CN214301289U - Temporary wind-resistant device for construction of cantilever section steel truss girder of large-span cable-stayed bridge - Google Patents
Temporary wind-resistant device for construction of cantilever section steel truss girder of large-span cable-stayed bridge Download PDFInfo
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- CN214301289U CN214301289U CN202022796848.3U CN202022796848U CN214301289U CN 214301289 U CN214301289 U CN 214301289U CN 202022796848 U CN202022796848 U CN 202022796848U CN 214301289 U CN214301289 U CN 214301289U
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Abstract
The utility model discloses a temporary anti-wind device of large-span cable-stay bridge cantilever section steel longeron construction, including the steel longeron support, the steel longeron support sets up on the pylon bottom end rail, and the steel longeron support has anti-wind bracket along the side difference horizontally connect of the big mileage direction of cable-stay bridge and little mileage direction, and the one end of keeping away from the steel longeron support of every anti-wind bracket is passed through the connecting piece and is connected with the support column, and every support column is vertical to be fixed in on the pylon bottom end rail. The utility model discloses an interim anti-wind device need not set up interim anti-wind buttress and the interim anti-wind measure of multinomial, can reach and effectively resist horizontal wind load, and the device construction degree of difficulty is little, the engineering volume is little, guarantees the security of cantilever section construction.
Description
Technical Field
The utility model relates to a bridge construction technical field, in particular to interim anti-wind device of large-span cable-stay bridge cantilever section steel longeron construction.
Background
In the process of erecting the steel trussed beam, the steel trussed beam is erected at the top section of a main pier lower beam and pier side brackets at two sides, then the steel trussed beam is assembled at two sides in the direction of large mileage and small mileage synchronously, and the stay cables at two sides are hung to form the construction of the steel trussed beam at the cantilever section. In the construction process of the cantilever section steel truss girder, before a stay cable is not hung, because the cantilever section steel truss girder is formed by assembling steel truss girder units, wind power can generate transverse wind load on a bridge structure, the bridge body is adversely affected, the bridge span is larger, the bridge tower is higher, the stay cable is longer, and the influence of the wind power on the bridge body is larger.
Firstly, temporary wind-resistant piers are arranged between a bridge tower and auxiliary piers to reduce the cantilever assembly length of the steel truss girder, and the temporary wind-resistant piers and a bridge tower support form a couple to resist the effect of wind load on the steel truss girder; secondly, limiting the transverse displacement of the lower chord by using the steel pipe upright column outside the pier-side bracket to resist the wind load when the steel truss girder cantilever is assembled; thirdly, a plurality of wind-resistant temporary devices are arranged at the main tower and comprise a steel truss beam transverse limit stop, a longitudinal tension and compression bar, a counter-force seat and the like. The construction amount and the construction difficulty of the temporary wind-resistant buttress in the first measure are large, and the cost is high; in the second measure, the pier-side bracket can bear larger transverse load by using the pier-side bracket upright post to resist wind load, and the pier-side bracket often exceeds the limit load; the third measure is that the construction of setting up a plurality of anti-wind temporary devices is complicated, and various embedded parts need to be pre-buried in advance, so that the post-processing is complicated. Therefore, a safe temporary wind resisting method for the suspended assembly of the steel truss girder, which can effectively resist the transverse wind load and has small work load and implementation difficulty, is urgently needed.
SUMMERY OF THE UTILITY MODEL
The utility model aims to solve the not enough of foretell current steel truss horizontal anti-wind measure, provide a temporary anti-wind device of large-span cable-stay bridge cantilever section steel truss construction, this temporary anti-wind device need not set up interim anti-wind buttress and multinomial interim anti-wind measure, can reach effective resistance horizontal wind load, and the device construction degree of difficulty is little, the engineering volume is little, guarantees the security of cantilever section construction.
In order to realize the purpose of the utility model, the utility model provides a following technical scheme:
the utility model provides a temporary anti-wind device of large-span cable-stay bridge cantilever section steel longeron construction, includes the steel longeron support, the steel longeron support sets up on the bridge tower bottom end rail, the side difference horizontally connect of steel longeron support along the big mileage direction of bridge tower and little mileage direction has anti-wind bracket, every the one end that steel longeron support was kept away from to anti-wind bracket is passed through the connecting piece and is connected every on the vertical bridge tower bottom end rail that is fixed in of support column.
Temporary wind-resistant device make full use of steel truss support on the bottom end rail, connect into a whole with steel truss support, anti-wind bracket and support column, form horizontal anti-wind structure, can improve the stress state of steel truss, with the lateral wind load transmission that receives on the steel truss to bridge tower or cushion cap in the middle of, avoid under the effect of lateral bridge lateral wind load that the steel truss unit takes place to remove or the disturbance, guarantee the force stability in the cantilever section steel truss work progress. The utility model discloses an interim anti-wind device need not set up interim anti-wind buttress and the interim anti-wind measure of multinomial, can reach and effectively resist horizontal wind load, and the device construction degree of difficulty is little, the engineering volume is little, guarantees the security of cantilever section construction.
Further, steel longeron support fixed connection is in support bed stone, the support bed stone is vertical to be fixed in on the bridge tower bottom end rail.
Further, the steel truss girder support respectively is connected with two first otic placodes, every along the side of big mileage direction and little mileage direction the one end of anti-wind bracket is through two first otic placodes with the steel truss girder support is connected.
Furthermore, every be provided with first through-hole on the first otic placode, the anti-wind bracket with every the junction correspondence of first otic placode is provided with the second through-hole, and first bolt runs through first through-hole with the second through-hole realizes the anti-wind bracket is with two the connection of first otic placode.
Furthermore, the inner side and the outer side of the second through hole are provided with annular first stiffening plates, and the arrangement of the first stiffening plates can ensure that one end of the wind-resistant bracket is firmly connected with the first ear plates through two.
Further, the support column is a damper cushion stone, and the support column is a concrete member.
Furthermore, the connecting piece is pre-buried in the support column when the support column is constructed, so that the connecting piece is connected with the support column.
Further, every anti-wind bracket and every the connecting piece is connected, every through two second otic placodes be provided with the fourth through-hole on the second otic placode, anti-wind bracket and every the junction correspondence of second otic placode is provided with the third through-hole, and the second bolt runs through the third through-hole with the fourth through-hole realizes anti-wind bracket and two the connection of second otic placode.
Furthermore, annular second stiffening plates are respectively arranged on the inner side and the outer side of the third through hole and the fourth through hole.
Further, install two at least stress monitoring devices on the anti-wind bracket, but stress monitoring device real-time detection interim anti-wind device's stress data.
Compared with the prior art, the beneficial effects of the utility model are that:
1. temporary wind-resistant device make full use of steel truss support on the bottom end rail, connect into a whole with steel truss support, anti-wind bracket and support column, form horizontal anti-wind structure, can improve the stress state of steel truss, with the lateral wind load transmission that receives on the steel truss to bridge tower or cushion cap in the middle of, avoid under the effect of lateral bridge lateral wind load that the steel truss unit takes place to remove or the disturbance, guarantee the force stability in the cantilever section steel truss work progress.
2. The utility model discloses an interim anti-wind device need not set up interim anti-wind buttress and the interim anti-wind measure of multinomial, can reach and effectively resist horizontal wind load, and the device construction degree of difficulty is little, the engineering volume is little, guarantees the security of cantilever section construction, and device occupation space is little, and it is little influenced by topography and landform, has very strong suitability to the anti-wind in large-span bridge work progress.
3. The utility model discloses an interim anti-wind device is provided with stress monitoring device, but the stress data of the interim anti-wind device of real-time detection, and is directly perceived striking, and construction safety can effectively be guaranteed.
Drawings
FIG. 1 is a schematic structural diagram of a temporary wind-resistant device according to the present invention;
FIG. 2 is an enlarged view of portion A of FIG. 1;
FIG. 3 is a cross-sectional view A-A of FIG. 1;
FIG. 4 is a schematic side view of a wind-resistant corbel of the present invention;
FIG. 5 is a side view of a second ear plate according to the present invention;
the labels in the figure are: the method comprises the following steps of 1-bridge tower, 11-tower column, 12-lower cross beam, 2-steel truss girder support, 21-support cushion stone, 3-wind-resistant corbel, 4-support column, 5-connecting piece, 61-first ear plate, 62-second ear plate, 71-first bolt, 72-second bolt, 81-first stiffening plate, 82-second stiffening plate and 9-stress monitoring device.
Detailed Description
The present invention will be described in further detail with reference to test examples and specific embodiments. However, it should not be understood that the scope of the above-mentioned subject matter is limited to the following embodiments, and all the technologies realized based on the present invention are within the scope of the present invention.
Example 1
As shown in fig. 1-5, a temporary wind-resistant device for construction of a cantilever section steel truss of a large-span cable-stayed bridge comprises a steel truss support 2, wherein the steel truss support 2 is arranged on a lower beam 12 of a bridge tower 1, the steel truss support 2 is horizontally connected with wind-resistant corbels 3 respectively along the side surfaces of a large mileage direction and a small mileage direction of the cable-stayed bridge, each wind-resistant corbel 3 is far away from one end of the steel truss support 2 is connected with a support column 4 through a connecting piece 5, and each support column 4 is vertically fixed on the lower beam 12 of the bridge tower 1.
The bridge tower 1 of the cable-stayed bridge comprises two tower columns 11 with lower ends fixedly connected to a bearing platform and a lower cross beam 12 located between the two tower columns 11, the lower cross beam 12 is arranged along a horizontal cross bridge direction, a steel truss is installed on the lower cross beam 12 and is formed by assembling steel truss units, and a temporary wind resisting device is arranged on the lower cross beam 12 of the bridge tower 1 and used for resisting wind in the construction process of the steel truss of a cantilever section. On the cable-stayed bridge line, the terminal direction of the line is the large mileage direction of the cable-stayed bridge, and the starting direction of the line is the small mileage direction.
In this embodiment, support base stone 21 is vertical to be fixed in on the bridge tower 1 bottom end rail 12, and steel longeron support 2 fixed connection is in support base stone 21's top, respectively is connected with two first otic placodes 61 along two sides of big mileage direction and little mileage direction at steel longeron support 2, and two first otic placodes 61 of every side are arranged along 2 side circumference of steel longeron support, and every anti-wind bracket 3 keeps away from the one end of steel longeron support 2 is connected with steel longeron support 2 through two first otic placodes 61.
Be provided with first through-hole on every first otic placode 61, the junction correspondence of anti-wind bracket 3 and every first otic placode 61 is provided with the second through-hole, and first bolt 71 runs through first through-hole and second through-hole, with being connected of anti-wind bracket 3 and two first otic placodes 61. The inner and outer sides of the second through hole are provided with annular first stiffening plates 81.
The other end of every anti-wind bracket 3 passes through connecting piece 5 and is connected with support column 4, and support column 4 is vertical to be fixed in on 1 bottom end rail 12 of bridge tower, and in this embodiment, support column 4 is the attenuator stone pad, for the concrete component, and connecting piece 5 is the steel sheet, and connecting piece 5 is pre-buried at the top surface of support column 4 when pouring support column 4.
The wind-resistant corbel 3 is connected with the connecting piece 5 through the two second ear plates 62, the lower end of each second ear plate 62 is connected with the connecting piece 5 through welding, a fourth through hole is formed in each second ear plate 62, the wind-resistant corbel 3 corresponds to the joint of each second ear plate 62 and is provided with a third through hole, and the second bolt 72 penetrates through the third through hole and the fourth through hole to realize connection of the wind-resistant corbel 3 and the two second ear plates 62. Annular second stiffening plates 82 are arranged on the inner side and the outer side of the third through hole and the fourth through hole, and the second stiffening plates 82 can ensure that the connection between the wind-resistant corbel 3 and the second ear plate 62 is firm.
Preferably, at least four stress monitoring devices 9 are installed on the wind-resistant corbel 3, and the stress monitoring devices 9 can detect the stress data of the temporary wind-resistant device in real time. In this embodiment, four stress monitoring devices 9 are disposed on each wind-resistant corbel 3, and two stress monitoring devices are disposed on two side surfaces of each wind-resistant corbel 3, as shown in fig. 1.
The utility model discloses a steel truss support 2 on interim anti-wind device make full use of bottom end rail 12 connects into a whole with steel truss support 2, anti-wind bracket 3 and support column 4, forms horizontal anti-wind structure, can improve the stress state of steel truss, with the lateral wind load transmission that receives on the steel truss to bridge tower 1 or cushion cap in the middle of, avoid under the effect of lateral bridge lateral wind load that the steel truss unit takes place to remove or the disturbance, guarantee the force stability of cantilever section steel truss in the work progress. The utility model discloses an interim anti-wind device need not set up interim anti-wind buttress and the interim anti-wind measure of multinomial, can reach and effectively resist horizontal wind load, and the device construction degree of difficulty is little, the engineering volume is little, guarantees the security of cantilever section construction.
The above description is only exemplary of the present invention and should not be taken as limiting the scope of the present invention, as any modifications, equivalents, improvements and the like made within the spirit and principles of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. The utility model provides a temporary anti-wind device of large-span cable-stay bridge cantilever section steel longeron construction, includes steel longeron support (2), its characterized in that, steel longeron support (2) set up on pylon (1) bottom end rail (12), steel longeron support (2) are along the side difference horizontally connect of cable-stay bridge big mileage direction and little mileage direction have anti wind bracket (3), every anti wind bracket (3) are kept away from the one end of steel longeron support (2) is passed through connecting piece (5) and is connected, every support column (4) are vertical to be fixed in on pylon (1) bottom end rail (12).
2. A temporary wind resistance according to claim 1, wherein the steel truss support (2) is fixedly connected to a support cushion (21), and the support cushion (21) is vertically fixed on the lower beam (12) of the bridge tower (1).
3. The temporary wind-resistant device according to claim 1, characterized in that two first ear plates (61) are respectively connected to the sides of the steel truss support (2) along the major-mileage direction and the minor-mileage direction, and one end of each wind-resistant corbel (3) is connected with the steel truss support (2) through the two first ear plates (61).
4. A temporary wind-resistant device according to claim 3, characterized in that the first ear plate (61) is provided with a first through hole, a second through hole is correspondingly arranged at the connection position of the wind-resistant corbel (3) and each first ear plate (61), and a first bolt (71) penetrates through the first through hole and the second through hole for connecting the wind-resistant corbel (3) and the first ear plate (61).
5. A temporary wind-resistant arrangement according to claim 4, characterised in that the second through-hole is provided with annular first stiffening plates (81) on both the inside and outside.
6. A temporary wind resistance according to claim 1, wherein the supporting column (4) is a damper mat stone and the supporting column (4) is a concrete member.
7. Temporary wind-resistance device according to claim 6, characterized in that the connecting piece (5) is pre-buried in the supporting column (4) when the supporting column (4) is constructed, so that the connecting piece (5) is connected with the supporting column (4).
8. The temporary wind-resistant device according to claim 1, wherein each wind-resistant bracket (3) is connected with the connecting piece (5) through two second ear plates (62), each second ear plate (62) is provided with a fourth through hole, a third through hole is correspondingly arranged at the connection position of the wind-resistant bracket (3) and each second ear plate (62), and a second bolt (72) penetrates through the third through hole and the fourth through hole for connecting the wind-resistant bracket (3) and the two second ear plates (62).
9. The temporary wind resistance device according to claim 8, wherein the third through hole and the fourth through hole are provided with annular second stiffening plates (82) at inner and outer sides thereof.
10. A temporary wind resistance according to claim 1, wherein at least two stress monitoring devices (9) are mounted on the wind resistance corbel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022796848.3U CN214301289U (en) | 2020-11-27 | 2020-11-27 | Temporary wind-resistant device for construction of cantilever section steel truss girder of large-span cable-stayed bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202022796848.3U CN214301289U (en) | 2020-11-27 | 2020-11-27 | Temporary wind-resistant device for construction of cantilever section steel truss girder of large-span cable-stayed bridge |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN214301289U true CN214301289U (en) | 2021-09-28 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202022796848.3U Active CN214301289U (en) | 2020-11-27 | 2020-11-27 | Temporary wind-resistant device for construction of cantilever section steel truss girder of large-span cable-stayed bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN214301289U (en) |
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- 2020-11-27 CN CN202022796848.3U patent/CN214301289U/en active Active
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