CN113718658B - Butt joint method for steel trussed beams of cable-stayed bridge - Google Patents
Butt joint method for steel trussed beams of cable-stayed bridge Download PDFInfo
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- CN113718658B CN113718658B CN202111101836.7A CN202111101836A CN113718658B CN 113718658 B CN113718658 B CN 113718658B CN 202111101836 A CN202111101836 A CN 202111101836A CN 113718658 B CN113718658 B CN 113718658B
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling 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
- E01D11/00—Suspension or cable-stayed bridges
- E01D11/04—Cable-stayed 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
- E01D19/00—Structural or constructional details of bridges
-
- 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
- E01D19/02—Piers; Abutments ; Protecting same against drifting ice
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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
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
Abstract
The application relates to a method for butting a steel truss girder of a cable-stayed bridge, wherein the steel truss girder comprises a side pier top section, a side span large section, an auxiliary pier top section, an auxiliary span large section, a main tower auxiliary span section and a main tower pier top section, and the method comprises the following steps: erecting and ring opening construction of the side pier top section, the side span large section and the auxiliary pier top section are completed to obtain a first large section steel truss girder; erecting and ring opening construction of the auxiliary span large section, the main tower auxiliary span section and the main tower pier top section are completed, and a second large section steel truss girder is obtained; and adjusting the relative positions of the first large-section steel truss girder and the second large-section steel truss girder, and butting to complete the annular opening construction between the first large-section steel truss girder and the second large-section steel truss girder. Each section of steel longeron among the correlation technique can be solved in this application after erectting in proper order and accomplish, before carrying out the ring mouth construction, each section bears through pier shaft and bracket, has the big problem of safe risk under the typhoon operating mode.
Description
Technical Field
The application relates to the technical field of bridge engineering, in particular to a method for butting steel trusses of a cable-stayed bridge.
Background
The steel truss girder cable-stayed bridge is widely applied to the construction of modern bridges, and mainly has the advantages of large spanning capability, light dead weight, convenient transportation and easy repair and replacement. At present, a steel truss girder cable-stayed bridge is constructed mainly by conveying steel truss girder segments to a position to be spliced and then hoisting and splicing the steel truss girder segments into a complete truss by using a hoisting device.
Referring to fig. 1, the steel truss girder includes a side pier top section 1, a side span large section 2, an auxiliary pier top section 3, an auxiliary span large section 4, a main tower auxiliary span section 5, and a main tower pier top section 6, in some related technologies, during erection, a bracket 10 is installed beside a side pier 7, an auxiliary pier 8, and a main tower 9, the steel truss girder sections are supported by the bracket 10 and a pier body, and after the side pier top section 1, the side span large section 2, the auxiliary pier top section 3, the auxiliary span large section 4, the main tower auxiliary span section 5, and the main tower pier top section 6 are sequentially erected in a longitudinal direction, a first circular opening construction 11, a second circular opening construction 12, a third circular opening construction 13, a fourth circular opening construction 14, and a fifth circular opening construction 15 are sequentially performed from the main tower pier top section 6 toward the side span direction.
The applicant has found that with the above-described erection solution, there are some drawbacks, such as: after the sections of the steel truss girder are erected in sequence and before ring opening construction is carried out, the sections are borne by pier bodies and the brackets 10, and the problem of high safety risk exists under the typhoon working condition; when each section of the steel truss girder is erected, erection and ring opening construction are required to be carried out according to a preset sequence, and the construction period is long.
Disclosure of Invention
The embodiment of the application provides a butt joint method of cable-stayed bridge steel trusses, which aims to solve the problem that in the prior art, after all sections of the steel trusses are erected in sequence, all the sections are born through pier bodies and brackets before ring opening construction, and safety risks are high under the typhoon working condition.
The embodiment of the application provides a butt joint method of a steel truss girder of a cable-stayed bridge, wherein the steel truss girder comprises a side pier top section, a side span large section, an auxiliary pier top section, an auxiliary span large section, a main tower auxiliary span section and a main tower pier top section, and the butt joint method comprises the following steps:
erecting and ring opening construction of the side pier top section, the side span large section and the auxiliary pier top section are completed to obtain a first large section steel truss girder;
erecting and ring opening construction of the auxiliary span large section, the main tower auxiliary span section and the main tower pier top section are completed, and a second large section steel truss girder is obtained;
and adjusting the relative positions of the first large-section steel truss girder and the second large-section steel truss girder, and butting to complete the ring opening construction between the first large-section steel truss girder and the second large-section steel truss girder.
In some embodiments, the erection and looping construction of the side pier top section, the side span large section and the auxiliary pier top section is completed, and the method comprises the following steps:
after the erection of the side pier top section is completed, adjusting the transverse direction and the elevation of the side pier top section to the design position, and shifting the longitudinal direction of the side pier top section to the side span side for a set distance;
after the erection of the large side span segment is completed, adjusting the transverse direction and the elevation of the large side span segment to the design position, adjusting the longitudinal direction of the large side span segment to be in butt joint with the top segment of the side pier, and completing the ring opening construction;
and after the erection of the auxiliary pier top section is completed, adjusting the transverse direction and the elevation of the auxiliary pier top section to the design position, adjusting the longitudinal direction of the auxiliary pier top section to be in butt joint with the large side span section, and completing the ring opening construction.
In some embodiments, the set distance ranges from 8cm to 12cm.
In some embodiments, the set distance is 10cm.
In some embodiments, the position of the side pier top segment, the side span large segment and the auxiliary pier top segment is adjusted using a three-dimensional adjustment system.
In some embodiments, the first large section steel truss girder and the second large section steel truss girder are constructed synchronously.
In some embodiments, completing erection and looping construction of the auxiliary span segment, main tower auxiliary span segment, and the main tower pier top segment comprises the steps of:
completing erection of the main tower auxiliary span section and the main tower pier top section, and adjusting the position of the main tower auxiliary span section relative to the main tower pier top section for butting;
performing annular opening construction on the main tower auxiliary span section and the main tower pier top section;
after the auxiliary span-length section is erected, adjusting the position of the auxiliary span-length section relative to the main tower auxiliary span-length section for butt joint;
and carrying out ring opening construction on the auxiliary span-length section and the main tower auxiliary span-length section.
In some embodiments, a plurality of three-dimensional adjusting systems are arranged on the tops of the pier bodies of the side piers and the auxiliary piers, and the position of the first large-section steel truss girder is adjusted through the three-dimensional adjusting systems so that the first large-section steel truss girder is butted with the second large-section steel truss girder.
In some embodiments, after completing the ring opening construction between the first large-section steel truss girder and the second large-section steel truss girder, the method further comprises the step of grouting the side pier and the auxiliary pier top seat.
In some embodiments, the ring opening construction is performed by bolt welding.
The beneficial effect that technical scheme that this application provided brought includes:
the embodiment of the application provides a method for butting steel trusses of a cable-stayed bridge, which comprises the steps of erecting a side pier top section and a side span large section when the steel trusses are constructed, connecting the side pier top section and the side span large section into a whole, and erecting and connecting an auxiliary pier top section to form a first large-section steel truss; erecting the main tower auxiliary span section and the main tower pier top section, connecting the main tower auxiliary span section and the main tower pier top section into a whole, and erecting and connecting the auxiliary span large section to form a second large section steel truss girder; for the scheme of bearing each independent steel truss section on pier body and bracket, because first big section steel truss is heavier with second big section steel truss, bears the weight of the produced frictional resistance on pier body and bracket bigger, so can reduce steel truss section and bracket safety risk under the typhoon operating mode.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic view of the installation and butt joint of steel trusses of a cable-stayed bridge in the related art;
fig. 2 is a schematic view illustrating installation and butt joint of a steel truss girder of a cable-stayed bridge according to an embodiment of the present application.
In the figure: 1. a side pier top segment; 2. a large side span segment; 3. auxiliary pier top sections; 4. an auxiliary span segment; 5. a main tower auxiliary spanning section; 6. a main tower pier top segment; 7. side piers; 8. auxiliary piers; 9. a main tower; 10. a bracket; 11. constructing a first circular opening; 12. constructing a ring opening for the second time; 13. constructing a third annular opening; 14. fourth circular opening construction; 15. fifth circular opening construction; 16. a three-dimensional adjustment system.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
The embodiment of the application provides a butt joint method of a cable-stayed bridge steel truss girder, which can solve the problem that in the prior art, after all sections of the steel truss girder are erected in sequence, all the sections are born by pier bodies and brackets before ring opening construction, and safety risk is high under the typhoon working condition.
Referring to fig. 2, an embodiment of the present application provides a method for docking a steel truss girder of a cable-stayed bridge, where the steel truss girder includes a side pier top segment 1, a side span large segment 2, an auxiliary pier top segment 3, an auxiliary span large segment 4, a main tower auxiliary span segment 5, and a main tower pier top segment 6, and the docking method includes the following steps:
101: and (4) completing erection and ring opening construction of the side pier top section 1, the side span large section 2 and the auxiliary pier top section 3 to obtain the first large section steel truss girder.
Wherein, in step 101, the erection and ring opening construction of the side pier top section 1, the side span large section 2 and the auxiliary pier top section 3 is completed, and the method specifically comprises the following steps:
201: after the side pier top section 1 is erected, adjusting the transverse direction and the elevation of the side pier top section 1 to the design position by adopting a three-dimensional adjusting system 16, and shifting the longitudinal direction of the side pier top section 1 to the side span side for a set distance; the set distance can be generally selected from 8cm to 12cm, preferably 10cm.
202: after the erection of the large side span segment 2 is completed, the three-dimensional adjusting system 16 is adopted to adjust the transverse direction and the elevation of the large side span segment 2 to the designed position, adjust the longitudinal direction of the large side span segment 2 to be in butt joint with the pier top segment 1 of the side pier, and complete the ring opening construction between the large side span segment 2 and the pier top segment 1 of the side pier, namely the first ring opening construction 11.
203: after the erection of the auxiliary pier top section 3 is completed, the transverse direction and the elevation of the auxiliary pier top section 3 are adjusted to the design position by adopting the three-dimensional adjusting system 16, the longitudinal direction of the auxiliary pier top section 3 is adjusted to be in butt joint with the side span large section 2, and the ring opening construction between the auxiliary pier top section 3 and the side span large section 2, namely the second ring opening construction 12, is completed.
102: and completing the erection and ring opening construction of the auxiliary span large section 4, the main tower auxiliary span section 5 and the main tower pier top section 6 to obtain a second large section steel truss girder.
In step 102, the erection and ring opening construction of the auxiliary span large section 4, the main tower auxiliary span section 5 and the main tower pier top section 6 is completed, and the method specifically comprises the following steps:
301: and completing erection of the main tower auxiliary span section 5 and the main tower pier top section 6, and adjusting the position of the main tower auxiliary span section 5 relative to the main tower pier top section 6 by taking the main tower pier top section 6 as a reference through a three-dimensional adjusting system 16 so as to carry out butt joint.
302: performing ring opening construction on the main tower auxiliary span section 5 and the main tower pier top section 6, namely performing ring opening construction 13 for the third time;
303: after the erection of the auxiliary span segment 4 is completed, the position of the auxiliary span segment 4 relative to the main tower auxiliary span segment 5 is adjusted by using the three-dimensional adjusting system 16 for butt joint.
304: and performing annular opening construction on the auxiliary span large section 4 and the main tower auxiliary span section 5, namely fourth annular opening construction 14.
103: arranging a plurality of three-dimensional adjusting systems 16 at the tops of the pier bodies of the side piers 7 and the auxiliary piers 8, adjusting the relative positions of the first large-section steel truss girder and the second large-section steel truss girder through the three-dimensional adjusting systems 16, butting, and completing the ring opening construction between the first large-section steel truss girder and the second large-section steel truss girder, namely performing the fifth ring opening construction 15 between the top section 3 of the auxiliary pier and the auxiliary span large section 4.
104: and grouting the pier top support seats of the side piers 7 and the auxiliary piers 8.
When the steel truss girder is constructed, after the side pier top section 1 and the side span large section 2 are erected, the side pier top section 1 and the side span large section 2 are connected into a whole, and then the auxiliary pier top section 3 is erected and connected to form the first large section steel truss girder; erecting the main tower auxiliary span section 5 and the main tower pier top section 6, connecting the main tower auxiliary span section and the main tower pier top section into a whole, and then erecting and connecting the auxiliary span large section 4 to form a second large section steel truss girder; for the scheme of bearing each individual steel truss girder segment on the pier body and the bracket 10, the first large-segment steel truss girder and the second large-segment steel truss girder are heavier, and the friction force generated when bearing on the pier body and the bracket 10 is larger, so that the safety risk of the steel truss girder segments and the bracket 10 under the typhoon working condition can be reduced.
For the steps 101 and 102, the construction of the first large-section steel truss girder and the second large-section steel truss girder does not have a strict sequence, and in order to shorten the construction period and improve the construction efficiency, in a preferred embodiment, the steps 101 and 102 can be performed with synchronous construction, so that the problem that in the related art, when each section of the steel truss girder is erected, erection and circular opening construction need to be performed according to a predetermined sequence, and the construction period is long can be solved.
In some preferred embodiments, the ring opening construction is performed by using a bolt welding method.
In some preferred embodiments, the three-dimensional adjustment system 16 employs a three-way jack.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as the case may be.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrases "comprising a," "8230," "8230," or "comprising" does not exclude the presence of additional like elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (8)
1. A method for butting a steel truss girder of a cable-stayed bridge, wherein the steel truss girder comprises a side pier top section (1), a side span large section (2), an auxiliary pier top section (3), an auxiliary span large section (4), a main tower auxiliary span section (5) and a main tower pier top section (6), and is characterized by comprising the following steps:
completing the erection and ring opening construction of the side pier top section (1), the side span large section (2) and the auxiliary pier top section (3) to obtain a first large section steel truss girder;
erecting and constructing a ring opening of the auxiliary span large section (4), the main tower auxiliary span section (5) and the main tower pier top section (6) to obtain a second large section steel truss girder;
adjusting the relative positions of the first large-section steel truss girder and the second large-section steel truss girder, and butting to complete the ring opening construction between the first large-section steel truss girder and the second large-section steel truss girder;
and completing erection and ring opening construction of the side pier top section (1), the side span large section (2) and the auxiliary pier top section (3), and comprising the following steps:
after the side pier top section (1) is erected, adjusting the transverse direction and the elevation of the side pier top section (1) to the design position, and shifting the longitudinal direction of the side pier top section (1) to the side span side for a set distance;
after the side span large section (2) is erected, adjusting the transverse direction and the elevation of the side span large section (2) to the design position, adjusting the longitudinal direction of the side span large section (2) to be in butt joint with the side pier top section (1), and completing the ring opening construction;
after the auxiliary pier top section (3) is erected, adjusting the transverse direction and the elevation of the auxiliary pier top section (3) to the design position, adjusting the longitudinal direction of the auxiliary pier top section (3) to be in butt joint with the large side span section (2), and completing ring opening construction;
completing the erection and the ring opening construction of the auxiliary span section (4), the main tower auxiliary span section (5) and the main tower pier top section (6), and comprising the following steps of:
completing erection of the main tower auxiliary span segment (5) and the main tower pier top segment (6) and adjusting the position of the main tower auxiliary span segment (5) relative to the main tower pier top segment (6) for docking;
performing ring opening construction on the main tower auxiliary span section (5) and the main tower pier top section (6);
after the erection of the auxiliary span segment (4) is completed, adjusting the position of the auxiliary span segment (4) relative to the main tower auxiliary span segment (5) for docking;
and performing ring opening construction on the auxiliary span-length section (4) and the main tower auxiliary span-length section (5).
2. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein: the range of the set distance is 8 cm-12 cm.
3. The method for butting steel trusses of a cable-stayed bridge according to claim 2, wherein: the set distance is 10cm.
4. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein: and adjusting the positions of the side pier top section (1), the side span large section (2) and the auxiliary pier top section (3) by adopting a three-dimensional adjusting system (16).
5. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein: and the first large-section steel truss girder and the second large-section steel truss girder are constructed synchronously.
6. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein:
and a plurality of three-dimensional adjusting systems (16) are arranged at the tops of the pier bodies of the side piers (7) and the auxiliary piers (8), and the positions of the first large-section steel trussed beams are adjusted through the three-dimensional adjusting systems (16) so that the first large-section steel trussed beams are butted with the second large-section steel trussed beams.
7. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein: and after the ring opening construction between the first large-section steel truss girder and the second large-section steel truss girder is completed, the method further comprises the step of grouting pier top supporting seats of the side piers (7) and the auxiliary piers (8).
8. The method for butting steel trusses of a cable-stayed bridge according to claim 1, wherein: and the ring opening construction is carried out in a bolt welding mode.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN202111101836.7A CN113718658B (en) | 2021-09-18 | 2021-09-18 | Butt joint method for steel trussed beams of cable-stayed bridge |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202111101836.7A CN113718658B (en) | 2021-09-18 | 2021-09-18 | Butt joint method for steel trussed beams of cable-stayed bridge |
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| CN113718658A CN113718658A (en) | 2021-11-30 |
| CN113718658B true CN113718658B (en) | 2023-03-14 |
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| GB191034A (en) * | 1921-12-27 | 1923-11-22 | Joseph Baermab Strauss | Improvements in or relating to the construction of bridges |
| US4646379A (en) * | 1985-12-27 | 1987-03-03 | Figg And Muller Engineers, Inc. | Concrete deck truss bridge and method of construction |
| CN102535343A (en) * | 2012-02-02 | 2012-07-04 | 中铁大桥局股份有限公司 | Method for erecting girder on top of main tower mound of steel truss girder cable-stayed bridge |
| CN109056496A (en) * | 2018-09-13 | 2018-12-21 | 中铁第四勘察设计院集团有限公司 | A kind of super-span steel truss continuous bridge having initial curvature and construction method |
| CN110820582A (en) * | 2019-11-19 | 2020-02-21 | 中铁大桥局集团有限公司 | Method for erecting steel truss girder of cable-stayed bridge |
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2021
- 2021-09-18 CN CN202111101836.7A patent/CN113718658B/en active Active
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| GB191034A (en) * | 1921-12-27 | 1923-11-22 | Joseph Baermab Strauss | Improvements in or relating to the construction of bridges |
| US4646379A (en) * | 1985-12-27 | 1987-03-03 | Figg And Muller Engineers, Inc. | Concrete deck truss bridge and method of construction |
| CN102535343A (en) * | 2012-02-02 | 2012-07-04 | 中铁大桥局股份有限公司 | Method for erecting girder on top of main tower mound of steel truss girder cable-stayed bridge |
| CN109056496A (en) * | 2018-09-13 | 2018-12-21 | 中铁第四勘察设计院集团有限公司 | A kind of super-span steel truss continuous bridge having initial curvature and construction method |
| CN110820582A (en) * | 2019-11-19 | 2020-02-21 | 中铁大桥局集团有限公司 | Method for erecting steel truss girder of cable-stayed bridge |
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| 大跨度公铁两用钢桁梁斜拉桥施工监控关键技术研究;何宇;《工程科技II辑》;20210131(第1期);1.4.2 主梁安装步骤 * |
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