CN114164767A - Installation method of steel box girder bridge - Google Patents
Installation method of steel box girder bridge Download PDFInfo
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- CN114164767A CN114164767A CN202111610950.2A CN202111610950A CN114164767A CN 114164767 A CN114164767 A CN 114164767A CN 202111610950 A CN202111610950 A CN 202111610950A CN 114164767 A CN114164767 A CN 114164767A
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 74
- 239000010959 steel Substances 0.000 title claims abstract description 74
- 238000009434 installation Methods 0.000 title claims abstract description 50
- 238000000034 method Methods 0.000 title claims abstract description 38
- 238000003466 welding Methods 0.000 claims abstract description 17
- 238000009435 building construction Methods 0.000 abstract description 2
- 238000010276 construction Methods 0.000 description 31
- 230000002829 reductive effect Effects 0.000 description 5
- 230000008569 process Effects 0.000 description 4
- 238000009417 prefabrication Methods 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
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- 230000005484 gravity Effects 0.000 description 2
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- 230000036961 partial effect Effects 0.000 description 2
- 230000001681 protective effect Effects 0.000 description 2
- 230000011218 segmentation Effects 0.000 description 2
- 238000003860 storage Methods 0.000 description 2
- 230000032258 transport Effects 0.000 description 2
- 238000013459 approach Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
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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
- 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
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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Abstract
The invention discloses an installation method of a steel box girder bridge, which belongs to the technical field of building construction and comprises the following steps: dividing a steel box girder bridge to be installed into a plurality of sections; planning a hoisting sequence of a plurality of the sections; determining the position of a tower crane, and completing the installation of the tower crane; determining the positions of a plurality of temporary support frames and finishing the installation of each temporary support frame; completing hoisting of the plurality of segments according to a planned hoisting sequence; and completing the welding of the welding seams of all the sections. According to the invention, the steel box girder bridge is installed by using the tower crane, so that the installation of the steel box girder bridge can be completed with higher efficiency. And the tower crane is adopted to hoist the segments, and the segments after hoisting can be loosened after all temporary fixing measures, even the main welding seam welding is finished, so that the safety is greatly improved.
Description
Technical Field
The invention relates to the technical field of building construction, in particular to an installation method of a steel box girder bridge.
Background
The steel box girder has the advantages of easy processing, convenient construction and the like, and is widely applied to the field of municipal bridges.
In the prior art, for the construction of a steel box girder bridge crossing an existing traffic system, a plurality of truck cranes or crawler cranes are generally selected to cooperate with each other to complete the construction of the steel box girder bridge crossing the existing traffic system.
The construction of a steel box girder bridge crossing the existing traffic system is completed by mutually matching a plurality of truck cranes or crawler cranes, and the following disadvantages exist:
1. a plurality of truck cranes or crawler cranes often occupy a large amount of roads to block the normal passage of the roads;
2. the crane position needs to be changed every section of hoist and mount, occupies a large amount of operating time, leads to the inefficiency of construction.
Disclosure of Invention
The invention aims to provide an installation method of a steel box girder bridge, which does not occupy a road and can finish the installation of the steel box girder bridge with higher efficiency.
As the conception, the technical scheme adopted by the invention is as follows:
a method for installing a steel box girder bridge comprises the following steps:
s1, dividing the steel box girder bridge to be installed into a plurality of sections;
s2, planning the hoisting sequence of the segments;
s3, determining the position of the tower crane, and completing the installation of the tower crane;
s4, determining the positions of a plurality of temporary support frames and completing the installation of each temporary support frame;
s5, completing hoisting of the segments according to the planned hoisting sequence;
and S6, completing the welding of all the sections.
As a preferable mode of the installation method of the steel box girder bridge, in the step S1, the steel box girder bridge is divided into an end girder section, a middle longitudinal bearing girder section, and a side flange plate section, two ends of the middle longitudinal bearing girder section are respectively provided with one end girder section, and two sides of the middle longitudinal bearing girder section are respectively provided with one side flange plate section.
As a preferable mode of the installation method of the steel box girder bridge, in the step S2, the hoisting sequence is as follows: and hoisting the end beam section, hoisting the middle longitudinal bearing beam section and hoisting the side flange plate section.
As a preferable mode of the installation method of the steel box girder bridge, the step S5 includes:
s51, hoisting the end beam section: placing one end beam section on the temporary support frame by adopting the tower crane, loosening the hook after the temporary fixing measure is completed on the end beam section, then placing the other end beam section on the temporary support frame by adopting the tower crane, and loosening the hook after the temporary fixing measure is completed on the end beam section;
s52, completing the installation of the middle longitudinal bearing beam section by hoisting;
and S53, hoisting to complete the installation of the side flange plate section.
As a preferable mode of the installation method of the steel box girder bridge, the two end girder sections are respectively a first end girder section and a second end girder section;
the intermediate longitudinal load-bearing beam segment comprises:
an intermediate first segment having one end connected to the first end beam segment;
a middle second segment having one end connected to the first end beam segment and one side connected to the middle first segment;
an intermediate third segment having one end connected to the second end beam segment;
one end of the middle fourth segment is connected with the second end beam segment, and one side of the middle fourth segment is connected with the middle third segment;
an intermediate fifth segment having one end connected to the intermediate first segment and the other end connected to the intermediate third segment;
a middle sixth section having one end connected to the middle second section and the other end connected to the middle fourth section, one side of the middle sixth section being connected to the middle fifth section;
in the step S52, the middle first segment, the middle second segment, the middle third segment, the middle fourth segment, the middle fifth segment and the middle sixth segment are sequentially hoisted, and the integral closure of the middle longitudinal bearing beam segment is completed.
As a preferable mode of the installation method of the steel box girder bridge, in the step S52, the intermediate first segment installation operation is performed by: the tower crane lifts the middle first section, one end of the middle first section is placed on the first end beam section, the other end of the middle first section is placed on the temporary support frame, and the hook is released after temporary fixing measures are finished on the middle first section.
As a preferable mode of the installation method of the steel box girder bridge, the operation of installing the intermediate fifth segment and the intermediate sixth segment in the step S52 includes:
the beam transporting vehicle transports the middle fifth section and the middle sixth section to be installed to preset positions, two tower cranes are adopted to respectively lift the middle fifth section and the middle sixth section, and after the posture adjustment of the middle fifth section and the middle sixth section is completed in the air, the middle fifth section and the middle sixth section are assembled in place.
As a preferable mode of the installation method of the steel box girder bridge, the two end girder sections are respectively a first end girder section and a second end girder section; the side flange plate sections comprise a first side flange plate section, a second side flange plate section, a third side flange plate section, a fourth side flange plate section, a fifth side flange plate section, a sixth side flange plate section, a seventh side flange plate section and an eighth side flange plate section;
the first side flange plate section, the fifth side flange plate section, the seventh side flange plate section and the third side flange plate section are sequentially connected and positioned on one side of the middle longitudinal bearing beam section, the free end of the first side flange plate section is connected with the first end beam section, and the free end of the third side flange plate section is connected with the second end beam section;
the second side flange plate section, the sixth side flange plate section, the eighth side flange plate section and the fourth side flange plate section are sequentially connected and positioned on the other side of the middle longitudinal bearing beam section, the free end of the second side flange plate section is connected with the first end beam section, and the free end of the fourth side flange plate section is connected with the second end beam section;
in step S53, the first side flange plate section, the second side flange plate section, the third side flange plate section, the fourth side flange plate section, the fifth side flange plate section, the sixth side flange plate section, the seventh side flange plate section, and the eighth side flange plate section are sequentially lifted, and the integral closure of the side flange plate sections is completed.
As a preferable mode of the installation method of the steel box girder bridge, in the step S3, the number of the tower cranes is at least one; in the step S4, the temporary support frame is disposed at a node of two adjacent segments.
As a preferable mode of the installation method of the steel box girder bridge, the temporary support frame includes a lattice type temporary support frame body and a single row of temporary support frame bodies.
According to the installation method of the steel box girder bridge, the steel box girder bridge is installed by using the tower crane, the occupied area of the tower crane is small, the occupation of a traffic road can be reduced, and the normal passing of vehicles is ensured; the tower crane has wide coverage range, and can effectively cover the segments within the hoisting radius; the tower body of the tower crane is higher than the height of trolley cables and other overhead lines around a steel box girder bridge to be constructed, so that space collision with the overhead lines cannot occur; and the tower crane is adopted to hoist the segments, and the segments after hoisting can be loosened after all temporary fixing measures, even the main welding seam welding is finished, so that the safety is greatly improved.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings used in the description of the embodiments of the present invention will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and for those skilled in the art, other drawings can be obtained according to the contents of the embodiments of the present invention and the drawings without creative efforts.
FIG. 1 is a flow chart of a method of installing a steel box girder bridge according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of the preliminary division of a steel box girder bridge according to an embodiment of the present invention;
FIG. 3 is a schematic illustration of FIG. 2 as further divided;
FIG. 4 is a schematic illustration of an embodiment of the present invention providing for the installation of end beam sections;
FIG. 5 is a schematic illustration of the installation of an intermediate first segment and an intermediate third segment provided by an embodiment of the present invention;
FIG. 6 is a schematic illustration of an installation of an intermediate fifth segment provided by an embodiment of the present invention;
FIG. 7 is a schematic illustration of the installation of a first side flange plate segment and a third side flange plate segment provided by an embodiment of the present invention;
FIG. 8 is a schematic illustration of the installation of a fifth side flange plate segment and a seventh side flange plate segment according to an embodiment of the present invention.
In the figure:
1. tower crane;
2. a temporary support frame; 21. a lattice temporary support frame; 22. a single row of temporary support frames;
31. an end beam section;
32. a middle longitudinal load-bearing beam section; 321. an intermediate first segment; 322. an intermediate second segment; 323. an intermediate third segment; 324. an intermediate fourth segment; 325. an intermediate fifth segment; 326. an intermediate sixth segment;
33. a side flange plate section; 331. a first side flange plate section; 332. a second side flange plate section; 333. a third side flange plate section; 334. a fourth side flange plate section; 335. a fifth side flange plate section; 336. a sixth side flange plate; 337. a seventh side flange plate section; 338. an eighth side flange plate.
Detailed Description
In order to make the technical problems solved, the technical solutions adopted and the technical effects achieved by the present invention clearer, the technical solutions of the present invention are further described below by way of specific embodiments with reference to the accompanying drawings. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some but not all of the elements associated with the present invention are shown in the drawings.
In the description of the present invention, it should be noted that the terms "center", "upper", "lower", "left", "right", "vertical", "horizontal", "inner", "outer", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience of description and simplicity of description, but do not indicate or imply that the device or element being referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus cannot be understood; and are not intended to limit the invention. Furthermore, the terms "first," "second," and the like are used for descriptive purposes only and are not to be construed as indicating or implying relative importance. Wherein the terms "first position" and "second position" are two different positions.
In the description of the present invention, it should be noted that unless otherwise explicitly stated or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection or a removable connection; 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 meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
The closure construction of the midspan steel box girder bridge in the complex traffic environment of the existing multi-layer overpass in the central urban area, especially the large-span and wide-section steel box girder bridge, is restricted by various factors, the whole span steel box girder is difficult to integrally hoist in place at one time, and the hoisting precision is difficult to control due to the large safety risk. The construction method combining segment prefabrication, support supporting and air splicing is adopted, and construction of the mid-span closure segment can be completed safely and accurately.
Referring to fig. 1 to 8, the present embodiment provides a method of installing a steel box girder bridge. The installation of the steel box girder bridge can be efficiently completed without influencing road traffic.
Specifically, in this embodiment, the installation method of the steel box girder bridge includes the following steps:
s1, dividing the steel box girder bridge to be installed into a plurality of sections;
s2, planning the hoisting sequence of the multiple segments;
s3, determining the position of the tower crane 1 and completing the installation of the tower crane 1; preferably, in step S3, the number of tower cranes 1 is at least one;
s4, determining the positions of the plurality of temporary support frames 2 and completing the installation of each temporary support frame 2;
s5, completing hoisting of the multiple segments according to the planned hoisting sequence;
and S6, completing the welding of all the sections.
According to the installation method of the steel box girder bridge, the tower crane 1 is used for installing the steel box girder bridge, the occupied area of the tower crane 1 is small, the occupation of a traffic road can be reduced, and the normal passing of vehicles is ensured; the tower crane 1 has wide coverage range and can effectively cover the segments within the hoisting radius; the tower body of the tower crane 1 is higher than the height of trolley cables and other overhead lines around a steel box girder bridge to be constructed, so that space collision with the overhead lines cannot occur; and the tower crane 1 is adopted to hoist the sections, and the hoisted sections can be loosened after all temporary fixing measures, even main welding seams are welded, so that the safety is greatly improved.
Preferably, in the step S3, two tower cranes 1 need to be installed at intervals, and the two tower cranes 1 are respectively located at two ends of the steel box girder bridge to be constructed; the two tower cranes 1 are used for splicing the prefabricated segments in the air in a double-crane matching mode, so that the construction of a large-span steel box girder bridge spanning a multi-level three-dimensional complex traffic system can be realized. Of course, in other embodiments, the number of the tower cranes 1 may be set as required, for example, one or more than two.
Specifically, in this embodiment, in step S1, a plurality of factors such as member processing, transportation conditions, construction site, tower crane 1 and the like are comprehensively considered, and the steel box girder of the closure segment with the large span and the wide cross section is segmented along the transverse bridge direction and the longitudinal bridge direction respectively. Specifically, the steel box girder bridge is divided into an end beam section 31, a middle longitudinal bearing beam section 32 and a side flange plate section 33, wherein one end beam section 31 is respectively arranged at two ends of the middle longitudinal bearing beam section 32, and one side flange plate section 33 is respectively arranged at two sides of the middle longitudinal bearing beam section 32.
Further, the following operations are performed between step S1 and step S2: and determining the position of the lifting lug and a lifting rigging, and selecting the type of the tower crane 1. Specifically, a lifting lug is arranged on each segment and used as a lifting point of a lifting hook of the tower crane 1.
Specifically, when the position of the lifting lug and the sling are determined, the gravity center of each segment is determined by using a relevant method such as model software, and then the position and the type of the lifting lug are determined according to the gravity center of each segment. Further, the specification and length of the hoist are determined.
Specifically, when the type of the tower crane 1 is selected, a tower crane with good hoisting performance, high hoisting efficiency, small floor area and wide coverage is preferentially selected for projects which are short in construction period and need to ensure normal traffic of roads during construction in downtown areas; for the area which cannot be covered, the truck crane can be selected for cooperation. Specifically, in this embodiment, in order to ensure the hoisting efficiency and minimize the influence on the surrounding traffic, the fixed QTZ2700 swing arm tower crane with good hoisting performance, small floor space, and wide coverage is preferably selected.
Further, in step S2, the hoisting sequence is: the end beam section 31 is hoisted first, the middle longitudinal bearing beam section 32 is hoisted, and finally the side flange plate section 33 is hoisted. That is, the hoisting construction process generally follows the hoisting sequence of 'firstly hoisting two ends, then hoisting the middle and then hoisting two sides', hoisting from the cross end to the cross middle along the bridge direction, and hoisting from the middle to two sides of the transverse bridge direction. The effective and reasonable hoisting sequence is adopted, the reasonability of the structure in the hoisting process is firstly ensured, and the arrangement of the approach route of the component in the complex traffic environment is facilitated. The lifting is carried out along with the advance, and the influence on the surrounding traffic is reduced to the maximum extent.
Specifically, in step S4, the temporary support stand 2 is preferentially set at the nodes of the adjacent two sections. If the site conditions of the construction site are not allowed, the temporary support frame 2 can be moved to the beam end to be close to the beam end properly, and meanwhile, protective measures around the temporary support frame 2 are taken well. When the temporary support frame 2 is arranged at the beam end, the stress of the upper steel beam is changed from a simply supported structure to an overhanging structure.
Further, in the present embodiment, the temporary support frame 2 includes a lattice type temporary support frame body 21 and a single row of temporary support frame bodies 22.
Specifically, in this embodiment, in step S4, the temporary support frames 2 at the positions of the end beam sections 31 may be erected on any one of the left and right sides of the upright, and in consideration of the inconvenience effect that may be brought by a complex overpass system, two lattice temporary support frame bodies 21 at the left and right ends are uniformly distributed on the outer side of the upright; the midspan section node is positioned in the center of the existing elevated road, and in order to reduce the influence on the traffic road as much as possible, the single-row temporary support frame body 22 is arranged at the gap between the auxiliary road and the existing elevated road, and the structure is changed into a partial overhanging structure. The calculation shows that the cantilever section steel box girder can not lead to the overturning of the existing structure along the bridge direction, and the self balance of the structure can still be kept. In addition, the steel box girder rigidity is great, and the control of the arching degree at the end of the overhanging section is carried out by adjusting the height of the temporary support frame 2, so that the closure is ensured to be smoothly carried out. At the same time, the protection measures around the temporary support frame 2 are made.
Specifically, step S5 includes:
s51, hoisting the end beam section 31: adopt tower crane 1 to place an end beam section 31 on interim support frame 2 to loose the hook after accomplishing interim fixing measure to end beam section 31, then adopt tower crane 1 to place another end beam section 31 on interim support frame 2, and loose the hook after accomplishing interim fixing measure to end beam section 31.
Specifically, in step S51, a column is constructed on the construction site, and a support is provided at the upper end of the column. And hoisting the top beam sections 31 of the adjacent piers by using the tower crane 1 respectively. One end of the end beam section 31 rests on the support and the other end rests on the temporary support frame 2, forming a simple support structure. Then, a lifeline is erected, a safety net is pulled, and edge-facing protective measures are taken. And temporarily fixing the components by welding the components with the constructed components by the aid of the stacking plates, and welding main welding lines after correction is completed. The size of the code plate and the number of welds at different locations are determined by calculation.
Further, in step S51, according to a predetermined scheme, the girder transporting vehicle reaches a specified hoisting position, and then is hoisted by using a QTZ2700 tower crane stand-alone, and hoisting of one end beam segment 31 is completed at first. Then a lifeline is erected, a safety net is pulled, and the position of the top plate, the web plate and the bottom plate is welded with the code leaning plate until all temporary fixing measures are finished and then the hook is released. And the other end beam section 31 adopts another QTZ2700 tower crane single machine to be in place, then a lifeline is erected, a safety net is pulled, and the position of the top plate, the web plate and the bottom plate is welded with the code leaning plate until all temporary fixing measures are finished and then the hook is loosened. It is necessary to supplement that the length of the code leaning plate is 150mm, the width is 100mm, the thickness is 12mm, and the radius of the over-welding hole is 30 mm.
And S52, completing the installation of the middle longitudinal bearing beam section 32 by hoisting.
And S53, completing the installation of the side flange plate section 33 by hoisting.
Specifically, in the present embodiment, the two end beam sections 31 are a first end beam section and a second end beam section, respectively.
The intermediate longitudinal load-bearing beam segment 32 includes an intermediate first segment 321, an intermediate second segment 322, an intermediate third segment 323, an intermediate fourth segment 324, an intermediate fifth segment 325, and an intermediate sixth segment 326.
Wherein one end of the intermediate first segment 321 is connected to the first end beam segment; one end of the middle second segment 322 is connected to the first end beam segment, and one side of the middle second segment 322 is connected to the middle first segment 321; one end of the middle third segment 323 is connected to the second end beam segment; one end of the middle fourth segment 324 is connected to the second end beam segment and one side is connected to the middle third segment 323; the intermediate fifth segment 325 has one end connected to the intermediate first segment 321 and the other end connected to the intermediate third segment 323; the intermediate sixth segment 326 is connected at one end to the intermediate second segment 322, at the other end to the intermediate fourth segment 324, and at one side of the intermediate sixth segment 326 to the intermediate fifth segment 325.
In step S52, the middle first segment 321, the middle second segment 322, the middle third segment 323, the middle fourth segment 324, the middle fifth segment 325 and the middle sixth segment 326 are hoisted in sequence, and the integral closure of the middle longitudinal bearing beam segment 32 is completed.
Specifically, in step S52, for each segment to be hoisted, the stacking plate is welded to the top plate, the web plate, and the bottom plate, and then temporarily fixed to the welded structure. Before the next section is hoisted, the existing system is ensured to be in a static structure, otherwise, the hook is not loosened. According to the difference that the steel beam falls on the 2 positions of the temporary support frame, divide into the steel box girder of simply supporting and the steel box girder of partially encorbelmenting. For a part of cantilever steel beam with high rigidity, the maximum cantilever length of the cantilever section needs to be calculated to prevent overturning along the forward bridge direction; in addition, the height of the temporary support frame 2 can be adjusted to control the camber at the end of the overhanging section, so that smooth closure is ensured. Otherwise, reasonable optimization should be performed at the beginning of segmentation, such as appropriate reduction of span length. In addition, when the working condition that the steel beam of the last span closure section is overweight is faced, hoisting can be completed by using a double-crane lifting crane, the adjustment of the attitude in the air is facilitated, one-time assembly in place is ensured, and closure of the middle longitudinal bearing beam section 32 is completed.
Further, in step S52, the intermediate first segment 321 mounting operation is performed to: the tower crane 1 lifts the middle first segment 321, puts one end of the middle first segment 321 on the first end beam segment, puts the other end of the middle first segment 321 on the temporary support frame 2, and releases the hook after the temporary fixing measure is finished on the middle first segment 321. Specifically, the temporary fixation is performed by welding a plurality of ganged plates at the floor seam of the intermediate first segment 321.
Further, in step S52, the operation of installing the intermediate fifth segment 325 and the intermediate sixth segment 326 includes:
the beam transporting vehicle transports the middle fifth section 325 and the middle sixth section 326 to be installed to preset positions, two tower cranes 1 are adopted to respectively lift the middle fifth section 325 and the middle sixth section 326, and after the posture adjustment of the middle fifth section 325 and the middle sixth section 326 is completed in the air, the middle fifth section 325 and the middle sixth section 326 are assembled in place.
Specifically, when the middle fifth section 325 and the middle sixth section 326 are installed, the girder transporting vehicle reaches a preset position of the existing elevated road surface below the closure section by using the window period of the elevated night maintenance temporary road closure. And compounding the elevations of the ports on the two sides of the closure segment again, and confirming that the elevations accord with the pre-camber. In order to ensure that the hoisting task is lost, the middle fifth section 325 and the middle sixth section 326 adopt two QTZ2700 tower cranes to complete hoisting construction by double-crane hoisting, and the posture is finely adjusted in the air, so that one-time assembling in place is ensured. And after the hoisting is finished, a safety net is pulled at the bottom of the steel beam.
Further, in the present embodiment, the side flange plate segments 33 include a first side flange plate segment 331, a second side flange plate segment 332, a third side flange plate segment 333, a fourth side flange plate segment 334, a fifth side flange plate segment 335, a sixth side flange plate segment 336, a seventh side flange plate segment 337, and an eighth side flange plate segment 338.
The first side flange plate section 331, the fifth side flange plate section 335, the seventh side flange plate section 337 and the third side flange plate section 333 are connected in sequence and located at one side of the middle longitudinal bearing beam section 32, the free end of the first side flange plate section 331 is connected with the first end beam section, and the free end of the third side flange plate section 333 is connected with the second end beam section.
The second side flange plate section 332, the sixth side flange plate section 336, the eighth side flange plate section 338 and the fourth side flange plate section 334 are sequentially connected and located on the other side of the middle longitudinal bearing beam section 32, the free end of the second side flange plate section 332 is connected with the first end beam section, and the free end of the fourth side flange plate section 334 is connected with the second end beam section.
In step S53, the first side flange plate 331, the second side flange plate 332, the third side flange plate 333, the fourth side flange plate 334, the fifth side flange plate 335, the sixth side flange plate 336, the seventh side flange plate 337, and the eighth side flange plate 338 are sequentially lifted and assembled, and the integral closure of the side flange plate 33 is completed.
In step S53, the tower crane 1 is sequentially and symmetrically hoisted along the left and right sides, and the top plate, the web plate, and the bottom plate are respectively welded with the stacking plate to temporarily fix the middle longitudinal bearing beam section 32, and the temporary fixing is still sequentially supplemented along the construction sequence from the span end to the span and the keel until the integral splicing of all sections of the main line is completed.
In the embodiment, the construction process of building block type greatly reduces the construction difficulty in complex environment, the force transmission path of the structure is simple and clear, the corresponding structure system of each construction stage belongs to a statically determinate structure, and the safety and reliability of construction are ensured; the construction method of the steel box girder bridge adopted by the embodiment has a great popularization value in the construction of the large-span continuous steel box girder bridge, and particularly has a standing support condition in a site. When the complex traffic environment of crossing multi-layer overpasses is encountered, the support is utilized according to local conditions; for steel box girders with high rigidity, partial overhang can be considered. Unconditionally, consideration should be given at the beginning of segmentation to reduce the forward-bridge partition length appropriately.
In step S6, welding of all main welds is completed first, and further, welding of all spliced segments of the closure segment is completed. And after the flaw detection is qualified, sequentially and symmetrically removing the temporary support frames 2 from the midspan to the midspan end, removing redundant constraints and completing the conversion of a stress system. At the moment, the structure is complete, and the stress system belongs to a statically determinate structure.
In this embodiment, the construction of the midspan closure section of the large-span continuous steel box girder bridge can be realized by using the two tower cranes 1. The two tower cranes 1 are coordinated and matched with each other, and a building block type construction process is adopted, so that the construction difficulty under a complex environment is greatly reduced, a system corresponding to each construction stage is guaranteed to belong to a statically determinate structure, and the safety and the high efficiency of construction in downtown areas are guaranteed. Meanwhile, the hoisting quality and precision can be effectively ensured.
In this embodiment, a segment prefabrication and splicing method and a support method are combined to realize the aerial integral splicing of the closure segment steel box girder, and finally all closure segments are welded to complete the conversion of a stress system. The reasonable and orderly hoisting sequence is planned to be crucial to the project that a temporary storage yard can not be set and must be hoisted along with the temporary storage yard, so that the operation efficiency is greatly improved, and the road occupation is effectively reduced.
The whole span steel box girder is difficult to be integrally formed in place due to the restriction of a plurality of factors such as member processing, transportation conditions, construction sites, a tower crane 1 and the like, and the whole span steel box girder is high in risk and difficult to guarantee construction precision and construction quality. Therefore, the steel box girder at the closure section is reasonably segmented, and the steel box girder bridge realizes stress-free closure by adopting a method combining section prefabrication, support and air assembly.
The foregoing embodiments are merely illustrative of the principles and features of this invention, which is not limited to the above-described embodiments, but rather is susceptible to various changes and modifications without departing from the spirit and scope of the invention, which changes and modifications are within the scope of the invention as claimed. The scope of the invention is defined by the appended claims and equivalents thereof.
Claims (10)
1. The mounting method of the steel box girder bridge is characterized by comprising the following steps:
s1, dividing the steel box girder bridge to be installed into a plurality of sections;
s2, planning the hoisting sequence of the segments;
s3, determining the position of the tower crane (1), and completing the installation of the tower crane (1);
s4, determining the positions of a plurality of temporary support frames (2), and completing the installation of each temporary support frame (2);
s5, completing hoisting of the segments according to the planned hoisting sequence;
and S6, completing the welding of all the sections.
2. The installation method of the steel box girder bridge according to claim 1, wherein in the step S1, the steel box girder bridge is divided into an end girder section (31), a middle longitudinal bearing girder section (32) and side flange plate sections (33), one end girder section (31) is respectively provided at both ends of the middle longitudinal bearing girder section (32), and one side flange plate section (33) is respectively provided at both sides of the middle longitudinal bearing girder section (32).
3. The installation method of the steel box girder bridge according to claim 2, wherein in the step S2, the hoisting sequence is: hoisting the end beam section (31), hoisting the middle longitudinal bearing beam section (32) and hoisting the side flange plate section (33).
4. The installation method of the steel box girder bridge according to claim 3, wherein the step S5 includes:
s51, hoisting the end beam section (31): placing one end beam section (31) on the temporary support frame (2) by adopting the tower crane (1), loosening the hook after the temporary fixing measure is completed on the end beam section (31), then placing the other end beam section (31) on the temporary support frame (2) by adopting the tower crane (1), and loosening the hook after the temporary fixing measure is completed on the end beam section (31);
s52, completing the installation of the middle longitudinal bearing beam section (32) by hoisting;
and S53, completing the installation of the side flange plate section (33) by hoisting.
5. The installation method of a steel box girder bridge according to claim 4, wherein the two end girder segments (31) are a first end girder segment and a second end girder segment, respectively;
the intermediate longitudinal load-bearing beam segment (32) comprising:
an intermediate first segment (321) having one end connected to the first end beam segment;
an intermediate second segment (322) connected at one end to the first end beam segment and at one side to the intermediate first segment (321);
an intermediate third segment (323) connected at one end to the second end beam segment;
a middle fourth segment (324) connected at one end to the second end beam segment and at one side to the middle third segment (323);
an intermediate fifth segment (325) having one end connected to the intermediate first segment (321) and the other end connected to the intermediate third segment (323);
an intermediate sixth segment (326) connected at one end to the intermediate second segment (322) and at the other end to the intermediate fourth segment (324), the intermediate sixth segment (326) being connected at one side to the intermediate fifth segment (325);
in the step S52, the middle first segment (321), the middle second segment (322), the middle third segment (323), the middle fourth segment (324), the middle fifth segment (325) and the middle sixth segment (326) are hoisted in sequence, and the integral closure of the middle longitudinal bearing beam segment (32) is completed.
6. The installation method of a steel box girder bridge according to claim 5, wherein in the step S52, the intermediate first segment (321) installation operation is performed as: the tower crane (1) lifts the middle first section (321), one end of the middle first section (321) is placed on the first end beam section, the other end of the middle first section (321) is placed on the temporary support frame (2), and the middle first section (321) is unhooked after temporary fixing measures are completed.
7. The installation method of a steel box girder bridge according to claim 5, wherein, in the step S52, the operation of installing the intermediate fifth segment (325) and the intermediate sixth segment (326) includes:
the beam transporting vehicle conveys the middle fifth section (325) and the middle sixth section (326) to be installed to preset positions, two tower cranes (1) are adopted to respectively lift the middle fifth section (325) and the middle sixth section (326), and after the posture adjustment of the middle fifth section (325) and the middle sixth section (326) is completed in the air, the middle fifth section (325) and the middle sixth section (326) are assembled in place.
8. The installation method of a steel box girder bridge according to claim 4, wherein the two end girder segments (31) are a first end girder segment and a second end girder segment, respectively; the side flange plate sections (33) comprise a first side flange plate section (331), a second side flange plate section (332), a third side flange plate section (333), a fourth side flange plate section (334), a fifth side flange plate section (335), a sixth side flange plate section (336), a seventh side flange plate section (337), and an eighth side flange plate section (338);
the first side flange plate section (331), the fifth side flange plate section (335), the seventh side flange plate section (337) and the third side flange plate section (333) are sequentially connected and located on one side of the middle longitudinal bearing beam section (32), the free end of the first side flange plate section (331) is connected with the first end beam section, and the free end of the third side flange plate section (333) is connected with the second end beam section;
the second side flange plate section (332), the sixth side flange plate section (336), the eighth side flange plate section (338) and the fourth side flange plate section (334) are sequentially connected and located on the other side of the middle longitudinal bearing beam section (32), the free end of the second side flange plate section (332) is connected with the first end beam section, and the free end of the fourth side flange plate section (334) is connected with the second end beam section;
in the step S53, the first side flange plate section (331), the second side flange plate section (332), the third side flange plate section (333), the fourth side flange plate section (334), the fifth side flange plate section (335), the sixth side flange plate section (336), the seventh side flange plate section (337), and the eighth side flange plate section (338) are sequentially lifted, and the integral closure of the side flange plate sections (33) is completed.
9. The installation method of the steel box girder bridge according to claim 1, wherein in the step S3, the number of the tower cranes (1) is at least one; in the step S4, the temporary support frame (2) is disposed at a node of two adjacent segments.
10. The installation method of a steel box girder bridge according to claim 1, wherein the temporary support frame (2) includes lattice temporary support frame bodies (21) and a single row of temporary support frame bodies (22).
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114687293A (en) * | 2022-04-13 | 2022-07-01 | 上海市机械施工集团有限公司 | Steel box girder hoisting method |
| CN114922086A (en) * | 2022-06-15 | 2022-08-19 | 中铁广州工程局集团第三工程有限公司 | Construction method for hoisting interchange ramp steel box girder |
| CN115370017A (en) * | 2022-06-23 | 2022-11-22 | 北京城建集团有限责任公司 | Method for mounting large-span steel beam on high-altitude daylighting roof by cantilever beam method |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106012851A (en) * | 2016-06-15 | 2016-10-12 | 中冶南方工程技术有限公司 | Synchronous construction method of steel box girder and concrete pier studs |
| CN111155435A (en) * | 2020-01-08 | 2020-05-15 | 中铁大桥局第七工程有限公司 | Mid-span closure construction method for steel box girder bridge |
| CN111254804A (en) * | 2020-02-18 | 2020-06-09 | 中交路桥建设有限公司 | Construction method of steel box girder bridge of overpass highway |
| CN112240006A (en) * | 2020-10-19 | 2021-01-19 | 沈阳市政集团有限公司 | Construction method for constructing large-span non-support steel box girder by cantilever process |
| CN112921827A (en) * | 2021-04-25 | 2021-06-08 | 中国电建市政建设集团有限公司 | Construction method for hoisting large-span steel bridge box girder and hoisting and installing special-shaped component |
| CN113526372A (en) * | 2021-06-11 | 2021-10-22 | 浙江省建设工程机械集团有限公司 | Double-pier-body construction tower crane and viaduct construction method |
| WO2021238024A1 (en) * | 2020-05-25 | 2021-12-02 | 中铁上海工程局集团有限公司 | Asymmetric installation construction method for straddle-type light rail special steel box girder extradosed bridge |
-
2021
- 2021-12-27 CN CN202111610950.2A patent/CN114164767B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106012851A (en) * | 2016-06-15 | 2016-10-12 | 中冶南方工程技术有限公司 | Synchronous construction method of steel box girder and concrete pier studs |
| CN111155435A (en) * | 2020-01-08 | 2020-05-15 | 中铁大桥局第七工程有限公司 | Mid-span closure construction method for steel box girder bridge |
| CN111254804A (en) * | 2020-02-18 | 2020-06-09 | 中交路桥建设有限公司 | Construction method of steel box girder bridge of overpass highway |
| WO2021238024A1 (en) * | 2020-05-25 | 2021-12-02 | 中铁上海工程局集团有限公司 | Asymmetric installation construction method for straddle-type light rail special steel box girder extradosed bridge |
| CN112240006A (en) * | 2020-10-19 | 2021-01-19 | 沈阳市政集团有限公司 | Construction method for constructing large-span non-support steel box girder by cantilever process |
| CN112921827A (en) * | 2021-04-25 | 2021-06-08 | 中国电建市政建设集团有限公司 | Construction method for hoisting large-span steel bridge box girder and hoisting and installing special-shaped component |
| CN113526372A (en) * | 2021-06-11 | 2021-10-22 | 浙江省建设工程机械集团有限公司 | Double-pier-body construction tower crane and viaduct construction method |
Non-Patent Citations (1)
| Title |
|---|
| 李江: "城市跨线立交桥钢箱梁施工技术", 工程建设, vol. 53, no. 5, 31 May 2021 (2021-05-31), pages 54 - 59 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114687293A (en) * | 2022-04-13 | 2022-07-01 | 上海市机械施工集团有限公司 | Steel box girder hoisting method |
| CN114687293B (en) * | 2022-04-13 | 2024-06-07 | 上海市机械施工集团有限公司 | Steel box girder hoisting method |
| CN114922086A (en) * | 2022-06-15 | 2022-08-19 | 中铁广州工程局集团第三工程有限公司 | Construction method for hoisting interchange ramp steel box girder |
| CN115370017A (en) * | 2022-06-23 | 2022-11-22 | 北京城建集团有限责任公司 | Method for mounting large-span steel beam on high-altitude daylighting roof by cantilever beam method |
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