CN114232506B - Construction method for main arch rib of steel box girder tie bar steel arch bridge - Google Patents
Construction method for main arch rib of steel box girder tie bar steel arch bridge Download PDFInfo
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- CN114232506B CN114232506B CN202210083749.1A CN202210083749A CN114232506B CN 114232506 B CN114232506 B CN 114232506B CN 202210083749 A CN202210083749 A CN 202210083749A CN 114232506 B CN114232506 B CN 114232506B
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- 229910000831 Steel Inorganic materials 0.000 title claims abstract description 60
- 239000010959 steel Substances 0.000 title claims abstract description 60
- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000003466 welding Methods 0.000 claims abstract description 59
- 238000005259 measurement Methods 0.000 claims abstract description 33
- 238000004519 manufacturing process Methods 0.000 claims abstract description 31
- 238000011900 installation process Methods 0.000 claims abstract description 9
- 238000012545 processing Methods 0.000 claims abstract description 5
- 238000000034 method Methods 0.000 claims description 25
- 238000013461 design Methods 0.000 claims description 18
- 238000005520 cutting process Methods 0.000 claims description 11
- 238000012937 correction Methods 0.000 claims description 6
- 238000009434 installation Methods 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 238000004364 calculation method Methods 0.000 claims description 4
- 238000005498 polishing Methods 0.000 claims description 4
- 230000008859 change Effects 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 2
- 238000003032 molecular docking Methods 0.000 claims description 2
- 238000013102 re-test Methods 0.000 claims description 2
- 238000005192 partition Methods 0.000 description 7
- 238000009966 trimming Methods 0.000 description 6
- 238000010438 heat treatment Methods 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 238000005096 rolling process Methods 0.000 description 2
- 239000004593 Epoxy Substances 0.000 description 1
- 239000000956 alloy Substances 0.000 description 1
- 229910045601 alloy Inorganic materials 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000011248 coating agent Substances 0.000 description 1
- 238000000576 coating method Methods 0.000 description 1
- 230000001276 controlling effect Effects 0.000 description 1
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- 230000032798 delamination Effects 0.000 description 1
- 238000007599 discharging Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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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
- E01D4/00—Arch-type 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
- E01D2101/00—Material constitution of bridges
- E01D2101/30—Metal
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Abstract
The application relates to a construction method of a main arch rib of a steel box girder tie bar steel arch bridge. The construction method of the main arch rib of the steel box girder tie bar steel arch bridge comprises the steps of manufacturing the main arch rib and processing the main arch rib in a partitioned manner; adopting a continuous matching manufacturing process, and simultaneously manufacturing arch rib sections and pre-assembling main arch ribs on a pre-assembling jig frame so as to ensure the manufacturing precision of the arch rib sections and the continuity of the sections; in the installation process of the main arch rib, after each arch rib section is hoisted, measurement is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measurement, and the welding of the joint is carried out after the measurement result meets the requirement, so that the joint quality among the sections is ensured.
Description
Technical Field
The application relates to the technical field of bridge construction, in particular to a method for constructing a main arch rib of a steel box girder tie bar steel arch bridge.
Background
The steel box girder tied arch bridge has the advantages of large span, light structure, beautiful shape, material saving and the like, and is widely applied to highway engineering projects. The steel box girder tied arch bridge is generally composed of arch ribs, main girders, suspenders and the like. The arch rib adopts a steel box-shaped section, and the arch axis is a catenary; the main beam adopts a steel-concrete combined lattice beam system, wherein the main longitudinal beam is a box-shaped section, the secondary longitudinal beam and the cross beam are I-shaped sections, and a concrete bridge deck is arranged on the beam; the hanging rod can adopt a parallel steel wire finished product bundle, and the tie rod can adopt a full-corrosion-resistant whole bundle of replaceable and adjustable steel strand finished product bundle; the arch rib, the arch seat and the lattice beam of the main bridge are all fixedly connected, the inside is a statically indeterminate structure system, and the outside is an integral simple support system.
The steel box girder tied arch bridge is suitable for mountain areas and plain areas, has the advantages of large span, attractive appearance, safe structure and the like, and is an ideal bridge form for crossing ravines, rivers, highways, railways and the like. Because the span of the steel box girder tied arch bridge is large, the steel box girder tied arch bridge needs to be processed in sections, wherein the axis of the main arch rib belongs to a catenary, the radian among the sections is different, and how to control the line type during the production and ensure the quality of interfaces among the sections is a technical problem in the construction process.
Disclosure of Invention
The present application has been made in view of the above problems, and an object of the present application is to provide a main rib construction method of a steel box girder tie bar steel arch bridge that overcomes or at least partially solves the above problems.
The construction method of the main arch rib of the steel box girder tie bar steel arch bridge comprises the following steps:
1) Manufacture of arch rib section
Manufacturing a top plate unit and a bottom plate unit, and carrying out rounding pre-deformation treatment on round curve parts of the top plate unit and the bottom plate unit according to linear requirements by using a rounding machine; cutting and scribing the stiffening ribs according to the curve line shape required by design, processing welding edges and grooves, and assembling and welding the stiffening ribs on the anti-deformation jig frame according to the line shape;
the web plate unit is manufactured, the web plate unit is a curved plate, and pre-camber calculation is needed during blanking; the stiffening rib is subjected to linear shape according to design requirements, blanking and scribing are carried out, welding edges and grooves are processed, a rounding machine is utilized to carry out rounding pre-deformation treatment on the stiffening rib according to the linear requirements, longitudinal and transverse datum lines and stiffening rib position lines are scribed on the anti-deformation jig frame, and the stiffening rib is assembled and welded according to the linear shape;
manufacturing a diaphragm plate unit, wherein the edge of the diaphragm plate unit is fixed with an anti-deformation jig frame, positioning lines of stiffening plates are marked out by taking four sides of the diaphragm plate unit as references, and the stiffening plates are assembled and welded on the anti-deformation jig frame according to a line shape;
the method comprises the steps of segment assembly, wherein arch rib segment manufacture and main arch rib pre-assembly are simultaneously carried out on a pre-assembly jig frame, and the arch rib segments are assembled according to the sequence of pre-assembly jig frame positioning and marking on a web plate unit on one side, diaphragm plate unit positioning and mounting, top plate unit and bottom plate unit mounting and web plate unit on the other side, so that a three-dimensional stepped propelling mode is realized, and the segment assembly and welding are carried out; when in assembly, the pre-assembled jig frame is used as an outer tire, the diaphragm plate unit is used as an inner tire, and the line shape, the geometric shape and the dimensional precision of the main arch rib and the accurate matching of adjacent interfaces are controlled;
2) Pre-assembling the main arch ribs, identifying the segments, decomposing the segments and transporting the segments to a construction site;
3) Temporary supports are erected, and main arch ribs are hoisted
Before the main arch rib is hoisted, a guide plate is arranged in each arch rib section to ensure that the arch rib sections are correctly positioned, and the elevation corresponding to the main arch rib and the central axis of the arch rib are led to the temporary support and marked; in the installation process of the main arch rib, after each arch rib section is hoisted, measuring is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measuring, and the welding of the joint is carried out after the measuring result meets the requirement.
In one embodiment, the temporary support is offset from the boom, and the temporary support at the rib segment interface is a frame type temporary support.
In one embodiment, the lifting of the closure segments of the main arch rib comprises the steps of:
selecting a closure date, measuring the space distance of a closure section, detecting the temperature of a construction site, drawing a temperature-closure section length change curve according to the space distance of the closure section and the temperature of the construction site, calculating the closure section length according to the designed closure temperature, determining the optimal closure temperature, scribing and cutting the closure section allowance under the optimal closure temperature condition, welding a connecting positioning plate, and polishing a groove at a cutting end;
measuring and releasing the axis of the arch rib and the edge line of the outer edge on the temporary support, and welding a limiting and guiding device at the position of the edge line of the outer edge so as to clearly install the position in advance;
installing closure segments under the condition of optimal closure temperature on a selected closure date, after lifting the closure segments to a designed position, checking, adjusting elevation of each joint and axes of the closure segments, docking in place after no errors, connecting and fixing by using code plates, correcting and assembling, carrying out girth welding construction, and connecting with temporary piers;
and installing a vault cross brace.
In one embodiment, before the closure section is lifted, the connection work of the axes, elevations and positions of the connection parts of the bracket structure and the main bridge structure is completed.
In one embodiment, before the closure section is lifted, combined retesting of the working procedures before and after construction is needed, and errors and correction and adjustment measures of all parts are defined so as to reduce error correction work after lifting.
In one embodiment, before the closure section is lifted, an axis measurement control point of the closure section is required to be arranged, and whether the position of the measurement control point meets the requirement is checked; after the butt joint is in place, whether the position of the measurement control point meets the requirements or not is checked again.
In one embodiment, the closure section is regulated by a chain block when approaching to the design position, when the axis of the closure section meets the control requirement, the crane slowly unloads force, and after the crane unloads force, the measurement control point is observed again, and at the moment, the axis of the closure section meets the control requirement;
if the axis at the top of the closure section is not in the control range, the hand chain block is adopted to finely adjust the axis of the closure section until the axis of the closure section meets the control requirement.
In one embodiment, the main arch rib is installed using a total station for total process tracking measurements during lifting.
In the construction method for the main arch rib of the tie bar steel arch bridge of the steel box girder, the main arch rib is processed in a segmented mode, and in order to ensure the manufacturing precision of the arch rib sections and the continuity of the sections, a continuous matching manufacturing process is adopted, and arch rib section manufacturing and main arch rib pre-assembly are simultaneously carried out on a pre-assembly jig frame.
The allowance is accurately calculated and cut before the closure section is installed, so that the installation time of the closure section can be shortened. After the closure section is lifted to the design position, the elevation of each joint and the axis of the closure section are checked, checked and adjusted, and the joint is butted in place after error-free, and the joint is fixedly connected by a code plate, so that the assembly is corrected, the lifting stability and the lifting precision of the closure section can be ensured, and the accurate closure and the protection of the line shape are realized.
In the installation process of the main arch rib, after each arch rib section is hoisted, measurement is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measurement, and the welding of the joint is carried out after the measurement result meets the requirement, so that the joint quality among the sections is ensured.
Drawings
The accompanying drawings, which are included to provide a further understanding of embodiments of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the principles of the application. It is evident that the figures in the following description are only some embodiments of the application, from which other figures can be obtained without inventive effort for a person skilled in the art. In the drawings:
FIG. 1 is a schematic structural view of a steel box girder tie bar steel arch bridge in an embodiment;
FIG. 2 is a cross-sectional view of AA in FIG. 1;
fig. 3 is a schematic view of rib segment assembly staggering adjustment.
Reference numerals illustrate: 1. rib segments; 2. a jack; 3. and a top frame.
Detailed Description
The present application will be further described with reference to examples for the convenience of those skilled in the art.
The construction method of the main arch rib of the tie bar steel arch bridge of the steel box girder can be applied to a Luan river extra large bridge main bridge, wherein the Luan river extra large bridge main bridge is positioned on the west side of the east week official village of the Qianliang city of Tangshan, the main bridge adopts a 120m steel box girder tie bar steel arch bridge, the main bridge is positioned on a left-offset circular curve with the radius of 7500m, and the main bridge pier is arranged in parallel.
Specifically, the main bridge adopts a lower-bearing steel box girder tie-bar steel arch bridge, see fig. 1 and 2, the main arch rib theoretical calculation span 118m, the main arch rib axis is a catenary, the rise height is 29.5m, the rise span ratio is 1/4, the arch axis coefficient m=1.1, and the transverse distance between the two main arch rib axes is 37m. The main arch rib adopts a steel box section, the width is 2.4m, and the height is 2.6m; the main beam adopts a steel-concrete combined lattice beam system, wherein the main longitudinal beam is a box-shaped section (2.4 multiplied by 2.4 m), the secondary longitudinal beam and the cross beam are I-shaped sections (the height of the middle beam of the cross beam is 3.0m, the height of the secondary longitudinal beam is 0.6 m), and the thickness of the concrete bridge deck is 25cm; the boom adopts 15-27 type epoxy steel strand to integrally extrude the finished boom. The bridge is constructed by adopting the bracket for one-time bridge formation, the tie bars are borne by the main longitudinal beam of the steel box, and flexible tie bars are not independently designed.
The arch leg section of the main arch rib is fixedly connected with the lattice beam, the inside is a statically indeterminate structure system, and the outside is an integral simple support system. The two main arch ribs are connected into a whole through 5 lines of straight-shaped wind braces. The main arch rib is divided into 22 hoisting sections along the vertical face of the bridge shaft. The projection length of the standard hoisting section on the bridge shaft elevation horizontal line is 12m, and the projection length of the folding section on the bridge shaft elevation horizontal line is 9m.
The main arch rib adopts a steel box section, the width is 2400mm, and the height is 2600mm; the thicknesses of the top plate, the bottom plate and the web plate of the main arch rib are all 30mm. The distance between the integral transverse partition plates in the main arch rib is about 3000mm, the thickness of the common integral transverse partition plate is 20mm, and the thickness of the transverse partition plate at the hanger rod is 30mm. A stiffening plate is arranged between every two integral transverse partition plates, the stiffening plate is 16mm thick, and the rib height is 250mm. The top plate and the bottom plate are respectively provided with 3 longitudinal stiffening ribs, the distance between the stiffening ribs is 600mm, the web plate is provided with 3 longitudinal stiffening ribs, the distance between the stiffening ribs is 650mm, the heights of all the longitudinal stiffening ribs are 280mm, the thicknesses of all the longitudinal stiffening ribs are 25mm, and all the longitudinal stiffening ribs penetrate through the transverse partition plate at the transverse partition plate and are welded with one side of the transverse partition plate. The suspension rod hanging points in the sections are arranged by the vertical central line of the section of the main arch rib, and the anchor backing plate is placed on a steel sleeve with the outer diameter of 232mm and the wall thickness of 30mm through the bearing plate.
The main bridge of the Luan river super bridge has the total length of 120m, and needs to be processed in sections during manufacturing, wherein the main arch rib belongs to a catenary, the radians among the sections are different, and the technical key points of the engineering are how to control the line type during manufacturing and ensure the interface quality among the sections in sequence.
The construction method of the main arch rib of the steel box girder tie bar steel arch bridge comprises the following steps:
1) Manufacture of arch rib section
A. Top plate unit and bottom plate unit production
When the top plate unit and the bottom plate unit are used for blanking, a certain allowance, such as 5mm, is reserved in the plate width direction, a certain allowance, such as 10mm, is reserved in the plate length direction, and the plate is cut to the design size when the plate is integrally and continuously assembled. After scribing, a rounding machine is used for rounding and pre-deforming round curve parts of the top plate unit and the bottom plate unit according to the linear requirement. According to the direction of the design curve, the top plate unit and the bottom plate unit are rectangular plates, but parabolic lines are arranged along the thickness direction, and curve pre-deformation treatment is needed before the stiffening ribs are assembled and welded in order to ensure the line-shaped requirement.
And (3) blanking and scribing the stiffening ribs according to the curve line shape required by design, processing welding edges and grooves, and assembling and welding the stiffening ribs on the anti-deformation jig frame according to the line shape to ensure the relative position, straightness and curvilinearity of the stiffening ribs. And the welding is symmetrically performed on the two sides by adopting a segmented welding-returning or skip welding method so as to reduce welding deformation. The stiffening rib reserves a part of non-welding at the two ends of the top plate unit and the bottom plate unit, for example, 200mm is reserved for non-welding, so that the installation and welding of the reinforcing rib block at the construction site are facilitated.
The anti-deformation jig frame can adopt a jig frame provided with a welding platform, a plate edge pressurizing system and a platform rotating system. The welding platform is designed according to the size of the plate unit, and is provided with an anti-deformation template, and the platform rotating system can enable the welding platform to rotate by 25 degrees transversely and positively, so that welding seams of the stiffening ribs and the plate unit are positioned at a sub-ship type welding position. When the welding device works, the plate unit is hung on the welding platform, the plate edge pressurizing system is started to compress the plate edge, welding reverse deformation is applied to the plate unit, and the plate unit is positioned along the symmetrical center while being compressed; and starting the platform rotating system, rotating the welding platform to one side for 25 degrees, welding the fillet weld at one side, then rotating the welding platform to the other side, and welding the fillet weld at the other side.
When the components with high rigidity and deformation are corrected by flame mode (the temperature can be controlled at 600-800 ℃) after assembly welding, mechanical force is added while flame heating is adopted.
B. Web unit fabrication
The plate units are curved plate members, pre-camber calculation is needed during discharging, and design pre-camber and construction pre-camber (L/1000 mm) are mainly considered. When the web plate is fed, a certain trimming allowance is reserved in the length direction, for example, 10mm, a certain shrinkage and trimming allowance is reserved in the width direction, for example, 5mm, and the web plate is cut to the design size when being integrally and continuously assembled. The curves of the upper edge and the lower edge of the web plate unit are key points for controlling the curve shape of the steel arch rib, in order to ensure the line shape requirement, the two welding long edges of the web plate unit can be integrally cut, the groove is machined, and the stiffening rib on the groove is subjected to pre-deformation treatment.
And (3) marking out after blanking according to the line shape of the design requirement, processing welding edges and grooves, carrying out rolling pre-deformation treatment on the stiffening rib according to the line shape requirement by using a rolling machine, marking out longitudinal and transverse datum lines and stiffening rib position lines on the anti-deformation jig frame, and assembling and welding the stiffening rib according to the line shape. And the welding is symmetrically performed on the two sides by adopting a segmented welding-returning or skip welding method so as to reduce welding deformation.
When the components with high rigidity and deformation are corrected by flame mode (the temperature can be controlled at 600-800 ℃) after assembly welding, mechanical force is added while flame heating is adopted.
C. Diaphragm plate unit manufacturing
The diaphragm is an inner tube assembled by the segments, and the manufacturing precision of the diaphragm directly influences the geometric precision of the segments, so the manufacturing precision of the diaphragm needs to be controlled. The flatness allowable deviation of the diaphragm plate unit is less than or equal to 1 mm/m, and the straightness allowable deviation is less than or equal to 3 mm/full-field range corresponding to a Luan river super bridge main bridge.
In the manufacturing process design of the diaphragm plate unit, a numerical control flame cutting machine is preferably selected for blanking, scribing is carried out after blanking, and edges and grooves are machined. And fixing the edge of the diaphragm plate unit with the anti-deformation jig frame, marking out positioning lines of the stiffening plate by taking four sides of the diaphragm plate unit as references, assembling and welding the stiffening plate on the anti-deformation jig frame according to the lines, and then trimming. And during welding, the welding is symmetrically performed on two sides by adopting a segmented welding-returning or skip welding method, and the welding deformation is controlled so as to reduce the welding deformation.
The trimming is performed strictly according to the sequence specified by the trimming technological rules, the heat input is strictly controlled, and the whole trimming process is performed on the reverse deformation jig frame.
D. Segment assembly
In order to ensure the manufacturing precision of the arch rib sections and the continuity of the sections, a continuous matching manufacturing process is adopted, and arch rib section manufacturing and main arch rib pre-assembling are simultaneously carried out on the pre-assembling jig frame.
The arch rib sections are assembled according to the sequence of pre-assembled jig frame positioning scribing, diaphragm plate unit positioning mounting, top plate unit and bottom plate unit mounting and the other side web plate unit on one side web plate unit, so that the three-dimensional stepped propelling mode is assembled and welded section by section. When in assembly, the pre-assembled jig frame is used as an outer tire, the diaphragm plate unit is used as an inner tire, and the line shape, the geometric shape and the dimensional precision of the main arch rib and the accurate matching of adjacent interfaces are controlled.
Before assembly, the harmful substances such as rust, oxide skin, primer, greasy dirt, water and the like in the to-be-welded area must be thoroughly removed, so that the surface of the to-be-welded area is exposed to metallic luster.
2) And pre-assembling the main arch ribs, identifying the segments, decomposing the segments and transporting the segments to a construction site. The rib segments also need to be painted before being transported to the job site. The coating should have smooth surface, clear outline, uniform and consistent color, no delamination, no hollowness, no sagging and no pinholes, and the thickness of the film should meet the requirements specified by technical indexes.
3) Temporary supports are erected, and main arch ribs are hoisted
Before the main arch rib is hoisted, guide plates are arranged in each arch rib section to ensure that the arch rib sections are correctly positioned, and a hoisting chain is used for adjustment temporarily when necessary to ensure the installation accuracy.
Before the main arch rib is hoisted, the elevation corresponding to the main arch rib and the central axis of the arch rib are led to the temporary support and marked. In the installation process of the main arch rib, after the hoisting of each arch rib section is completed, measurement is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measurement, error overrun is found to be required to be corrected in time, the measurement result meets the requirements, such as the design and related standard specification requirements, and then the welding of the joint is carried out.
The temporary supports are needed to be staggered with the suspenders, stiffening is arranged at the contact position of the temporary supports and the bridge deck, and the temporary supports at the joint of the rib section are frame type temporary supports.
For a main bridge of a Luan river super-large bridge, the staggered platform requirement of the arch rib sections in the installation process is less than or equal to 2mm, and the staggered platform treatment can be finely adjusted by using a jack and a top frame and fixed by using a code plate in time. The rib segment assembly stagger adjustment is shown in fig. 3.
Because the structural form of the steel box girder tied-arch bridge is complex, closure section construction is the most critical, most important and most technical content in the installation of the whole steel box girder tied-arch bridge, and is also the most difficult part. Particularly, due to the influence of a plurality of factors such as welding, temperature, sunlight and the like, the hoisting stability and the precision of the pair of the alloy sections are more difficult.
In this embodiment, the hoisting of the closure segment of the main arch rib includes the following steps:
a) And selecting a closure date, measuring the space distance of the closure section, detecting the temperature of a construction site, drawing a temperature-closure section length change curve according to the space distance of the closure section and the temperature of the construction site, calculating the closure section length according to the designed closure temperature, determining the optimal closure temperature, scribing and cutting the closure section allowance under the optimal closure temperature condition, welding a connecting positioning plate, and polishing a groove at the cutting end.
In summer, the closing season of the arch rib of the main bridge of the Luan river super bridge is 10-15 ℃ according to the design closing temperature, and the selected closing section is arranged at the lower temperature of 7: 00-9: 00 and 16: 00-18: the 00 time period.
Before the closure section is installed, the field measurement needs to be performed according to the specific air temperature condition at that time, for example, at the temperature of lower 7: 00-9: 00 and 16: 00-18: and (3) measuring in a 00 time period, measuring twice per hour, wherein the measuring time is not less than 72 hours, recording the construction site temperature and the space distance of the closure section in detail, drawing a temperature-closure section length variation (C-delta L) variation curve, calculating the closure section length according to the design closure temperature, and determining the optimal closure temperature. And (3) scribing and cutting the allowance of the closure section under the optimal closure temperature condition, welding and connecting the positioning plate, and polishing the cutting end to form a groove according to the drawing requirement.
The spatial distance of the closure segments can be measured by measuring the ports of the installed segments, with at least 4 points measured per port.
B) And measuring the axis of the arch rib and the edge line of the outer edge on the temporary support, and welding a limiting and guiding device at the position of the edge line of the outer edge so as to clearly install the position in advance.
Before the closure section is installed, the total station can be adopted to measure and discharge the axis of the arch rib and the edge line of the outer edge on the temporary buttress, and the limit and guide device is welded at the position of the edge line of the outer edge so as to clearly install the position in advance.
The total station, namely a total station type electronic distance meter (Electronic Total Station), is a high-technology measuring instrument integrating light, mechanical and electrical functions, and is a surveying instrument system integrating horizontal angle, vertical angle, distance (inclined distance and flat distance) and height difference measuring functions. By means of the modern advanced measuring instrument of the total station, the measuring precision of the closure section can be improved.
Before the closure section is lifted, the connection work of the axes, the elevations and the positions of the connection parts of the bracket structure and the main bridge structure is required to be completed. If necessary, the combined retest of the working procedures before and after each construction can be carried out, and the errors of each part and correction and adjustment measures can be defined so as to reduce the error correction work after hoisting.
Before the closure section is lifted, the measurement control points of the closure section axis are required to be arranged, the measurement control points can be arranged before the tire unloading frame, whether the positions of the measurement control points are right or not can be checked by using the total station, and if necessary, the reflection measurement sheets can be attached to the measurement control points, so that the observation and measurement of the total station are convenient. An encrypted measurement control point is required for the curve segment.
C) And installing the closure section under the condition of optimal closure temperature on the selected closure date, after the closure section is lifted to the designed position, checking and adjusting the elevation of each joint and the axis of the closure section, after the closure section is error-free, butting in place, connecting and fixing by using a code plate, correcting and assembling, carrying out girth welding construction, and connecting with a temporary buttress.
In the main arch rib hoisting process, including the closure section installation process, the total station can be used for carrying out the whole installation process tracking measurement on the main arch rib.
The closure section is regulated by the aid of the chain block when approaching to the design position, when the axis of the closure section meets the control requirement, the crane slowly unloads force, and after the crane unloads force, the measurement control point is observed again to check whether the position of the measurement control point meets the requirement correctly or not, and at the moment, the axis of the closure section meets the control requirement. If the axis at the top of the closure section is not in the control range, the axis of the closure section is finely adjusted by adopting a chain block until the axis of the closure section meets the control requirement, and then the closure section and the adjacent arch rib section are fixedly connected by using a code plate.
D) And (5) installing a vault cross brace.
In the construction method for the main arch rib of the tie bar steel arch bridge of the steel box girder, the main arch rib is processed in a segmented mode, and in order to ensure the manufacturing precision of the arch rib sections and the continuity of the sections, a continuous matching manufacturing process is adopted, and arch rib section manufacturing and main arch rib pre-assembly are simultaneously carried out on a pre-assembly jig frame.
The allowance is accurately calculated and cut before the closure section is installed, so that the installation time of the closure section can be shortened. After the closure section is lifted to the design position, the elevation of each joint and the axis of the closure section are checked, checked and adjusted, and the joint is butted in place after error-free, and the joint is fixedly connected by a code plate, so that the assembly is corrected, the lifting stability and the lifting precision of the closure section can be ensured, and the accurate closure and the protection of the line shape are realized.
In the installation process of the main arch rib, after each arch rib section is hoisted, measurement is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measurement, and the welding of the joint is carried out after the measurement result meets the requirement, so that the joint quality among the sections is ensured.
The above examples only represent some embodiments of the application, which are described in more detail and are not to be construed as limiting the scope of the application. It should be noted that it will be apparent to those skilled in the art that several variations and modifications can be made without departing from the spirit of the application, which are all within the scope of the application. Accordingly, the scope of protection of the present application is to be determined by the appended claims.
Claims (8)
1. The construction method of the main arch rib of the steel box girder tie bar steel arch bridge is characterized by comprising the following steps that the axis of the main arch rib is a catenary:
1) Manufacture of arch rib section
Manufacturing a top plate unit and a bottom plate unit, and carrying out rounding pre-deformation treatment on round curve parts of the top plate unit and the bottom plate unit according to linear requirements by using a rounding machine; cutting and scribing the stiffening ribs according to the curve line shape required by design, processing welding edges and grooves, and assembling and welding the stiffening ribs on the anti-deformation jig frame according to the line shape;
the web plate unit is manufactured, the web plate unit is a curved plate, and pre-camber calculation is needed during blanking; the stiffening rib is subjected to linear shape according to design requirements, blanking and scribing are carried out, welding edges and grooves are processed, a rounding machine is utilized to carry out rounding pre-deformation treatment on the stiffening rib according to the linear requirements, longitudinal and transverse datum lines and stiffening rib position lines are scribed on the anti-deformation jig frame, and the stiffening rib is assembled and welded according to the linear shape;
manufacturing a diaphragm plate unit, wherein the edge of the diaphragm plate unit is fixed with an anti-deformation jig frame, positioning lines of stiffening plates are marked out by taking four sides of the diaphragm plate unit as references, and the stiffening plates are assembled and welded on the anti-deformation jig frame according to a line shape;
the method comprises the steps of segment assembly, wherein arch rib segment manufacture and main arch rib pre-assembly are simultaneously carried out on a pre-assembly jig frame, and the arch rib segments are assembled according to the sequence of pre-assembly jig frame positioning and marking on a web plate unit on one side, diaphragm plate unit positioning and mounting, top plate unit and bottom plate unit mounting and web plate unit on the other side, so that a three-dimensional stepped propelling mode is realized, and the segment assembly and welding are carried out; when in assembly, the pre-assembled jig frame is used as an outer tire, the diaphragm plate unit is used as an inner tire, and the line shape, the geometric shape and the dimensional precision of the main arch rib and the accurate matching of adjacent interfaces are controlled;
2) Pre-assembling the main arch ribs, identifying the segments, decomposing the segments and transporting the segments to a construction site;
3) Temporary supports are erected, and main arch ribs are hoisted
Before the main arch rib is hoisted, a guide plate is arranged in each arch rib section to ensure that the arch rib sections are correctly positioned, and the elevation corresponding to the main arch rib and the central axis of the arch rib are led to the temporary support and marked; in the installation process of the main arch rib, after each arch rib section is hoisted, measuring is carried out, the line shape and elevation of the manufactured arch rib are used as the basis during measuring, and the welding of the joint is carried out after the measuring result meets the requirement.
2. The method for constructing the main arch rib of the steel box girder tie bar steel arch bridge according to claim 1, wherein the method comprises the following steps: the temporary supports are staggered with the suspenders, and the temporary supports at the interfaces of the rib section are frame type temporary supports.
3. The method for constructing the main arch rib of the steel box girder tie-bar steel arch bridge according to claim 1, wherein the hoisting of the closure segment of the main arch rib comprises the following steps:
selecting a closure date, measuring the space distance of a closure section, detecting the temperature of a construction site, drawing a temperature-closure section length change curve according to the space distance of the closure section and the temperature of the construction site, calculating the closure section length according to the designed closure temperature, determining the optimal closure temperature, scribing and cutting the closure section allowance under the optimal closure temperature condition, welding a connecting positioning plate, and polishing a groove at a cutting end;
measuring and releasing the axis of the arch rib and the edge line of the outer edge on the temporary support, and welding a limiting and guiding device at the position of the edge line of the outer edge so as to clearly install the position in advance;
installing closure segments under the condition of optimal closure temperature on a selected closure date, after lifting the closure segments to a designed position, checking, adjusting elevation of each joint and axes of the closure segments, docking in place after no errors, connecting and fixing by using code plates, correcting and assembling, carrying out girth welding construction, and connecting with temporary piers;
and installing a vault cross brace.
4. A method of constructing a main arch rib of a steel box girder tie bar steel arch bridge according to claim 3, wherein: before the closure section is lifted, the connection work of the axes, the elevations and the positions of the connection parts of the bracket structure and the main bridge structure is required to be completed.
5. The method for constructing the main arch rib of the steel box girder tie bar steel arch bridge according to claim 4, wherein the method comprises the following steps: before the closure section is lifted, combined retest of working procedures before and after construction is needed, errors of all parts and correction and adjustment measures are defined, and error correction work after lifting is reduced.
6. A method of constructing a main arch rib of a steel box girder tie bar steel arch bridge according to claim 3, wherein: before the closure section is lifted, a closure section axis measurement control point is required to be arranged, and whether the position of the measurement control point meets the requirement is checked; after the butt joint is in place, whether the position of the measurement control point meets the requirements or not is checked again.
7. The method for constructing the main arch rib of the steel box girder tie bar steel arch bridge according to claim 6, wherein the method comprises the following steps: when the axis of the closure section accords with the control requirement, the crane slowly unloads force, and after the crane unloads force, the measurement control point is observed again, and at the moment, the axis of the closure section accords with the control requirement;
if the axis at the top of the closure section is not in the control range, the hand chain block is adopted to finely adjust the axis of the closure section until the axis of the closure section meets the control requirement.
8. A method of constructing a main arch rib of a steel box girder tie bar steel arch bridge according to any one of claims 1 to 7, wherein: and in the main arch rib hoisting process, the total station is used for carrying out the whole process tracking measurement of the installation of the main arch rib.
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| CN114960450A (en) * | 2022-06-15 | 2022-08-30 | 中国电建市政建设集团有限公司 | Method for manufacturing and constructing multi-span asymmetric bridge special-shaped steel arch |
| CN115351390A (en) * | 2022-09-16 | 2022-11-18 | 中交一公局第五工程有限公司 | Welding control method of tied arch bridge |
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| CN109457615A (en) * | 2018-10-29 | 2019-03-12 | 合肥市公路桥梁工程有限责任公司 | A kind of construction method of installation of abnormity bowstring arch bridge arch ring |
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| CN109457615A (en) * | 2018-10-29 | 2019-03-12 | 合肥市公路桥梁工程有限责任公司 | A kind of construction method of installation of abnormity bowstring arch bridge arch ring |
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| Title |
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| 钢箱拱桥空间异形拱肋合龙施工技术研究与应用;杨佳林;房超珺;李波;《建筑施工》(第第07期期);1250-1252 * |
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