CN109457615B - Installation and construction method of special-shaped tied arch bridge arch ring - Google Patents
Installation and construction method of special-shaped tied arch bridge arch ring Download PDFInfo
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- CN109457615B CN109457615B CN201811269587.0A CN201811269587A CN109457615B CN 109457615 B CN109457615 B CN 109457615B CN 201811269587 A CN201811269587 A CN 201811269587A CN 109457615 B CN109457615 B CN 109457615B
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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
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Abstract
The invention discloses an installation and construction method of a special-shaped tied arch bridge arch ring, which is manufactured by a few-bracket method that temporary bracket steel pipe piles are arranged at the joint of rod pieces, and specifically comprises a preparation flow before construction, an underwater temporary bracket construction flow, a steel arch rib hoisting flow, a steel arch rib closure section installation flow, a bridge position welding flow, an arch rib suspender installation flow and an arch rib temporary bracket dismantling flow, wherein a prefabricated assembly mode is adopted during construction, and assembly is carried out through a floating crane, so that the occupation and pollution to a water area under a bridge are reduced; the multiple processes are operated in parallel, so that the construction progress is accelerated, and the construction period is shortened; only the temporary support is arranged at the joint annular seam of the large-section arch rib section, so that the occupied position of the support is small, the under-bridge navigation in a construction state is facilitated, and the influence on the under-bridge navigation in the lake-crossing construction and the surrounding social environment is reduced; the construction process effectively reduces the error between the steel arch rib segments, achieves accurate positioning welding and ensures the linear manufacturing precision of the special-shaped arch rib.
Description
Technical Field
The invention belongs to the technical field of bridge construction, and particularly relates to an installation and construction method of a special-shaped tied arch bridge arch ring.
Background
The suspender of the general tied arch bridge is mostly vertically arranged, and the load is transferred to the main arch through the suspender, so as to obtain a curve with symmetrical reasonable arch axes. If the hanger rods are obliquely arranged according to a slope, the derived reasonable arch axis is a skewed curve, so that a novel bridge type structure, namely the special-shaped arch bridge, is obtained.
The bridge span structure of the special-shaped arch bridge is composed of a main arch ring, an inclined suspender, a tie beam and a bridge floor, and the characteristic that the arch pressure line is in a skewed parabolic structure still belongs to a tie rod arch form. No matter the special-shaped arch and the positive arch, under the action of load, the pressure line is consistent with the arch axis, and the structure is reasonable.
the construction difficulty of the special-shaped arch bridge is mainly shown in that the control precision of the horizontal curve line shape and the vertical curve line shape of the arch rib is high, the space line shape is required, the requirement on the manufacturing precision according to the line shape is high, the control difficulty is high, the wall-section steel arch rib is installed in a large lake for construction, the site is limited, the storage and the construction of arch rib work materials are limited, ⒊ has a construction scheme with small influence on navigation when construction is carried out on water, the integral span of the ⒋ arch bridge is large, and the design and the construction difficulty are high.
Disclosure of Invention
Aiming at the technical problem, the invention provides an installation and construction method of a special-shaped bowstring arch bridge arch ring.
The invention adopts the following technical scheme:
a method for installing and constructing an arch ring of a special-shaped tied arch bridge comprises a steel arch rib, a special-shaped bridge deck and bridge piers, wherein the steel arch rib is gradually inclined outwards from bottom to top, the steel arch rib is fixedly connected with the special-shaped bridge deck through a plurality of hanging rods distributed along the longitudinal direction of the bridge at intervals, the steel arch rib comprises a middle arch rib and two side arch ribs located at two ends of the middle arch rib, the side arch rib is divided into 7 hoisting sections, the middle arch rib is divided into 9 hoisting sections, and the middle arch rib and the side arch ribs are respectively located at two sides of the special-shaped bridge deck;
the construction method adopts a few-bracket method for arranging temporary bracket steel pipe piles at the joint of the arch rib, and comprises the following steps:
(1) preparation flow before construction: prefabricating and assembling the temporary support steel pipe pile and the steel arch rib, and preparing an upper ladder stand, a lower ladder stand and a welding platform according to requirements;
(2) and (3) construction of the steel pipe pile of the temporary support in water: measuring and positioning the pile position by using a total station; the temporary support steel pipe pile is arranged in the vertical direction at the joint of the adjacent hoisting sections of the arch rib;
(3) hoisting the steel arch rib:
firstly, hoisting and fixing the side arch rib (32), and then hoisting and fixing the middle arch rib (31);
hoisting the prefabricated and assembled steel arch rib segments in place by using a floating crane ship, then manually pulling a rope to a mounting position, finishing coarse positioning by using a stacking plate, then performing longitudinal and transverse adjustment by using a jack and a chain block, and performing vertical adjustment by using the jack to finish precise matching positioning;
(4) the installation process of the steel arch rib closure section comprises the following steps:
hoisting by adopting a floating crane, adjusting by assisting a manual chain block, and after positioning and fixing are finished, carrying out stacking plate welding on the folding section and the adjacent side section;
(5) and after the bridge position welding is finished, installing side arch rib suspenders and middle arch rib suspenders in batches, dismantling the arch rib profiling positioning frame after the arch rib welding is finished and the inspection is qualified, and then dismantling the temporary support steel pipe pile.
Further, the construction method of the underwater temporary support steel pipe pile in the step (2) is specifically as follows:
1) paying off and positioning: the temporary support steel pipe pile is arranged in the vertical direction of the joint of the adjacent hoisting sections of the arch rib, and the pile position is measured, placed and positioned by a total station according to a site lead control point;
2) axis rechecking: rechecking each axis and pile position which are positioned by paying off once before construction;
3) piling the steel pipe piles by adopting a vibrating pile hammer, stopping vibrating when a first section of pile is sunk to the position that the pile top is 60-80 cm higher than the water surface, splicing the piles, adding a stiffening plate at the butt joint of the steel pipe piles, firmly welding the stiffening plate with the upper section of pile and the lower section of pile, and sinking the piles after cooling for 5 minutes after the stiffening plate is welded; and a steel arch rib profiling positioning frame is arranged at the top end of the steel pipe pile support.
Further, the width of the stiffened plate in the step (2) is 300mm, and the thickness of the stiffened plate is 14 mm.
Further, the steel arch rib hoisting process in the step (3) is as follows:
1) coarse positioning:
A. according to the in-place posture of the arch rib segment, the length of the steel wire rope is adjusted, then the steel arch rib segment is hoisted by adopting a floating crane, and after the steel arch rib segment leaves the supporting surface by 30cm, the reasonable posture and the safe hoisting of the block body are confirmed;
B. after the steel arch rib segment is lifted to a certain height and is stable, the floating crane slowly rotates to a position above the installation position, the steel arch rib segment is slowly lowered, the manual pull rope is pulled to a position above the elevation adjusting small column at the top end of the support, and the steel arch rib profiling positioning frame is utilized for auxiliary positioning;
C. according to the limiting lateral baffle or the bottom of the block body of the previous section and the lateral code plate as reference guidance, measurement is carried out by matching with a measurement and control point, the next steel arch rib section is in place, and the measurement and control point is retested to meet the requirement of coarse positioning;
2) and (3) accurate positioning: when the precise positioning is carried out, the hoisting state of the crane equipment is kept, and each steel wire rope is kept in a tight state;
A. adjusting in the longitudinal direction and the transverse direction: after the steel arch rib segment is roughly positioned, firstly, the longitudinal and transverse positions are adjusted, and the method comprises the steps of firstly setting a code plate, and installing a jack and a chain block; the transverse movement of the steel arch rib segment is realized through a jack, and the longitudinal movement of the steel arch rib segment is realized through a chain block;
B. vertical adjustment: jacking or dropping the steel arch rib segment by a jack, and repeatedly adjusting until the accurate matching positioning is completed;
3) the steel arch rib interface is fixedly connected:
after the first segment of the steel arch rib is hoisted and positioned, the first segment of the steel arch rib is spot-welded with the end part of the pier stud of the bridge, continuous welding is avoided, the damage to the beam bottom plate is reduced as much as possible, and then positioning and fixing and stacking plate welding among the segments are carried out step by step. Local adjustment is carried out by adopting a positioning plate and a flame correction method, and the dislocation of the butt joint plate surface is ensured to be not more than 1.0 mm;
further, the positioning of the steel arch rib is rechecked: if the steel arch rib is connected with the interface but not welded in the previous day, the measurement and control point and the axis control point of the steel arch rib need to be rechecked again in the next day before sunrise in the morning, and the next welding construction can be carried out after the error meets the requirement of installation accuracy.
Further, the installation process of the steel arch rib closure section in the step (4) is as follows:
1) performing field measurement before the closure segment is installed, determining the allowance cutting length of the closure segment according to the measurement result, and grinding the cutting end into a groove;
2) when the arch rib closure section is installed, a total station is adopted to carry out tracking measurement on the whole installation process, the arch rib closure section is installed by adopting floating crane hoisting, an artificial chain block is used for adjustment when the arch rib closure section is close to the installation position, when the arch rib axis meets the control requirement, the floating crane hook is slowly unloaded, after the floating crane is unloaded, the total station observes the arch rib control point again, the chain block is adopted to carry out fine adjustment on the arch rib axis, and after the arch rib line type meets the requirement, the closure section and the adjacent side section are subjected to plate stacking welding and are well connected with the buttress;
3) and after the closure segment is installed and the lifting hook is loosened by the floating crane, rechecking measurement is carried out on the closure segment again.
Furthermore, before the closure segment is installed, the installed segment ports are measured, at least 4 points are measured at each port, the measurement time period is arranged at the low temperature point of each day, the current temperature is recorded during measurement, the measurement is continuously carried out for 3-4 times, an influence curve of temperature change is drawn according to a temperature change curve and a measurement result, the temperature during closure is estimated, and the allowance size of the closure segment is calculated.
Further, the bridge welding construction method in the step (5) is as follows:
before welding, a welding walking channel is required to be completed according to requirements, and an operation platform is set up to prepare for work;
the welding sequence of the arch rib ring opening follows the principle that similar welding seams are symmetrically welded and welded from the center to two sides.
Furthermore, the walking channel and the operating platform can adopt common section steel or
The steel pipes are transversely distributed on the top layer of the lattice support frame in a parallel connection mode, after a stable stress structure is formed, long wood plates or bamboo rubber plates with the thickness of 5cm are fully paved on the steel pipes, and anti-slip strips are arranged on the steel pipes.
Further, the support dismantling process in the step (5) is as follows:
1) dismantling the arch rib profiling positioning frame: firstly, cutting off a small upright post with the height adjusted at the upper end of an arch rib, and then directly hoisting off by using a floating crane;
2) dismantling the steel pipe pile of the temporary support in water:
the crane arm of the pile-pulling floating crane ship is not suitable to be too long; the steel pipe pile is long, the steel pipe pile is manually cut off after each section of length is pulled out in the pile pulling process, and the steel pipe pile is hoisted to a specified place by using the floating crane after being cut off and stacked; and (5) after cutting, continuing pile pulling work of the steel pipe pile until the steel pipe pile is completely pulled out.
The invention has the following beneficial effects:
1. in the invention, the temporary support is arranged at the annular seam of the node of the large-segment arch rib segment, so that the occupied position of the support is small, the under-bridge navigation in the construction state is convenient, and the influence on the under-bridge navigation in the lake-crossing construction and the surrounding social environment is reduced. The large section hoisting by the method of few brackets effectively reduces the utilization of bracket materials.
2. The construction process effectively reduces the error between the steel arch rib segments, achieves accurate positioning welding and ensures the linear manufacturing precision of the special-shaped arch rib.
3. The installation of steel-pipe pile temporary support is assembled with the steel arch rib segment, and the multi-process parallel operation such as hoist and mount of well arch rib and the installation of limit arch rib jib and demolish of limit arch rib temporary support for the construction progress shortens the time limit for a project. The construction adopts the prefabricated mode of assembling, assembles through the floating crane, reduces occupation and the pollution to the waters under the bridge.
4. The construction method is suitable for land bridges, water bridges, landscape bridges and the like. The method is suitable for places such as tourist attractions, rivers, lakes, ports and the like in various big cities.
Drawings
FIG. 1 is a flow chart of the installation of the special-shaped bowstring arch bridge arch ring of the invention;
FIG. 2 is a construction drawing for assembling the side end sections of the two side arch ribs in the invention;
FIG. 3 is a view of the installation of the end segments of the mid-arch rib in accordance with the present invention;
FIG. 4 is a schematic structural view of the arch rib annular mouth profiling locating rack of the invention;
FIG. 5 is a schematic view of the arch rib ring opening positioning code plate arrangement site in the present invention;
fig. 6 is a sequence diagram of the welding of the arch rib collar of the present invention.
Reference numerals: 10-a shaped deck slab; 20-a boom; 31-mid-arch rib; 32-side ribs; 40-bridge pier stud.
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
Referring to fig. 1-5, a method for installing and constructing an arch ring of a special-shaped tied arch bridge, the special-shaped tied arch bridge comprising a steel arch rib, a special-shaped bridge deck 10 and a bridge pier 40, the steel arch rib being fixedly connected to the special-shaped bridge deck 10 through a plurality of booms 20 distributed at intervals along the longitudinal direction of the bridge, the steel arch rib comprising a middle arch rib 31 and two side arch ribs 32 located at two ends of the middle arch rib 31, the side arch rib 32 being divided into 7 hoisting sections, the middle arch rib 31 being divided into 9 hoisting sections, the middle arch rib 31 and the side arch ribs 32 being respectively located at two sides of the special-shaped bridge deck;
the construction method adopts a few-bracket method for arranging temporary bracket steel pipe piles at the joint of the arch rib, and comprises the following steps:
(1) preparation flow before construction: prefabricating and assembling the temporary support steel pipe pile and the steel arch rib, and preparing an upper ladder stand, a lower ladder stand and a welding platform according to requirements;
(2) and (3) construction of the steel pipe pile of the temporary support in water:
1) paying off and positioning: the steel pipe pile is arranged in the vertical direction of the joint of the adjacent hoisting sections of the arch rib, and the pile position is measured, placed and positioned by a total station according to a site lead control point;
2) axis rechecking: rechecking each axis and pile position which are positioned by paying off once before construction;
3) piling the steel pipe piles by adopting a vibrating pile hammer, stopping vibrating when a first section of pile is sunk to the position that the pile top is 60-80 cm higher than the water surface, splicing the piles, adding a stiffening plate at the butt joint of the steel pipe piles, firmly welding the stiffening plate with the upper section of pile and the lower section of pile, and sinking the piles after cooling for 5 minutes after the stiffening plate is welded; arranging a steel arch rib profiling positioning frame 50 at the top end of the steel pipe pile support; the width of the stiffening plate is 300mm, and the thickness of the stiffening plate is 14 mm.
(3) Hoisting the steel arch rib: firstly, hoisting and fixing the side arch rib 32, and then hoisting and fixing the middle arch rib 31;
1) coarse positioning:
A. according to the in-place posture of the arch rib segment, the length of the steel wire rope is adjusted, then the steel arch rib segment is hoisted by adopting a floating crane, and after the steel arch rib segment leaves the supporting surface by 30cm, the reasonable posture and the safe hoisting of the block body are confirmed;
B. after the steel arch rib segment is lifted to a certain height and is stable, the floating crane slowly rotates to a position above the installation position, the steel arch rib segment is slowly lowered, the manual pull rope is pulled to a position above the elevation adjusting small column at the top end of the support, and the steel arch rib profiling positioning frame is used for auxiliary positioning;
C. according to the limiting lateral baffle or the bottom of the block body of the previous section and the lateral code plate as reference guidance, measurement is carried out by matching with a measurement and control point, the next steel arch rib section is in place, and the measurement and control point is retested to meet the requirement of coarse positioning;
2) and (3) accurate positioning: when the precise positioning is carried out, the hoisting state of the crane equipment is kept, and each steel wire rope is kept in a tight state;
A. adjusting in the longitudinal direction and the transverse direction: after the steel arch rib segment is roughly positioned, firstly, the longitudinal and transverse positions are adjusted, and the method comprises the steps of firstly setting a code plate, and installing a jack and a chain block; the transverse movement of the steel arch rib segment is realized through a jack, and the longitudinal movement of the steel arch rib segment is realized through a chain block;
B. vertical adjustment: jacking or dropping the steel arch rib segment by a jack, and repeatedly adjusting until the accurate matching positioning is completed;
3) the steel arch rib interface is fixedly connected:
after the first segment of the steel arch rib is hoisted and positioned, the first segment of the steel arch rib is spot-welded with the end part of the bridge pier stud 40, continuous welding is avoided, the damage to the beam bottom plate is reduced as much as possible, and then positioning and fixing and stacking plate welding among the segments are carried out step by step. Local adjustment is carried out by adopting a positioning plate and a flame correction method, and the dislocation of the butt joint plate surface is ensured to be not more than 1.0 mm;
further, the positioning of the steel arch rib is rechecked: if the steel arch rib is connected with the interface but not welded in the previous day, the measurement and control point and the axis control point of the steel arch rib need to be rechecked again in the next day before sunrise in the morning, and the next welding construction can be carried out after the error meets the requirement of installation accuracy.
(4) The installation process of the steel arch rib closure section comprises the following steps:
1) performing field measurement before the closure segment is installed, determining the allowance cutting length of the closure segment according to the measurement result, and grinding the cutting end into a groove;
2) when the arch rib closure section is installed, a total station is adopted to carry out tracking measurement on the whole installation process, the arch rib closure section is installed by adopting floating crane hoisting, an artificial chain block is used for adjustment when the arch rib closure section is close to the installation position, when the arch rib axis meets the control requirement, the floating crane hook is slowly unloaded, after the floating crane is unloaded, the total station observes the arch rib control point again, the chain block is adopted to carry out fine adjustment on the arch rib axis, and after the arch rib line type meets the requirement, the closure section and the adjacent side section are subjected to plate stacking welding and are well connected with the buttress;
3) and after the closure segment is installed and the lifting hook is loosened by the floating crane, rechecking measurement is carried out on the closure segment again.
Furthermore, before the closure segment is installed, the installed segment ports are measured, at least 4 points are measured at each port, the measurement time period is arranged at the low temperature point of each day, the current temperature is recorded during measurement, the measurement is continuously carried out for 3-4 times, an influence curve of temperature change is drawn according to a temperature change curve and a measurement result, the temperature during closure is estimated, and the allowance size of the closure segment is calculated.
(5) Bridge site welding construction:
before welding, a welding walking channel is required to be completed according to requirements, and an operation platform is set up to prepare for work; the walking channel and the operating platform can adopt common section steel or
The steel pipes are transversely distributed on the top layer of the lattice support frame in a parallel connection mode, after a stable stress structure is formed, long wood plates or bamboo rubber plates with the thickness of 5cm are fully paved on the steel pipes, and anti-slip strips are arranged on the steel pipes;
the welding sequence of the arch rib ring opening follows the principle that similar welding seams are symmetrically welded and are welded from the center to two sides, and the specific welding sequence is shown in figure 6:
firstly, welding butt-joint welding seams between annular arch rib webs;
welding butt-joint welding seams between the circular arch rib bottom plates (including corner cutting plates at two sides of the arch rib bottom plates);
welding a butt welding seam between ring opening arch rib top plates (including corner cutting plates at two sides of the arch rib top plates);
assembling the reinforcing rib embedding parts of the arch rib bottom plate, and welding the reinforcing rib embedding butt-joint welding seams of the arch rib bottom plate;
assembling the stiffener embedding parts of the arch rib web, and welding the stiffener embedding butt-joint welding seams of the arch rib web;
⑥ assembling the reinforcing rib embedding parts of the arch rib top plate, and welding the reinforcing rib embedding butt welding seams of the arch rib top plate.
(6) Support dismantling process:
1) dismantling the arch rib profiling positioning frame: firstly, cutting off a small upright post with the height adjusted at the upper end of an arch rib, and then directly hoisting off by using a floating crane;
2) dismantling the steel pipe pile of the temporary support in water:
the crane arm of the pile-pulling floating crane ship is not suitable to be too long; the steel pipe pile is long, the steel pipe pile is manually cut off after each section of length is pulled out in the pile pulling process, and the steel pipe pile is hoisted to a specified place by using the floating crane after being cut off and stacked; and (5) after cutting, continuing pile pulling work of the steel pipe pile until the steel pipe pile is completely pulled out.
The foregoing shows and describes the general principles, essential features, and advantages of the invention. It will be understood by those skilled in the art that the present invention is not limited to the embodiments described above, which are merely illustrative of the principles of the invention, but that various changes and modifications may be made without departing from the spirit and scope of the invention, which fall 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 installation and construction method of the special-shaped tied arch bridge arch ring is characterized in that the special-shaped tied arch bridge comprises a steel arch rib, a special-shaped bridge deck (10) and a bridge pier (40), wherein the steel arch rib is gradually inclined outwards from bottom to top, the steel arch rib is fixedly connected with the special-shaped bridge deck (10) through a plurality of suspension rods (20) distributed at intervals along the longitudinal direction of the bridge, the steel arch rib comprises a middle arch rib (31) and two side arch ribs (32) positioned at two ends of the middle arch rib (31), the side arch rib (32) is divided into 7 hoisting sections, the middle arch rib (31) is divided into 9 hoisting sections, and the middle arch rib (31) and the side arch ribs (32) are respectively positioned at two sides of the special-shaped bridge deck (10);
the construction method adopts a few-bracket method for arranging temporary bracket steel pipe piles at the joint of the arch rib, and comprises the following steps:
(1) preparation flow before construction: prefabricating and assembling the temporary support steel pipe pile and the steel arch rib, and preparing an upper ladder stand, a lower ladder stand and a welding platform according to requirements;
(2) and (3) construction of the steel pipe pile of the temporary support in water: measuring and positioning the pile position by using a total station; the temporary support steel pipe pile is arranged in the vertical direction at the joint of the adjacent hoisting sections of the arch rib;
(3) hoisting the steel arch rib:
firstly, hoisting and fixing the side arch rib (32), and then hoisting and fixing the middle arch rib (31);
hoisting the prefabricated and assembled steel arch rib segments in place by using a floating crane ship, then manually pulling a rope to a mounting position, finishing coarse positioning by using a stacking plate, then performing longitudinal and transverse adjustment by using a jack and a chain block, and performing vertical adjustment by using the jack to finish precise matching positioning;
(4) the installation process of the steel arch rib closure section comprises the following steps:
hoisting by adopting a floating crane, adjusting by assisting a manual chain block, and after positioning and fixing are finished, carrying out stacking plate welding on the folding section and the adjacent side section;
(5) and after the bridge position welding is finished, installing side arch rib suspenders and middle arch rib suspenders in batches, dismantling the arch rib profiling positioning frame after the arch rib welding is finished and the inspection is qualified, and then dismantling the temporary support steel pipe pile.
2. The method for installing and constructing the arch ring of the special-shaped tied arch bridge according to claim 1, wherein the method for constructing the underwater temporary support steel pipe pile in the step (2) is as follows:
1) paying off and positioning: the temporary support steel pipe pile is arranged in the vertical direction of the joint of the adjacent hoisting sections of the arch rib, and the pile position is measured, placed and positioned by a total station according to a site lead control point;
2) axis rechecking: rechecking each axis and pile position which are positioned by paying off once before construction;
3) piling the steel pipe piles by adopting a vibrating pile hammer, stopping vibrating when a first section of pile is sunk to the position that the pile top is 60-80 cm higher than the water surface, splicing the piles, adding a stiffening plate at the butt joint of the steel pipe piles, firmly welding the stiffening plate with the upper section of pile and the lower section of pile, and sinking the piles after cooling for 5 minutes after the stiffening plate is welded; and a steel arch rib profiling positioning frame is arranged at the top end of the temporary support steel pipe pile.
3. The method for installing and constructing the arch ring of the special-shaped tied arch bridge, according to claim 2, wherein the width of the stiffening plate in the step (2) is 300mm, and the thickness of the stiffening plate is 14 mm.
4. The method for installing and constructing the arch ring of the special-shaped tied arch bridge according to claim 1, wherein the steel arch rib hoisting process in the step (3) is as follows:
1) coarse positioning:
A. according to the in-place posture of the arch rib segment, the length of the steel wire rope is adjusted, then the steel arch rib segment is hoisted by adopting a floating crane, and after the steel arch rib segment leaves the supporting surface by 30cm, the reasonable posture and the safe hoisting of the block body are confirmed;
B. after the steel arch rib segment is lifted to a certain height and is stable, the floating crane slowly rotates to a position above the installation position, the steel arch rib segment is slowly lowered, the manual pull rope is pulled to a position above the elevation adjusting small column at the top end of the support, and the steel arch rib profiling positioning frame is utilized for auxiliary positioning;
C. according to the limiting lateral baffle or the bottom of the block body of the previous section and the lateral code plate as reference guidance, measurement is carried out by matching with a measurement and control point, the next steel arch rib section is in place, and the measurement and control point is retested to meet the requirement of coarse positioning;
2) and (3) accurate positioning: when the precise positioning is carried out, the hoisting state of the crane equipment is kept, and each steel wire rope is kept in a tight state;
A. adjusting in the longitudinal direction and the transverse direction: after the steel arch rib segment is coarsely positioned, firstly, adjusting the longitudinal and transverse positions, wherein the method comprises the steps of firstly setting the code plate, and installing a jack and a chain block; the transverse movement of the steel arch rib segment is realized through a jack, and the longitudinal movement of the steel arch rib segment is realized through a chain block;
B. vertical adjustment: jacking or dropping the steel arch rib segment by a jack, and repeatedly adjusting until the accurate matching positioning is completed;
3) the steel arch rib interface is fixedly connected:
after the first segment of the steel arch rib is hoisted and positioned, the first segment of the steel arch rib is spot-welded with the end part of the bridge pier stud (40), continuous welding is avoided, the damage to a beam bottom plate is reduced as much as possible, and then positioning and fixing and stacking plate welding among the segments are carried out step by step.
5. The method for installing and constructing the special-shaped tied arch bridge arch ring according to claim 4, wherein the positioning and rechecking of the steel arch rib are as follows: if the steel arch rib is connected with the interface but not welded in the previous day, the measurement and control point and the axis control point of the steel arch rib need to be rechecked again in the next day before sunrise in the morning, and the next welding construction can be carried out after the error meets the requirement of installation accuracy.
6. The method for installing and constructing the arch ring of the special-shaped tied arch bridge, according to the claim 1, is characterized in that the installation process of the steel arch rib closure section in the step (4) is as follows:
1) performing field measurement before the closure segment is installed, determining the allowance cutting length of the closure segment according to the measurement result, and grinding the cutting end into a groove;
2) when the arch rib closure section is installed, a total station is adopted to carry out tracking measurement on the whole installation process, the arch rib closure section is installed by adopting floating crane hoisting, an artificial chain block is used for adjustment when the arch rib closure section is close to the installation position, when the arch rib axis meets the control requirement, the floating crane hook is slowly unloaded, after the floating crane is unloaded, the total station observes the arch rib control point again, the chain block is adopted to carry out fine adjustment on the arch rib axis, and after the arch rib line type meets the requirement, the closure section and the adjacent side section are subjected to plate stacking welding and are well connected with the buttress;
3) and after the closure segment is installed and the lifting hook is loosened by the floating crane, rechecking measurement is carried out on the closure segment again.
7. The method for installing and constructing an arch ring of a special-shaped tied arch bridge according to claim 6, wherein before the closing section is installed, the ports of the installed segments are measured, each port is measured at least 4 points, the measurement time period is arranged at a low temperature point every day, the current temperature is recorded during the measurement, the temperature is continuously measured for 3-4 times, an influence curve of temperature change is drawn according to the temperature change curve and the measurement result, the temperature during the closing is estimated, and the size of the allowance of the closing section is calculated.
8. The method for installing and constructing the arch ring of the special-shaped tied arch bridge according to the claim 1, wherein the method for welding and constructing the bridge position in the step (5) is as follows:
before welding, a welding walking channel is required to be completed according to requirements, and an operation platform is set up to prepare for work;
the welding sequence of the arch rib ring opening follows the principle that similar welding seams are symmetrically welded and welded from the center to two sides.
9. The method for installing and constructing the arch ring of the special-shaped bowstring arch bridge as claimed in claim 8, wherein the walking channel and the operation platform can be made of common steel or common steel
Steel pipe is horizontalThe stress-resistant material is distributed on the top layer of the lattice support frame in a parallel connection mode to form a stable stress structure, and then long wood plates or bamboo plywood plates with the thickness of 5cm are fully paved on the stress-resistant structure, and anti-slip strips are arranged on the stress-resistant structure.
10. The method for installing and constructing the arch ring of the special-shaped bowstring arch bridge, according to the claim 1, is characterized in that the bracket removing process in the step (5) is as follows:
1) dismantling the arch rib profiling positioning frame: firstly, cutting off a small upright post with the height adjusted at the upper end of an arch rib, and then directly hoisting off by using a floating crane;
2) dismantling the steel pipe pile of the temporary support in water:
the crane arm of the pile-pulling floating crane ship is not suitable to be too long; the steel pipe pile is long, the steel pipe pile is manually cut off after each section of length is pulled out in the pile pulling process, and the steel pipe pile is hoisted to a specified place by using the floating crane after being cut off and stacked; and (5) after cutting, continuing pile pulling work of the steel pipe pile until the steel pipe pile is completely pulled out.
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| CN112030781B (en) * | 2020-08-19 | 2022-11-18 | 中交路桥建设有限公司 | Installation method and installation structure of arch rib segment of steel arch bridge |
| CN113202033A (en) * | 2021-04-29 | 2021-08-03 | 中交路桥建设有限公司 | Arch beam cross installation construction method of half-through tied steel box arch bridge |
| CN113338167B (en) * | 2021-06-22 | 2022-11-08 | 中交二航局第四工程有限公司 | Truss arch bridge large section integral closure construction method |
| CN113699887A (en) * | 2021-08-19 | 2021-11-26 | 中交二公局第三工程有限公司 | Polygonal steel arch rib assembling and positioning device and using method thereof |
| CN113668399B (en) * | 2021-08-23 | 2022-10-25 | 中交路桥建设有限公司 | Construction method of half-through tied steel box arch bridge |
| CN113818353A (en) * | 2021-09-29 | 2021-12-21 | 中铁广州工程局集团有限公司 | Construction method of arch beam consolidation section of rigid connection curved beam space arch bridge |
| CN114319135A (en) * | 2022-01-17 | 2022-04-12 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for steel box girder tied-bar steel arch bridge arch rib closure section |
| CN114232506B (en) * | 2022-01-20 | 2023-10-31 | 中交第三公路工程局有限公司工程总承包分公司 | Construction method for main arch rib of steel box girder tie bar steel arch bridge |
| CN114855991B (en) * | 2022-06-16 | 2023-11-10 | 中国建筑一局(集团)有限公司 | Folding method suitable for large-span arched steel structure building |
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| JPH10183999A (en) * | 1996-12-25 | 1998-07-14 | Okabe Co Ltd | Method of building movable form for arched concrete body |
| KR101040731B1 (en) * | 2009-06-24 | 2011-06-10 | (주)삼현피에프 | Movable temporary structure for constructing composite covering arch structure |
| CN102953342B (en) * | 2012-12-13 | 2014-09-17 | 中铁四局集团第二工程有限公司 | Assembling and lifting method of half-span skeleton of tied arch bridge |
| CN103696372B (en) * | 2014-01-04 | 2016-09-07 | 中铁二十五局集团第二工程有限公司 | A kind of erection method of steel tube arch bridge arch center |
| CN206034289U (en) * | 2016-07-26 | 2017-03-22 | 中铁上海工程局集团有限公司 | A supporting structure that is used for on navigable river installation steel arched bridge |
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