CN117051714A - Construction method of large-span steel box girder - Google Patents
Construction method of large-span steel box girder Download PDFInfo
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- CN117051714A CN117051714A CN202311064866.4A CN202311064866A CN117051714A CN 117051714 A CN117051714 A CN 117051714A CN 202311064866 A CN202311064866 A CN 202311064866A CN 117051714 A CN117051714 A CN 117051714A
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- bridge
- girder
- steel box
- pier
- box girder
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 110
- 239000010959 steel Substances 0.000 title claims abstract description 110
- 238000010276 construction Methods 0.000 title claims abstract description 39
- 238000000034 method Methods 0.000 claims abstract description 12
- 238000009434 installation Methods 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 238000005259 measurement Methods 0.000 description 5
- 239000011150 reinforced concrete Substances 0.000 description 5
- 238000000691 measurement method Methods 0.000 description 4
- 238000003466 welding Methods 0.000 description 3
- 238000011900 installation process Methods 0.000 description 2
- 239000002002 slurry Substances 0.000 description 2
- 239000004575 stone Substances 0.000 description 2
- 238000012876 topography Methods 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000013461 design Methods 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000002791 soaking Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000000758 substrate Substances 0.000 description 1
- 238000012795 verification Methods 0.000 description 1
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- 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
- E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
Abstract
The application discloses a construction method of a large-span steel box girder, and relates to the technical field of bridge construction. The application solves the technical problem that the bridge girder erection machine in the prior art cannot install a bridge with a large span. The construction method of the large-span steel box girder comprises the following steps: the bridge girder erection machine is assembled on the bridge head or the prefabricated girder which is already erected, and is adjusted and checked to be qualified; a temporary pier is arranged between the first pier and the second pier; a steel box girder main girder is respectively erected between the first bridge pier and the temporary pier as well as between the second bridge pier and the temporary pier, and cross beams are respectively erected between the steel box girder main girders at the two ends of the first bridge pier and the second bridge pier; and (5) dismantling the temporary pier after the bridge deck is completely paved. Therefore, compared with the prior large-span steel box girder construction process, the large-span via hole which can be completed by the bridge girder erection machine through the temporary pier, the method reduces the required bracket for sectional hoisting and pushing construction, saves the construction cost, improves the construction mechanization level by using the bridge girder erection machine, and shortens the construction period.
Description
Technical Field
The application relates to the technical field of bridge construction, in particular to a construction method of a large-span steel box girder.
Background
The steel box girder is also called a steel plate box girder, and is a common structural form of a large-span bridge. Steel box girders are commonly used on bridges with a large span.
The existing steel box girder of the bridge superstructure can be installed by adopting installation processes such as sectional hoisting, whole-hole bridging, whole-hole pushing and the like. The temporary support is needed to be erected for sectional hoisting and whole hole pushing installation, the construction cost is high, meanwhile, the requirements on the topography of the bridge site are high, and the construction progress is slow. The whole-hole bridge girder erection machine is used for hoisting the steel box girder. The whole-hole bridge girder erection machine is not limited by the topography under the bridge, the construction speed is high, and the process is mature and reliable. However, the existing bridge girder erection machine can only install bridges with small and medium spans and cannot install bridges with large spans.
Disclosure of Invention
The embodiment of the application solves the technical problem that a bridge girder erection machine in the prior art cannot install a large-span steel box girder by providing a construction method of the large-span steel box girder.
The embodiment of the application provides a construction method of a large-span steel box girder, which comprises the following steps: the bridge girder erection machine is assembled on the bridge head or the prefabricated girder which is already erected, and is adjusted and checked to be qualified; a temporary pier is arranged between the first pier and the second pier; a steel box girder main girder is respectively erected between the first bridge pier and the temporary pier as well as between the second bridge pier and the temporary pier, and cross beams are respectively erected between the steel box girder main girders at the two ends of the first bridge pier and the second bridge pier; and dismantling the temporary piers after the bridge deck is completely paved.
In one possible implementation manner, the end of the steel box girder main longitudinal beam facing the first bridge pier is welded with the erected precast girder in a circumferential seam.
In one possible implementation, the steel box girder main stringers on both sides of the temporary piers are welded with a girth.
In one possible implementation, after the steel box girder main girder is moved to the installation span position, the steel box girder main girder is slowly dropped down so that the steel box girder main girder and the anchor bolts of the support are aligned into the holes.
In one possible implementation, the temporary pier comprises a ground temporary support; the ground temporary support is located between the first bridge pier and the second bridge pier, and one end, far away from the main longitudinal beam of the steel box girder, is ground.
In one possible implementation, the ground temporary support is provided with a drain on the side.
In one possible implementation, the temporary pier comprises a surface temporary support; the water surface temporary support is located between the first bridge pier and the second bridge pier, and one end, away from the main longitudinal beam of the steel box girder, of the water surface temporary support is water surface.
In one possible implementation, the longitudinal gradient of the girder of the bridge girder erection machine is not more than 0.3/100, and the transverse gradient of the middle support transverse rail of the bridge girder erection machine is not more than 0.5/100.
In one possible implementation, before the bridge girder erection machine passes through the hole, the stress of the front landing leg, the middle support and the rear landing leg systems of the bridge girder erection machine is analyzed and calculated.
One or more technical solutions provided in the embodiments of the present application at least have the following technical effects or advantages:
the embodiment of the application provides a construction method of a large-span steel box girder, which comprises the steps of driving a bridge girder erection machine to enable a front supporting leg station of the bridge girder erection machine to be located at a temporary pier, continuously driving the bridge girder erection machine to enable the front supporting leg station of the bridge girder erection machine to be located at a second pier, conveying a qualified steel box girder main girder to the tail part of the bridge girder erection machine through a girder transporting vehicle, hanging a crown block hook, slowly moving forward to an installation bridge position, returning the girder transporting vehicle, enabling two ends of the steel box girder main girder to be located at the same side of a first pier and the temporary pier respectively, and fixing the steel box girder main girder; erecting a main girder of a steel box girder at the other side of the first bridge pier by the same method; a cross beam between the two main longitudinal beams of the steel box girder is installed; continuously driving the bridge girder erection machine to enable the supporting leg station to be located at the second bridge pier, conveying the main girder of the steel box girder to the tail part of the bridge girder erection machine through a girder conveying vehicle, and erecting the main girder of the steel box girder between the temporary pier and the second bridge pier in the same way; a cross beam between the two main longitudinal beams of the steel box girder is installed; and (5) dismantling the temporary pier after the bridge deck is completely paved. Therefore, the embodiment of the application enables the bridge girder erection machine to finish the large-span via hole through the temporary pier, reduces the required bracket compared with the prior large-span steel box girder construction process for sectionally hoisting and pushing construction, saves the construction cost, improves the construction mechanization level and accelerates the construction progress.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are needed in the description of the embodiments of the present application will be briefly described below, and it is obvious that the drawings in the following description are some embodiments of the present application, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
FIG. 1 is a schematic view of a temporary mop according to an embodiment of the present application;
FIG. 2 is a flow chart of a construction method of a large-span steel box girder provided by an embodiment of the application;
fig. 3 is a schematic view of a steel box girder main girder prepared for installation according to an embodiment of the present application;
fig. 4 is a schematic view of a main girder of a steel box girder installed between a first pier and a temporary pier according to an embodiment of the present application;
fig. 5 is a schematic view of a main girder of a steel box girder between a temporary pier and a second pier according to an embodiment of the present application.
Reference numerals: 1-a first pier; 2-a second pier; 3-temporary piers; 4-a main longitudinal beam of a steel box girder; 5-ground; 6-a bridge girder erection machine; 7-crown block.
Detailed Description
The following description of the embodiments of the present application will be made clearly and fully with reference to the accompanying drawings, in which it is evident that the embodiments described are some, but not all embodiments of the application. All other embodiments, which can be made by those skilled in the art based on the embodiments of the application without making any inventive effort, are intended to be within the scope of the application.
In the description of the embodiments of the present application, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," "outer," and the like indicate or are based on the orientation or positional relationship shown in the drawings, merely to facilitate description of the embodiments of the present application and simplify description, and do not indicate or imply that the devices or elements referred to must have a specific orientation, be configured and operated in a specific orientation, and thus should not be construed as limiting the present application. The terms "first," "second," and "third" are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Furthermore, the terms "mounted," "connected," "coupled," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the embodiments of the present application will be understood by those of ordinary skill in the art according to specific circumstances.
The embodiment of the application provides a construction method of a large-span steel box girder, which is shown in figures 1 to 5. The construction method of the large-span steel box girder comprises the following steps of S101 to S104:
s101: the bridge girder erection machine 6 is assembled on the bridge head or the prefabricated girder which is already erected, and is adjusted and checked to be qualified;
s102: a temporary pier 3 is arranged between the first pier 1 and the second pier 2;
s103: a steel box girder main girder 4 is respectively erected between the first bridge pier 1 and the temporary bridge pier 3 and between the second bridge pier 2 and the temporary bridge pier 3, and cross beams are respectively erected between the steel box girder main girders 4 at the two ends of the first bridge pier 1 and the second bridge pier 2;
s104: and dismantling the temporary pier 3 after the bridge deck is completely paved.
Specifically, a bridge with a large span is arranged between the first bridge pier 1 and the second bridge pier 2.
The specific construction method of the large-span steel box girder comprises the following steps: as shown in fig. 3, driving the bridge girder erection machine 6 to enable a front supporting leg station of the bridge girder erection machine 6 to be located at the temporary pier 3, continuously driving the bridge girder erection machine 6 to enable the front supporting leg station of the bridge girder erection machine 6 to be located at the second pier 2, conveying the qualified steel box girder main longitudinal beam 4 to the tail of the bridge girder erection machine 6 through a girder transporting vehicle, hooking a crown block 7, slowly moving forward to a bridge installation position, returning the girder transporting vehicle, and fixing the steel box girder main longitudinal beam 4 by enabling two ends of the steel box girder main longitudinal beam 4 to be located at the same side of the first pier 1 and the temporary pier 3 respectively as shown in fig. 4; the same method is used for erecting a main girder 4 of the steel box girder at the other side of the first bridge pier 1; a cross beam between two steel box girder main longitudinal beams 4 is installed; as shown in fig. 5, continuing to drive the bridge girder erection machine 6 so that the supporting legs are positioned at the second bridge pier 2, conveying the steel box girder main longitudinal girder 4 to the tail part of the bridge girder erection machine 6 through a girder conveying vehicle, and erecting the steel box girder main longitudinal girder 4 between the temporary pier 3 and the second bridge pier 2 in the same way; a cross beam between two steel box girder main longitudinal beams 4 is installed; and dismantling the temporary pier 3 after the bridge deck is completely paved. Therefore, the embodiment of the application enables the bridge girder erection machine 6 to finish the large-span via hole through the temporary pier 3, reduces the required bracket compared with the prior large-span bridge construction process for sectionally hoisting and pushing construction, saves the construction cost, improves the construction mechanization level by using the bridge girder erection machine 6, and shortens the construction period.
Further, the steel box girder main longitudinal girder 4 installation and measurement requirements are as follows:
1) Bridge segment mounting axis measurement:
the bridge segment is installed by measuring and releasing two longitudinal axes, and a transverse axis point is formed on each longitudinal axis control line. One longitudinal axis can be measured and placed on the bridge, and the other longitudinal axis can be measured and placed on the ground 5 under the bridge, and is used as a detection control point in the installation process of the main longitudinal beam 4 of the steel box girder.
2) Bridge deck installation elevation measurement:
the elevation point is measured and placed on the relatively stable bridge pier before the bridge section is installed, and the level gauge can be erected on the first bridge pier 1 or the second bridge pier 2 to control the elevation.
3) The deformation observation and measurement method is shown in the following table 1:
TABLE 1 deformation observation and measurement method
After each bridge section is assembled, performing primary elevation observation on all observation points, performing detailed record, performing secondary elevation observation after the steel box girder main longitudinal beam 4 is placed, and comparing with the primary observation record to measure the deformation condition of the bridge.
4) The measurement points and the measurement method set for the characteristics of the main longitudinal beam 4 of the steel box girder are shown in the following table 2:
table 2-measurement points and measurement method for main longitudinal beam characteristic settings of steel box girder
In one implementation manner of the embodiment of the application, one end of the main girder 4 of the steel box girder, which faces the first bridge pier 1, is welded with the erected precast girder to form a circumferential seam. In order to reduce the rigidity of the welded joint, the welding residual stress is reduced, and the crack is prevented.
In one implementation of the embodiment of the application, the steel box girder main stringers 4 on both sides of the temporary piers 3 are welded with a girth. In order to reduce the rigidity of the welded joint, the welding residual stress is reduced, and the crack is prevented.
Further, after the steel box girder main longitudinal beam 4 moves to the installation span position, the steel box girder main longitudinal beam 4 slowly falls down, so that the steel box girder main longitudinal beam 4 and the support foundation bolts are aligned to the holes.
The installation quality of the steel box girder main longitudinal beam 4 is controlled as follows:
before the main girder 4 of the steel box girder is in place, the cross line and the elevation are measured and discharged on the pier top support cushion stone, and the marking line is lofted and installed on the main girder 4 of the steel box girder. After the steel box girder main longitudinal beam 4 moves to the installation span position, slowly dropping the steel box girder main longitudinal beam 4 to enable the steel box girder main longitudinal beam 4 and the support foundation bolts to align into holes.
1) The technical staff observe on site through a measuring instrument, preliminarily adjust the axis deviation of the main girder 4 of the steel box girder, install the front and rear vertical jacks, loosen the hook of the crown block 7, enable the main girder 4 of the steel box girder to fall on four vertical jacks, preliminarily adjust the elevation of the main girder 4 of the steel box girder according to the reference elevation on the filler stone, observe the axis deviation and the elevation deviation after the initial adjustment is finished, and further finely adjust the axis deviation and the elevation deviation according to the observation result until the deviation of the main girder 4 of the steel box girder is within an error range.
2) The support preformed hole can adopt gravity grouting method, a funnel is arranged at one end of the grouting pipe before the lower part is sealed, the other end of the grouting pipe goes deep into the preformed hole, the shrinkage-free epoxy grouting material is poured into the hole, and then the grouting pipe is rapidly pulled out. After the grouting of the reserved holes is completed, sealing the mold around the support in time, extending a grouting pipe into the center position below the support, grouting from the center of the support to the periphery, and ensuring that the gaps are fully filled with the slurry. And grouting to be 10mm higher than the bottom surface of the steel plate of the lower support of the support, and dismantling the temporary jack support to enable the support to bear force after the slurry reaches the design strength, so as to complete the conversion of a force system.
Further, the temporary pier 3 includes a ground temporary support. The ground temporary support is positioned between the first bridge pier 1 and the second bridge pier 2, and is a ground 5 far away from one end of the main longitudinal beam 4 of the steel box girder.
In one implementation of the embodiment of the application, the side of the ground temporary support is provided with a drainage ditch.
The ground temporary support can be a lattice column support, and specifically comprises a temporary lattice column support formed by connecting 12 phi 426 multiplied by 8mm steel pipes through angle steel 75 multiplied by 6mm and channel steel (14 a). The top adopts double H320X 130 section steel to be welded with the steel pipe, and a leveling steel pipe with phi 273mm X8 mm is arranged at the top, and simultaneously, a 50t hydraulic jack can be arranged at the upper part of each temporary lattice column bracket. The 50t hydraulic jack can adjust the height of the main girder 4 of the steel box girder during installation. The lower part of the steel pipe can adopt a reinforced concrete strip-shaped foundation, the substrate bearing capacity of the reinforced concrete strip-shaped foundation is more than or equal to 120KPa, and the size of the reinforced concrete strip-shaped foundation can be as follows: 10.7m (transverse) ×3.5m (longitudinal) ×0.5m (thickness). The size of the embedded anchor plate can be 600 multiplied by 20mm, and the side of the reinforced concrete strip foundation is provided with a drainage ditch, so that rainwater soaking can be prevented, and uneven settlement of the reinforced concrete strip foundation is avoided.
Further, the temporary pier 3 includes a water surface temporary support. The temporary support on the water surface is positioned between the first bridge pier 1 and the second bridge pier 2, and one end far away from the main longitudinal beam 4 of the steel box girder is the water surface.
The structure form of the temporary support on the water surface is a lattice form of 3m multiplied by 11.5m, the checking calculation foundation penetrates into the river bed for about 20m, and the upright post can be a steel pipe pile with phi 630 multiplied by 10 mm. The pile top of the steel pipe pile can be provided with a main beam and a connecting longitudinal beam, the specification of the main beam is double-spliced HN488 multiplied by 300 hot-rolled H-shaped steel, and the specification of the connecting longitudinal beam can be double-spliced HN440 multiplied by 300 hot-rolled H-shaped steel. Each group of steel pipe piles are transversely arranged in 6 rows, longitudinally arranged in 2 rows, and longitudinally arranged at a center-to-center distance of 2.3m and a center-to-center distance of 3m. The steel pipe pile connecting system can adopt channel steel welding of [20a ].
Specifically, the Gao Chengjun of the water surface temporary support and the ground temporary support are arranged after the verification according to the bottom calculation of the main longitudinal beam 4 of the steel box girder.
The longitudinal gradient of the main beam of the bridge girder erection machine 6 is not more than 0.3/100, and the transverse gradient of the middle support transverse rail of the bridge girder erection machine 6 is not more than 0.5/100.
The requirements of the via holes of the bridge girder erection machine 6 are as follows:
before the via hole, the distance between the center line of the middle support and the center of the front pier body is measured, a director uniformly directs the via hole, and meanwhile, one person at each of the front station, the middle station and the rear station observes the via hole, and the responsibility and the attention points of the person are defined.
1) Splicing the bridge girder erection machine 6 on bridge heads or prefabricated beams which are already erected, and checking whether the splicing requirements are met, whether an electric operation system is normal and whether the steering of all mechanical parts is correct;
2) Measuring the levelness of the main girder of the bridge girder erection machine 6 by using a level gauge, wherein the longitudinal gradient of the main girder of the bridge girder erection machine 6 is required to be not more than 0.3/100;
3) Measuring the levelness of the middle support transverse rail of the bridge girder erection machine 6 by using a level gauge, wherein the transverse gradient of the middle support transverse rail of the bridge girder erection machine 6 is required to be not more than 0.5/100;
4) Fixing a transverse rail of the bridge girder erection machine 6 with a lower cross beam of the front supporting leg by using a transverse rail hanger, starting the front supporting leg and a rear supporting wheel oil cylinder of the bridge girder erection machine 6, and collecting the front supporting leg and the rear supporting leg of the bridge girder erection machine 6 to suspend the bottom of the front supporting leg and the rear supporting leg so as to prepare a via hole;
5) The height of the front auxiliary supporting leg of the bridge girder erection machine 6 is adjusted to be the same as that of the second pier body;
6) The height of the front landing leg of the bridge girder erection machine 6 is adjusted to enable the bottom of the front landing leg transverse rail to be about 200mm higher than the bottom of the second pier body.
7) When passing through the holes, the front auxiliary supporting leg of the bridge girder erection machine 6 can not carry articles outside the bridge girder erection machine 6. The total weight of sleepers and other objects carried by the front supporting legs of the bridge girder erection machine 6 cannot be more than 3.5 tons.
8) And a counterweight beam is hung, and the beam transporting vehicle coincides with the central line of the bridge girder erection machine 6 to clean sundries on the walking route.
Further, before the bridge girder erection machine 6 passes through the hole, the stress of the front supporting leg, the middle support and the rear supporting leg systems of the bridge girder erection machine 6 is analyzed and calculated.
In this specification, each embodiment is described in a progressive manner, and the same or similar parts of each embodiment are referred to each other, and each embodiment is mainly described as a difference from other embodiments.
The above embodiments are only for illustrating the technical solution of the present application, and not for limiting the present application; although the application has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced with equivalents; such modifications and substitutions do not depart from the spirit of the application.
Claims (9)
1. The construction method of the large-span steel box girder is characterized by comprising the following steps of:
the bridge girder erection machine (6) is assembled on the bridge head or the prefabricated girder which is already erected, and is adjusted and checked to be qualified;
a temporary pier (3) is arranged between the first pier (1) and the second pier (2);
a steel box girder main longitudinal beam (4) is respectively erected between the first bridge pier (1) and the temporary pier (3) and between the second bridge pier (2) and the temporary pier (3), and cross beams are respectively erected between the steel box girder main longitudinal beams (4) at two ends of the first bridge pier (1) and the second bridge pier (2);
and dismantling the temporary piers (3) after the bridge deck is completely paved.
2. The construction method of the large-span steel box girder according to claim 1, wherein one end of the steel box girder main longitudinal girder (4) facing the first bridge pier (1) is welded with the erected precast girder to form a girth.
3. The construction method of the large-span steel box girder according to claim 2, wherein the steel box girder main stringers (4) at both sides of the temporary piers (3) are welded with a circumferential seam.
4. The construction method of the large-span steel box girder according to claim 1, wherein after the steel box girder main girder (4) is moved to an installation span position, the steel box girder main girder (4) is slowly dropped down, so that the steel box girder main girder (4) and a support foundation bolt are aligned into a hole.
5. The method of construction of a large span steel box girder according to claim 1, characterized in that the temporary piers (3) comprise ground temporary supports;
the ground temporary support is located between the first bridge pier (1) and the second bridge pier (2), and one end, away from the main longitudinal beam (4) of the steel box girder, is the ground (5).
6. The method of constructing a large span steel box girder according to claim 5, wherein a drainage ditch is provided at an edge side of the ground temporary support.
7. The method of construction of a large span steel box girder according to claim 1, characterized in that the temporary piers (3) comprise water surface temporary supports;
the water surface temporary support is located between the first bridge pier (1) and the second bridge pier (2), and one end, away from the main longitudinal beam (4) of the steel box girder, is a water surface.
8. The construction method of the large-span steel box girder according to claim 1, wherein the longitudinal gradient of the main girder of the bridge girder erection machine (6) is not more than 0.3/100, and the transverse gradient of the middle bracket transverse rail of the bridge girder erection machine (6) is not more than 0.5/100.
9. The method for constructing the large-span steel box girder according to claim 1, wherein before the bridge girder erection machine (6) passes through the hole, the stress of a front supporting leg, a middle supporting leg and a rear supporting leg system of the bridge girder erection machine (6) is analyzed and calculated.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311064866.4A CN117051714A (en) | 2023-08-23 | 2023-08-23 | Construction method of large-span steel box girder |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202311064866.4A CN117051714A (en) | 2023-08-23 | 2023-08-23 | Construction method of large-span steel box girder |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN117051714A true CN117051714A (en) | 2023-11-14 |
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ID=88658627
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202311064866.4A Pending CN117051714A (en) | 2023-08-23 | 2023-08-23 | Construction method of large-span steel box girder |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN117051714A (en) |
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2023
- 2023-08-23 CN CN202311064866.4A patent/CN117051714A/en active Pending
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