CN114178736A - Control method for ultra-wide steel box girder total splicing cross slope - Google Patents
Control method for ultra-wide steel box girder total splicing cross slope Download PDFInfo
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- CN114178736A CN114178736A CN202111672657.9A CN202111672657A CN114178736A CN 114178736 A CN114178736 A CN 114178736A CN 202111672657 A CN202111672657 A CN 202111672657A CN 114178736 A CN114178736 A CN 114178736A
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
- B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
- B23K33/00—Specially-profiled edge portions of workpieces for making soldering or welding connections; Filling the seams formed thereby
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
- B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
- B23K37/00—Auxiliary devices or processes, not specially adapted to a procedure covered by only one of the preceding main groups
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- B—PERFORMING OPERATIONS; TRANSPORTING
- B23—MACHINE TOOLS; METAL-WORKING NOT OTHERWISE PROVIDED FOR
- B23K—SOLDERING OR UNSOLDERING; WELDING; CLADDING OR PLATING BY SOLDERING OR WELDING; CUTTING BY APPLYING HEAT LOCALLY, e.g. FLAME CUTTING; WORKING BY LASER BEAM
- B23K2101/00—Articles made by soldering, welding or cutting
- B23K2101/28—Beams
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02A—TECHNOLOGIES FOR ADAPTATION TO CLIMATE CHANGE
- Y02A30/00—Adapting or protecting infrastructure or their operation
- Y02A30/60—Planning or developing urban green infrastructure
Abstract
The invention discloses a cross slope control method for assembling an ultra-wide steel box girder, which comprises the following steps: manufacturing an assembled jig frame; arranging a tooth plate on the tread; correcting the elevation value of a tooth plate on the inclined tread according to the designed reversible deformation amount of the inclined bottom plate of the steel box girder; placing a steel box girder flat base plate on a tooth plate on a horizontal tread according to a designed elevation, placing inclined bottom plates on two sides of the steel box girder on the corrected tooth plate, assembling and positioning the flat base plate and the inclined bottom plates on two sides, and welding and fixing the flat base plate and the inclined bottom plates; then assembling and positioning the web plate and the partition plate, welding and fixing, welding a vertical butt weld of the partition plate, then welding a vertical butt weld of the partition plate and the web plate, and finally welding a transverse structural weld of the partition plate and the bottom plate; and finally, assembling and positioning the top plate unit and welding and fixing the top plate unit, welding a butt-joint welding seam of the top plate unit, then welding a butt-joint welding seam of the transverse connecting plate on the top plate unit, and finally welding a transverse structure welding seam of the transverse connecting plate and the partition plate. The method improves the control level of the structural dimension precision in the manufacturing of the steel box girder and ensures the cross slope precision of the ultra-wide bridge deck.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a control method for a super-wide steel box girder total-splicing transverse slope.
Background
With the continuous upgrading of the requirements of traffic and transportation bearing capacity, the lanes designed on the road surface are gradually changed from two initial two-way lanes to four two-way lanes, and some important urban bridges have steel box girder bridges with the same layer of highway and railway, and the width of the bridge deck is widened from the whole width of 30m to 60 m. The ultra-wide steel box girder has higher and higher requirements on the manufacturing precision, and the steel box girder manufactured according to the traditional manufacturing process is difficult to effectively ensure in precision control. Especially, after the bridge floor is widened, the plate units are increased in blocks, the butt joints are increased, the lengths of the transverse welding joints are increased, and the shrinkage accumulative effect of the longitudinal butt welding joints influences the control precision of the transverse slope of the bridge floor, so that the integral structure precision of the steel box girder sections is directly influenced, the drainage of the bridge floor is influenced, and the comfort of later use of the bridge is reduced.
Disclosure of Invention
In order to solve the problems in the prior art, the invention provides a control method for a total assembly cross slope of an ultra-wide steel box girder.
The technical problem to be solved by the invention is realized by the following technical scheme:
a control method for a total assembly cross slope of an ultra-wide steel box girder comprises the following steps:
step 1: manufacturing an assembling jig frame according to the linear requirement of a steel box girder bottom plate, wherein an assembling table top of the assembling jig frame is composed of a horizontal tread in the middle and symmetrically inclined treads connected to two ends of the horizontal tread;
step 2: arranging tooth plates on the horizontal tread and the inclined tread, wherein the elevation of the tooth plates is determined according to a design elevation control line of a bottom plate of the steel box girder; correcting the elevation value of a tooth plate on the inclined tread according to the designed reverse deformation amount of the inclined bottom plate of the steel box girder, wherein the reverse deformation setting starting point starts from the position of a bevel angle between the horizontal tread and the inclined tread and linearly changes to the position of the maximum reverse deformation amount of the support point at the farthest end of the inclined tread;
and step 3: placing a steel box girder flat base plate on a tooth plate on the horizontal tread according to a designed elevation, placing inclined bottom plates on two sides of the steel box girder on the corrected tooth plate, assembling and positioning the flat base plate and the inclined bottom plates on two sides by taking the horizontal and vertical base lines of the assembled jig frame as a reference, and welding and fixing the flat base plate and the inclined bottom plates;
and 4, step 4: assembling and positioning the web plate and the partition plate by taking the transverse and longitudinal base lines of the assembling jig frame as a reference, welding and fixing, welding a vertical butt weld of the partition plate, then welding a vertical butt weld of the partition plate and the web plate, and finally welding a transverse structural weld of the partition plate and the bottom plate;
and 5: and assembling and positioning the top plate unit by taking the transverse and longitudinal base lines of the assembled jig frame as a reference, welding and fixing the top plate unit, welding the butt-joint welding seam of the top plate unit, then welding the butt-joint welding seam of the transverse plate on the top plate unit, and finally welding the transverse structural welding seam of the transverse plate and the partition plate.
Further, the maximum reverse deformation amount in the step 2 is Δ h,
wherein l is the total width of the bridge deck.
Furthermore, in step 3, when the flat bottom plate and the inclined bottom plate are assembled and positioned, the flat bottom plate center unit is firstly positioned by taking the horizontal and vertical base lines of the assembled jig frame as a reference, then the inclined bottom plate unit on the outermost side is positioned, finally the other units of the flat bottom plate and the inclined bottom plate are positioned, and after the positioning is finished, butt welding seams of the flat bottom plate and the inclined bottom plate unit are welded according to the positioning sequence.
Further, in the step 5, when the top plate unit is assembled and positioned, the center unit of the top plate is firstly positioned by taking the horizontal and vertical base lines of the assembled jig frame as a reference, then the top plate unit on the outermost side is sequentially positioned, and finally the rest units of the top plate are positioned, and the butt-joint welding seams of the top plate units are welded according to the positioning sequence after positioning.
The invention has the beneficial effects that:
1. part of welding shrinkage rebound deformation is counteracted through a codeless inverse deformation technology; by adjusting the assembly sequence of the plate units, the influence of the shrinkage accumulation effect of the longitudinal butt weld on the cross slope is effectively avoided; the influence of the welding seam of the transverse structure on the whole transverse slope is reduced by optimizing the structural blocking and welding sequence;
2. the method is simple and feasible, has strong universality, can be generally applied to the overall assembly and manufacture of the steel box girder, improves the control level of the structural dimension precision in the manufacture of the box girder, and ensures the cross slope precision of the ultra-wide bridge deck.
The present invention will be described in further detail with reference to the accompanying drawings and examples.
Drawings
FIG. 1 is a schematic structural view of a steel box girder placed on an assembling jig;
FIG. 2 is a schematic design view of a tooth plate on a jig frame;
FIG. 3 is a schematic view of a welding sequence for the separator;
FIG. 4 is a schematic structural view of the top plate unit and the cross plate;
FIG. 5 is a schematic view of a welding sequence for positioning assembly of the top plate unit;
FIG. 6 is a schematic view of the welding sequence of the cross webs.
Description of reference numerals:
1-assembling a jig frame; 2-designing an elevation control line; 3-starting point setting by reverse deformation; 4-constructing an elevation control line; 5-a flat bottom plate; 6-inclined bottom plate; 7-a web; 8-solid web type separator; 9-a hollow partition plate; 10-truss bulkheads; 11-vertical butt welding of the solid web type partition plate; 12-vertical fillet welds of solid web type baffles and webs; 13-a transverse structural welding seam of the hollow partition plate and the bottom plate; 14-a ceiling unit; 15-roof unit butt weld; 16-butt welding of the transverse connection plates; 17-a transverse structural welding seam of the transverse connection plate and the solid web type partition plate; 18-a cross-joint plate; 1-1-horizontal tread; 1-2-oblique tread; 1-3-dental plate.
Detailed Description
The present invention will be described in further detail with reference to specific examples and fig. 1 to 6, but the embodiments of the present invention are not limited thereto.
The invention provides a control method for a total assembly cross slope of an ultra-wide steel box girder, which specifically comprises the following steps:
step 1: according to the linear requirement of a steel box girder bottom plate, an assembling jig frame 1 is manufactured, and an assembling table top of the assembling jig frame 1 is composed of a horizontal tread 1-1 in the middle and symmetrical inclined treads 1-2 connected to two ends of the horizontal tread 1-1, as shown in figure 1.
Step 2: arranging tooth plates 1-3 on the horizontal tread 1-1 and the inclined tread 1-2, wherein the elevation of the tooth plates 1-3 is determined according to a design elevation control line 2 of a steel box girder bottom plate; and correcting the elevation value of a tooth plate 1-3 on the inclined tread 1-2 according to the designed reverse deformation amount of the inclined bottom plate of the steel box girder, wherein the reverse deformation setting starting point 3 starts from the position of the horizontal tread 1-1 and the bevel of the inclined tread 1-2 and linearly changes to the position of the farthest supporting point of the inclined tread 1-2 with the maximum reverse deformation amount and is ended, as shown in figure 2.
When designing a steel box girder total assembly jig, considering counteracting box body rebound deformation caused by contraction of a longitudinal butt welding seam, when arranging a tooth plate 1-3 on an inclined bottom plate, considering downward reverse deformation, obtaining a construction elevation control line 4 of the inclined bottom plate through the reverse deformation, correcting an elevation value of an upper pressing plate of an inclined tread 1-2 according to the construction elevation control line 4, setting the reverse deformation in a linear relation, starting from a bending angle position of the horizontal tread 1-1 and the inclined tread 1-2, and linearly changing to a maximum reverse deformation position of a support point at the farthest end of the inclined tread 1-2, wherein the maximum reverse deformation is delta h,
l is the total width of the bridge deck.
And step 3: and placing a flat bottom plate 5 of the steel box girder on the tooth plates 1-3 on the horizontal tread 1-1 according to the designed elevation, placing inclined bottom plates 6 on two sides of the steel box girder on the corrected tooth plates 1-3, assembling the flat bottom plate 5 and the inclined bottom plates 6 on two sides by taking the horizontal and vertical base lines of the assembled jig frame as the reference, and welding and fixing the flat bottom plate 5 and the inclined bottom plates 6.
Specifically, when the flat bottom plate 5 and the inclined bottom plate 6 are assembled and positioned, the assembly welding is carried out according to the principle of 'three vertical lines and one horizontal line', the center unit of the flat bottom plate 5 is positioned firstly by taking the horizontal and vertical base lines of the assembled jig frame as a reference, then the unit of the inclined bottom plate 6 at the outermost side is positioned, finally the rest units of the flat bottom plate 5 and the inclined bottom plate 6 are positioned according to the vertical base line interval of the units of the flat bottom plate 5 and the inclined bottom plate 6, and the butt welding seams of the flat bottom plate 5 and the inclined bottom plate 6 are welded according to the positioning sequence after the positioning is finished.
And 4, step 4: and assembling and positioning the web plate 7 and the partition plate by taking the transverse and longitudinal base lines of the assembled jig frame as a reference, welding and fixing the two, welding a vertical butt weld of the partition plate, then welding a vertical butt weld of the partition plate and the web plate, and finally welding a transverse structure weld of the partition plate and the bottom plate.
The partition plates comprise a solid-web partition plate 8, a hollow-web partition plate 9 and a truss partition plate 10, as shown in fig. 3, during welding, a vertical butt weld 11 of the solid-web partition plate is welded firstly, and then the truss partition plate 10 is welded on the solid-web partition plate 8 and the hollow-web partition plate 9 through a connecting plate; then the vertical angle welding seam 12 of the solid web type clapboard and the web plate is welded, and finally the transverse structure welding seam 13 of the hollow web type clapboard and the bottom plate is welded.
And 5: and assembling and positioning the top plate units 14 by taking the transverse and longitudinal base lines of the assembled jig frame as a reference, welding butt-jointed seams 15 of the top plate units, then welding butt-jointed seams 16 of the transverse plate on the top plate units 14, finally welding transverse structural seams 17 of the transverse plate and the solid web type partition plate, and welding the top plate units 14 and the upper ends of the truss partition plates 10, as shown in fig. 5 and 6.
When the top plate units 14 are assembled and positioned, assembly welding is carried out according to the principle of 'three vertical lines and one horizontal line', the center unit of the top plate is positioned firstly by taking the horizontal and vertical base lines of the assembly jig frame as a reference, then the top plate units 14 on the outermost side are positioned in sequence, finally the rest units of the top plate are positioned according to the distance between the vertical base lines of the units of the top plate, and the butt-joint welding seams of the top plate units are welded according to the positioning sequence after positioning, as shown in fig. 5, the butt-joint welding seams of the top plate units with the sequence numbers of 15-1, 15-2, 15-3, 15-4 and 15-5 are welded in sequence, and the welding sequence of the top plate units 14 is consistent with the welding sequence of the bottom plate.
According to the capability of equipment in an actual field, the top plate unit can be welded in a width-connecting mode before the total splicing to the maximum extent, and the purpose of releasing welding deformation in advance is achieved.
In addition, the top plate unit is completed by a double-splicing process, and the transverse plate 18 and the top plate unit 14 are welded during double-splicing, as shown in fig. 4, so that the number of longitudinal butt welds and transverse structural welds during overall splicing is reduced.
In order to reduce the accumulated error of the shrinkage of the welding seam, the bottom plate and the top plate unit of the steel box girder are assembled and welded according to the principle of 'three vertical parts and one horizontal part'.
The welding sequence in the overall assembly stage must combine the structural characteristics of the steel box girder, so that the operability and scientificity are ensured, the larger welding shrinkage deformation is released as soon as possible, and the part with large rigidity and larger shrinkage is welded firstly during the overall assembly so as to reduce the influence of shrinkage on the overall structure. When the partition plates are welded, firstly, the solid-web type partition plates are welded by vertical butt weld seams, then the solid-web type partition plates are welded by the vertical butt weld seams of the web plates, and finally the hollow-web type partition plates are welded with the bottom plate; and after the top plate unit is assembled and positioned, the longitudinal butt-joint welding seam of the top plate is firstly welded, then the vertical butt-joint welding seam of the partition plate connecting plate is welded, and finally the transverse structure welding seam of the partition plate connecting plate and the solid web type partition plate is welded. The steel box girder is assembled and welded according to the process requirements, the assembly error and the welding shrinkage deformation can be effectively controlled, and the cross slope precision of the bridge deck is ensured.
The foregoing is a more detailed description of the invention in connection with specific preferred embodiments and it is not intended that the invention be limited to these specific details. For those skilled in the art to which the invention pertains, several simple deductions or substitutions can be made without departing from the spirit of the invention, and all shall be considered as belonging to the protection scope of the invention.
Claims (4)
1. A control method for a super-wide steel box girder total-splicing transverse slope is characterized by comprising the following steps:
step 1: manufacturing an assembling jig frame according to the linear requirement of a steel box girder bottom plate, wherein an assembling table top of the assembling jig frame is composed of a horizontal tread in the middle and symmetrically inclined treads connected to two ends of the horizontal tread;
step 2: arranging tooth plates on the horizontal tread and the inclined tread, wherein the elevation of the tooth plates is determined according to a design elevation control line of a bottom plate of the steel box girder; correcting the elevation value of a tooth plate on the inclined tread according to the designed reverse deformation amount of the inclined bottom plate of the steel box girder, wherein the reverse deformation setting starting point starts from the position of a bevel angle between the horizontal tread and the inclined tread and linearly changes to the position of the maximum reverse deformation amount of the support point at the farthest end of the inclined tread;
and step 3: placing a steel box girder flat base plate on a tooth plate on the horizontal tread according to a designed elevation, placing inclined bottom plates on two sides of the steel box girder on the corrected tooth plate, assembling and positioning the flat base plate and the inclined bottom plates on two sides by taking the horizontal and vertical base lines of the assembled jig frame as a reference, and welding and fixing the flat base plate and the inclined bottom plates;
and 4, step 4: assembling and positioning the web plate and the partition plate by taking the transverse and longitudinal base lines of the assembling jig frame as a reference, welding and fixing, welding a vertical butt weld of the partition plate, then welding a vertical butt weld of the partition plate and the web plate, and finally welding a transverse structural weld of the partition plate and the bottom plate;
and 5: and assembling and positioning the top plate unit by taking the transverse and longitudinal base lines of the assembled jig frame as a reference, welding and fixing the top plate unit, welding the butt-joint welding seam of the top plate unit, then welding the butt-joint welding seam of the transverse plate on the top plate unit, and finally welding the transverse structural welding seam of the transverse plate and the partition plate.
2. The ultra-wide steel box girder total splicing transverse slope control method according to claim 1, wherein the maximum reverse deformation amount in the step 2 is Δ h,
wherein l is the total width of the bridge deck.
3. The method for controlling the total assembly cross slope of the ultra-wide steel box girder according to claim 2, wherein in the step 3, when the flat bottom plate and the inclined bottom plate are assembled and positioned, the central unit of the flat bottom plate is positioned firstly, then the inclined bottom plate unit at the outermost side is positioned, finally the other units of the flat bottom plate and the inclined bottom plate are positioned, and after the positioning is finished, butt welding seams of the flat bottom plate and the inclined bottom plate units are welded according to the positioning sequence.
4. The ultra-wide steel box girder total splicing transverse slope control method according to claim 3, wherein in the step 5, when the top plate units are assembled and positioned, the top plate center unit is firstly positioned by taking the horizontal and vertical base lines of the splicing jig frame as a reference, then the top plate units on the outermost side are sequentially positioned, finally the other top plate units are positioned, and the butt-joint welding seams of the top plate units are welded according to the positioning sequence after positioning is completed.
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| CN202111672657.9A CN114178736B (en) | 2021-12-31 | 2021-12-31 | Method for controlling total splicing transverse slope of ultra-wide steel box girder |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115070245A (en) * | 2022-06-23 | 2022-09-20 | 中铁山桥集团有限公司 | Manufacturing method of UHPC steel box composite beam |
| CN115070242A (en) * | 2022-06-20 | 2022-09-20 | 中铁宝桥（扬州）有限公司 | Manufacturing method of steel box girder embedded with chord members |
| CN115519216A (en) * | 2022-09-21 | 2022-12-27 | 中铁宝桥（扬州）有限公司 | Method for controlling welding deformation of open type large-scale steel tower block with asymmetric cross section |
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| CN114178736B (en) | 2023-08-18 |
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