodiments. However, any simple modification, equivalent variation and variation of the above embodiments according to the technical substance of the present invention still fall within the protection scope of the technical solution of the present invention.
Claims (10)
1. The utility model provides a simple support high strength steel pipe truss girder structure of partial filling, includes pressurized chord member, tension chord member, web member, lower extreme parallel connection, its characterized in that: the inside of the pressed chord member and the tension chord member is fixedly provided with perforated steel plate stiffening ribs in a through length mode, HSC are filled in the pipe inside of the pressed chord member in a through length mode, common concrete is filled in the supporting point section in the tension chord member pipe, and common concrete is also filled in the web member pipe of the lower end parallel connection and the supporting point section.
2. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: the pressed chord members, the tension chord members and the web members are all made of high-strength steel pipes, and the lower ends of the pressed chord members, the tension chord members and the web members are connected in parallel and made of common steel pipes.
3. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: at the fulcrum, the tension chord member and the web member meet on the lower end flat-bed, and the lower end flat-bed is supported on the support; the diameter of the lower end parallel connection is larger than that of the chord member and the web member.
4. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: the perforated steel plate stiffening ribs are welded with the chord members only in the node areas of the trusses.
5. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: the web members are welded with the pressed chord members and the tension chord members, and the rest web members are not communicated with the chord members except for the web members which need to be filled with concrete and holes are formed in the positions corresponding to the chord members.
6. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: through holes are formed in the axes of the pressed chord, the tension chord and the web members near the lower end parallel alignment pivot, and the lower end parallel alignment tension chord axis is provided with a through hole.
7. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: and a partition steel plate is fixedly arranged in the tension chord member and is positioned at the end part of the common concrete which is far away from the lower end and horizontally connected.
8. The partially filled simply supported high strength steel tube truss structure of claim 1 wherein: u-shaped locking rebars are welded in the pressed chord members and the tension chord members at the butt joint positions of the chord members, the U-shaped locking rebars at the butt joint positions of the chord members are staggered, and the U-shaped locking rebars are positioned through clamping during construction.
9. A method of making a partially filled high strength steel truss structure as defined in any one of claims 1 to 8, comprising the steps of:
(1) The pipe walls of the pressed chord members, the tension chord members and the lower end parallel connection are aligned with the axes of the web members near the fulcrums, and through holes are formed for pouring common concrete in the tension chord members, the lower end parallel connection and the web members near the fulcrums, and the ventilation in the pouring process is ensured;
(2) Welding U-shaped fore shaft steel bars in the pipes at the joint of the chords, then butt-jointing, arranging through-length perforated steel plate stiffening ribs in the pressed chords and the tension chords, and welding with the steel pipes in the joint area;
(3) A through hole is formed in the intersection position of the pipe wall of the lower end parallel connection and the axis of the tension chord member and is used for pouring common concrete;
(4) The pressed chord members, the tension chord members, the web members and the lower ends are connected in parallel and are welded through intersecting to form a space steel pipe truss;
(5) Raising one side of the tension chord member, pumping ordinary concrete inwards through the through hole, and continuously rising along the web member through the through hole after the tension chord member and the lower end are parallel connected with each other until ordinary concrete slurry is observed in the pressed chord member;
(6) And raising one side of the pressed chord member, and pouring HSC into the pressed chord member.
10. The method for manufacturing the partially filled simply supported high-strength steel tube truss structure, according to claim 9, wherein the method comprises the following steps: when the stiffening ribs of the steel plates with holes in the chord members are welded, the stiffening ribs are positioned by spot welding, and then the stiffening ribs enter the pipe for welding by using an automatic welding trolley or an automatic welding gun.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310470249.8A CN116377831A (en) | 2023-04-27 | 2023-04-27 | Partially-filled simple-support high-strength steel pipe truss structure and manufacturing method thereof |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310470249.8A CN116377831A (en) | 2023-04-27 | 2023-04-27 | Partially-filled simple-support high-strength steel pipe truss structure and manufacturing method thereof |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN116377831A true CN116377831A (en) | 2023-07-04 |
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Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310470249.8A Pending CN116377831A (en) | 2023-04-27 | 2023-04-27 | Partially-filled simple-support high-strength steel pipe truss structure and manufacturing method thereof |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116377831A (en) |
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2023
- 2023-04-27 CN CN202310470249.8A patent/CN116377831A/en active Pending
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