CN112267367B - Method for converting arch-first beam-later system of self-anchored steel box tied arch bridge - Google Patents
Method for converting arch-first beam-later system of self-anchored steel box tied arch bridge Download PDFInfo
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- CN112267367B CN112267367B CN202011317058.0A CN202011317058A CN112267367B CN 112267367 B CN112267367 B CN 112267367B CN 202011317058 A CN202011317058 A CN 202011317058A CN 112267367 B CN112267367 B CN 112267367B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
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Abstract
The invention discloses a method for converting an arch-first beam-later system of a self-anchored steel box tied arch bridge, which comprises the following steps: installing a permanent support and a temporary support on the pier stud, casting an arch support and a beam in situ, and assembling arch rib sections; installing a suspender and a first batch of permanent tie bars for tensioning, loosening temporary buckling cables for installing arch ribs step by step, installing a steel main beam and a tensioning suspender, tensioning a second batch of permanent tie bars, and dismantling a temporary support; installing a first-stage prefabricated bridge deck, pouring wet joints, adjusting and consolidating steel main beam segments, and tensioning a third batch of permanent tie bars; and mounting a second-stage prefabricated bridge deck and pouring wet joints, pouring a cast-in-place bridge deck among the steel main beams, the arch seats and the cross beams, and mounting and tensioning the residual permanent tie bars to complete the conversion of a full-bridge system. The bridge is locked by using the permanent tie bars of the bridge as the temporary tie bars, so that the locking of the temporary tie bars in the traditional construction is avoided, the investment of the temporary tie bars is reduced, the horizontal force and the vertical force of the arch support are transmitted to the pier stud under the arch support through the permanent support and the temporary support, and the investment of the support is reduced.
Description
Technical Field
The invention relates to the technical field of bridge engineering, in particular to a method for converting an arch-first beam-later system of a self-anchored steel box tied arch bridge.
Background
With the development of bridge construction in China, the steel box tied arch bridge has the characteristics of large span, light structure, beautiful shape, material conservation and the like, and in recent years, the application of the steel box tied arch bridge is more and more extensive.
Through the flexible tie rod of stretch-draw or tie beam come balance hunch foot horizontal thrust, the arch rib form is double-ribbed arch generally, connects the overall stability that increases the structure through the stull between the arch rib. The bridge of the type is constructed by adopting a method of firstly girder and then arch, on one hand, the whole linear control of the bridge is convenient, on the other hand, the conversion of a bridge system is relatively simple, and the quality control of the full bridge is facilitated. However, for the construction of the large-span self-anchored steel box tied-arch bridge in the mountain deep reservoir area, the requirement on environmental protection is high, the field is limited, and the quantity of the erected support engineering is large, so that the method for installing the steel box tied-arch bridge after arching by adopting the cable crane is an effective method. When a steel box tied arch is installed by a cable crane arch-first-arch-second-beam method, the whole system of an arch bridge changes at any time, the line shape and the system of the whole bridge are converted by increasing the external prestress of a tensioning temporary body in the conventional construction, and a large number of supports are arranged at arch springing positions for supporting, so that the phenomenon that the horizontal thrust of the arch springing is overlarge or the arch springing is displaced in the installation process of the steel box tied arch bridge is avoided, the system is more in required materials, long in construction period and high in cost.
Disclosure of Invention
The invention aims to at least solve one of the technical problems in the prior art and provides a method for converting an arch-first beam-later system of a self-anchored tied arch bridge with a steel box and tied arch.
The technical solution of the invention is as follows:
a method for converting an arch-first beam-later method system of a self-anchored steel box tied arch bridge comprises the following steps:
installing a permanent support and a temporary support on a pier stud, casting an arch support and a beam in situ, hanging a cantilever by adopting a cable crane diagonal pull buckle to assemble an arch rib segment, and finishing the folding of a main arch rib;
step two, after the main arch rib is closed, all the hanger rods and the first batch of permanent tie rods are installed, and the permanent tie rods are tensioned in a grading manner to reach the designed cable force; the temporary buckling rope for installing the arch rib is gradually loosened from the arch crown to the arch springing;
step three: and symmetrically installing and erecting a steel main beam and a tensioning suspension rod in sequence from two sides to a span by adopting a cable crane, tensioning a second batch of permanent tie rods of the bridge to the cable force required by the design after the installation of the steel main beam is finished, and dismantling the temporary support.
And step four, installing a first-stage prefabricated bridge deck according to design requirements, pouring a first-stage bridge deck wet joint, adjusting the line shape of the steel girder, sequentially consolidating all sections of the steel girder from the midspan to two sides, tensioning a third batch of permanent tie bars of the bridge to the cable force required by the design, and removing arch rib buckle cables and wind resisting cables.
And fifthly, mounting a second-stage prefabricated bridge deck, pouring second-stage bridge deck wet joints from the midspan to two sides, finally pouring a cast-in-situ bridge deck among the steel main beams, the arch seats and the cross beams, mounting the residual permanent tie rods, and tensioning to the designed cable force to complete the conversion of a full-bridge system.
Preferably, in the first step, the temporary support comprises a temporary vertical support and a temporary horizontal anti-pushing horizontal support, and is located between the arch support and the pier stud, wedge-shaped cushion blocks are arranged between the temporary vertical support and the temporary horizontal anti-pushing horizontal support and the pier stud, and the temporary support and the arch support and the wedge-shaped cushion blocks and the pier stud are bonded by sulfur mortar.
Preferably, the temporary vertical support and the temporary transverse anti-pushing horizontal support are basin-shaped rubber supports commonly used.
Preferably, in the first step and the third step, the temporary support is installed before the arch abutment concrete is poured, and is removed after the steel girder is folded and the second permanent tie bar is tensioned, and the main function of the temporary support is to resist the horizontal force and the vertical force generated by the arch abutment and avoid the displacement of the arch abutment in the installation and construction process of the arch rib and the steel girder.
Preferably, in the second step, the permanent tie bars are permanent structures of the bridge, and are all external prestressed cables, and the permanent tie bars are installed and tensioned in a manner of penetrating and pre-tightening cables symmetrically one by one.
Preferably, in the second step, after the arch rib is folded and the permanent tie bar is tensioned in a grading way, the arch rib buckling ropes are loosened in a grading way from the arch crown to the arch foot in sequence, when the left and right buckling ropes of the buckling ropes with the same number on the two banks are loosened to the same level, the time is kept for not less than 20 minutes, the line shapes, the arch seat displacement and the buckling tower deviation at the arch crown of the arch rib and the 1/4 arch rib are observed, and the next level of buckling rope can be loosened when the situation that no abnormal situation changes is determined.
Preferably, in the second step, in the process of converting the permanent tie bars and the arch rib buckling cable system, all the suspension rods and the first group of permanent tie bars are installed after the arch rib is closed, and the first group of permanent tie bars are loaded and tensioned to the designed cable force in a grading manner according to the monitoring requirement; and after the first group of permanent tie bars are tensioned, the arch rib buckling ropes are loosened step by step from the arch crown to the arch springing according to the monitoring requirement.
Preferably, the permanent tie bars are tensioned in four batches, namely after arch ribs are folded, steel girders are folded, prefabricated bridge decks and wet joints in the first period are installed, and after the steel girders, arch bases and beam cast-in-place plates are cast, stress and strain detection is required to be carried out on each structure of the bridge after each tensioning. Due to the structural design of the bridge, the design requirement is that the tension is divided into four batches, namely four construction stages, and all the tie bars cannot be tensioned in place at one time because the total tension force required by each construction stage is different. Therefore, batch tensioning is needed for structure construction, and stress and strain monitoring of each structure in the whole bridge construction stage is facilitated, so that the damage to the self structure of the bridge due to overlarge stress is avoided.
The invention has the beneficial effects that: utilize the permanent tie bar of bridge self to lock as interim tie bar, increase interim tie bar and lock in avoiding traditional construction, the structural design of make full use of hunch seat simultaneously, adopt basin formula support commonly used as interim vertical support and interim horizontal anti-thrust bearing, transmit the pier stud under the hunch seat through permanent support and interim support with the horizontal power and the vertical power of hunch seat in the work progress, reduce the input and use of support, and save material reduces engineering construction cost, and improve the work efficiency, the reduction of erection time.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, illustrate embodiments of the invention and, together with the description, serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a schematic elevation view of a self-anchored steel box bowstring arch bridge;
FIG. 2 is an enlarged view of a portion A of FIG. 1;
FIG. 3 is a schematic view of the construction of a permanent support and a temporary support;
FIG. 4 is an operational state diagram of the temporary support;
FIG. 5 is a first state view of the temporary support removed;
FIG. 6 is a second state view of the temporary support in a disassembled state;
FIG. 7 is a schematic top view of a self-anchoring steel box bowstring arch bridge;
FIG. 8 is a schematic cross-sectional view of a self-anchored steel box bowstring arch bridge;
FIG. 9 is an enlarged view of portion B of FIG. 8;
FIG. 10 is a schematic diagram of a first step of a conversion method of an arch-first beam-second system of a self-anchored tied arch bridge with steel boxes;
FIG. 11 is a schematic diagram of a second step of the conversion method of the arch-first beam-after-beam system of the self-anchored tied arch bridge with steel boxes.
FIG. 12 is a schematic diagram of a third step of the conversion method of the arch-first beam-after-beam system of the self-anchored tied arch bridge with steel boxes.
Fig. 13 is a schematic diagram of a fourth step of the conversion method of the arch-first beam-after-beam system of the self-anchored steel box tied arch bridge.
Fig. 14 is a schematic diagram of a fifth step of the conversion method of the arch-first beam-after-beam system of the self-anchored steel box tied-arch bridge.
Wherein the figures include the following reference numerals:
1-pier stud; 2-abutment; 3-arch rib; 4-steel main beam; 5-permanent support; 6-temporary vertical support; 7-temporary transverse thrust horizontal support; 8-a boom; 9-permanent tie bar; 10-cable hoist buckle cable, 11-beam, 12-tower crane, 13-cable crane, 14-wind resisting cable, 15-cable tower, 16-wedge-shaped cushion block, 17-welding block, 18-counterforce seat and 19-oil top.
Detailed Description
Reference will now be made in detail to the present preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like reference numerals refer to like elements throughout.
In the description of the present invention, it should be understood that the orientation or positional relationship referred to in the description of the orientation, such as the upper, lower, front, rear, left, right, etc., is based on the orientation or positional relationship shown in the drawings, and is only for convenience of description and simplification of description, and does not indicate or imply that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
In the description of the present invention, the meaning of a plurality of means is one or more, the meaning of a plurality of means is two or more, and larger, smaller, larger, etc. are understood as excluding the number, and larger, smaller, inner, etc. are understood as including the number. If the first and second are described for the purpose of distinguishing technical features, they are not to be understood as indicating or implying relative importance or implicitly indicating the number of technical features indicated or implicitly indicating the precedence of the technical features indicated.
In the description of the present invention, unless otherwise explicitly limited, terms such as arrangement, installation, connection and the like should be understood in a broad sense, and those skilled in the art can reasonably determine the specific meanings of the above terms in the present invention in combination with the specific contents of the technical solutions.
Referring to fig. 1 to 14, a preferred embodiment of the present invention:
a method for converting an arch-first beam-later method system of a self-anchored steel box tied arch bridge comprises the following steps:
firstly, mounting a permanent support 5 and a temporary support on a pier stud 1, casting an arch center 2 and a beam 11 in situ, and hanging a cantilever assembly arch rib segment by adopting a cable crane 13 to pull and buckle in an inclined manner to complete the folding of a main arch rib;
step two, after the main arch rib is closed, all the hanger rods 8 and the first batch of permanent tie bars 9 are installed, and the permanent tie bars 9 are tensioned in a grading manner until the cable force is designed; the temporary buckling rope for installing the arch rib is gradually loosened from the arch crown to the arch springing;
step three: and symmetrically installing and erecting the steel main beam 4 and the tensioning suspender 8 in sequence from two sides to the midspan by adopting a cable crane, tensioning the second batch of permanent tie bars 9 of the bridge to the cable force required by the design after the installation of the steel main beam 4 is finished, and dismantling the temporary support.
And step four, installing a first-stage prefabricated bridge deck according to design requirements, pouring a first-stage bridge deck wet joint, adjusting the line shape of the steel girder, sequentially solidifying all sections of the steel girder from the midspan to two sides, tensioning the third batch of permanent tie bars 9 of the bridge to the cable force required by the design, and removing the arch rib buckle cables and the wind resisting cables 14.
And fifthly, mounting a second-stage prefabricated bridge deck, pouring second-stage bridge deck wet joints from the midspan to two sides, finally pouring a cast-in-place bridge deck between the steel main beam 4 and the arch support and the cross beam, mounting the residual permanent tie bars 9, and tensioning to the designed cable force to complete the conversion of a full-bridge system.
As a preferred embodiment of the present invention, it may also have the following additional technical features:
in the first step, the temporary support comprises a temporary vertical support 6 and a temporary horizontal anti-pushing horizontal support 7 and is located between the arch support 2 and the pier stud 1, wedge-shaped cushion blocks are arranged between the temporary vertical support 6 and the temporary horizontal anti-pushing horizontal support 7 and the pier stud 1, and the temporary support and the arch support 2, and the wedge-shaped cushion blocks 16 and the pier stud 1 are bonded by adopting sulfur mortar.
The temporary vertical support 6 and the temporary transverse anti-pushing horizontal support 7 both adopt commonly used basin-type rubber supports.
In the first step and the third step, the temporary support is installed before the concrete of the arch support 2 is poured, and is removed after the second batch of permanent tie bars 9 are tensioned.
In the second step, the permanent tie bars 9 are permanent structures of the bridge, all of which are external prestressed cables, and the permanent tie bars are installed and tensioned in a manner of penetrating and pre-tightening the cables symmetrically one by one.
In the second step, after the arch rib 3 is folded and the permanent tie bar 9 is tensioned in a grading way, the temporary buckling ropes for installing the arch rib are loosened in a grading way from the arch crown to the arch foot in sequence, when the left and right buckling ropes of the buckling ropes with the same serial number on the two banks are loosened to the same grade, the temporary buckling ropes are paused for no less than 20 minutes, the line shapes, the arch seat displacement and the buckling tower deviation conditions at the arch crown of the arch rib and the 1/4 arch rib are observed, and the next grade of buckling rope can be loosened when the situation that no abnormal condition changes is determined.
In the second step, in the conversion process of the permanent tie bars 9 and the arch rib buckling cable system, after the arch rib 3 is folded, all the suspension rods 8 and the first batch of permanent tie bars 9 are installed, and the first batch of permanent tie bars 9 are loaded and tensioned to the designed cable force in a grading manner according to the monitoring requirement; after the first group of permanent tie bars 9 are tensioned, the arch rib buckling ropes are gradually loosened from the arch crown to the arch springing according to the monitoring requirement.
And the permanent tie bars 9 are tensioned in four batches, namely after the arch ribs 3 are folded, the steel main beams 4 are folded, the prefabricated bridge deck and wet joints in the first period are installed, and after the steel main beams 4 and the beam cast-in-place plate of the arch base 2 are cast, each structure of the bridge needs to be subjected to stress and strain detection after each tensioning.
The invention will be further explained by taking the construction of the golden chicken dadan bridge on the highway of Dayong highway in Yunnan as an example.
The golden chicken Dandan river bridge is located at a K74+025 position of a G4216 Hua terrace-Lijiang expressway major connecting line (Lijiang section), the bridge spans to reach a river, the bridge adopts a through-type self-anchored steel box arch rib tie bar arch, the theoretical calculation span of arch ribs is 265 meters, the arch ribs adopt box-shaped sections, a main beam adopts a steel-concrete combined lattice beam system, a suspender adopts 20 pairs of OVMLZM 7-139I type parallel steel wire finished cables, the full bridge is provided with 20 permanent tie bars in total, each side of the upstream side and the downstream side is provided with 8 bundles of 15-55 type steel strand finished cables and 2 bundles of 15-31A steel strand finished cables, and the permanent tie bars are all designed in an external prestressed bundle mode. The arch support is fixedly connected with the arch rib and the lattice beam, the inside of the arch support is a statically indeterminate structure system, the outside of the statically indeterminate structure system is an integral simply supported system, a friction type shock absorption support is arranged below the arch support, and the arch support is a special-shaped reinforced concrete member, which is shown in figures 1-9.
According to the engineering characteristics of the bridge and the characteristics of the surrounding environment, the upper structure construction of the Jinjidan bridge adopts a cable crane hoisting arch-first beam-second method for construction, and the system conversion adopts a self-anchored steel box tied arch bridge arch-first beam-second method system conversion method, as shown in figures 10-14:
firstly, installing a permanent support 5, a temporary transverse anti-push support GPZ (II) -15-SX and a temporary vertical support GPZ (II) -5-SX on an arch foot pier (pier stud 1), casting an arch center and a beam in situ, hanging a cantilever by adopting a cable crane inclined pull buckle to assemble an arch rib segment, and finishing the folding of a main arch rib; in the installation of arch rib segment, the displacement change of hunch seat can arouse along with the installation of arch rib segment, horizontal force, the vertical force that its bore changes all the time, through the interim support that sets up, can transmit the load that its hunch seat bore to the pier stud, reduces the displacement and the deformation of hunch seat.
And secondly, after the arch ribs 3 are closed, installing all the suspension rods 8 and the permanent tie rods N1 and N2 at the uppermost layer, tensioning the permanent tie rods N1 and N2 by 8 grades, respectively tensioning and pre-tightening to 260 tons and 250 tons for the first time, wherein the tensioning force increment of each time is 50 tons, the last tensioning force increment is 10 tons, and finally the tensioning is 560 tons. In the process, the permanent tie bars of the bridge are fully utilized for tensioning, and unlike the traditional construction, in order to ensure that the arch support has no external thrust, temporary external cables are added in the process of converting the thrust of the arch rib into the arch support, so that the investment of the temporary cables is reduced.
And (3) synchronously and slowly loosening the buckling anchor cables one by one, loosening each buckling point by 4 grades, pausing for no less than 20 minutes after the left and right buckling cables with the same number on the two banks are loosened to the first grade, observing the line shapes, arch abutment displacement and buckling tower deviation at the arch crown of the arch rib and the 1/4 arch rib, and performing second-grade loosening when no abnormal condition change is determined, and repeating the steps until the buckling cable force is loosened.
The third step: the method is characterized in that a cable crane is adopted to symmetrically install and erect steel girders and tensioning suspenders from two sides to a span in sequence, after the installation of the steel girders, the lowest layer of the bridge is tensioned in a grading manner through permanent tie bars N3 and N4, N3 is tensioned by 8 grades, the tension is firstly tensioned and pre-tightened to 260 tons and then to 300 tons respectively, the tension increment is 50 tons each time, the tension increment is 10 tons the last time, and finally to 570 tons. N4 is tensioned in 5 stages, the tension is firstly tensioned to 250 tons, and then the tension increment is 50 tons each time, and finally the tension is tensioned to 450 tons. And after the N3 and the N4 are tensioned, the temporary vertical support and the temporary transverse thrust support are removed. Referring to fig. 4-6, the working state of the temporary support is that the wedge-shaped cushion block 16 and the temporary vertical support 6 are fixed by the welding block 17, the contact surface is a wedge-shaped inclined surface, and the oil filling groove is processed at the same time, when the temporary support is removed, the rough surface is cut, and then the oil top 19 acts on the counter-force seat 18 to jack up the wedge-shaped cushion block so as to remove the wedge-shaped cushion block.
In steel girder and jib installation, along with the installation of segment, can arouse the displacement change of hunch seat 2, through the temporary support that sets up, can transmit the load that its hunch seat 2 bore to pier stud 1 on, reduce the displacement and the deformation of hunch seat.
Fourthly, installing a first-stage prefabricated bridge deck according to design requirements, pouring a first-stage bridge deck wet joint, adjusting the line shape of a girder, sequentially solidifying all steel girder sections from the midspan to two sides, stretching the other parts of the middle layer of the bridge by using the permanent tie bars N3 in a grading manner until the cable force reaches 560 tons according to the design requirements, and dismantling arch rib fastening anchor cables and wind-resistant cables.
Fifthly, mounting a second-stage prefabricated bridge deck, pouring wet joints of the second-stage bridge deck from the midspan to two sides, finally pouring cast-in-place plates among the steel main beams 4, the arch center 2 and the cross beams 11, mounting the residual permanent tie rods N8, N9 and N10, and stretching in stages to 560 tons of designed cable force to complete the conversion of a full-bridge system.
In the embodiment, after the arch ribs 3 are folded, the permanent tie bars 9 of the bridge are used as temporary tie bars for locking, so that the phenomenon that the temporary tie bars are added for locking in the traditional construction is avoided, meanwhile, the structural design of the arch center 2 is fully utilized, and the basin-type support is used as the temporary vertical support 6 and the temporary transverse anti-pushing horizontal support 7 to resist the displacement deformation of the arch center 2 in the installation process of the arch ribs 3 and the steel main beams 4, so that the material can be saved, the work efficiency is improved, and the construction period is shortened.
The above additional technical features can be freely combined and used in superposition by those skilled in the art without conflict.
In the description of the embodiments of the present invention, it should be understood that "-" and "-" indicate the same range of two numerical values, and the range includes the endpoints.
Claims (8)
1. A method for converting a first arch and then beam system of a self-anchored steel box tied arch bridge is characterized by comprising the following steps: the method comprises the following steps:
firstly, mounting a permanent support (5) and a temporary support on a pier stud (1), casting an arch support (2) and a beam (11) in situ, and hanging cantilever assembled arch rib segments by adopting an inclined pull buckle of a cable crane (13) to complete the folding of a main arch rib;
step two, after the main arch rib is closed, all the hanger rods (8) and a first batch of permanent tie bars (9) are installed, and the permanent tie bars (9) are tensioned in a grading manner until the cable force is designed; the temporary buckling rope for installing the arch rib is gradually loosened from the arch crown to the arch springing;
step three: symmetrically installing and erecting a steel main beam (4) and a tensioning suspension rod (8) in sequence from two sides to a span by adopting a cable crane, tensioning a second batch of permanent tie rods (9) of the bridge to a design required cable force after the installation of the steel main beam (4) is finished, and dismantling a temporary support;
step four, installing a first-stage prefabricated bridge deck according to design requirements, pouring a first-stage bridge deck wet joint, adjusting the line shape of a steel girder, sequentially consolidating all sections of the steel girder from the midspan to two sides, tensioning a third batch of permanent tie rods (9) of the bridge to the cable force required by the design, and removing temporary buckle cables and wind-resistant cables (14) for installing arch ribs;
and fifthly, mounting a second-stage prefabricated bridge deck, pouring second-stage bridge deck wet joints from the midspan to two sides, finally pouring a cast-in-place bridge deck among the steel main beam (4), the arch seat (2) and the cross beam (11), mounting the residual permanent tie bars (9), and tensioning to design cable force to complete the conversion of a full-bridge system.
2. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: in the first step, the temporary support comprises a temporary vertical support (6) and a temporary horizontal pushing resisting horizontal support (7) and is located between the arch support (2) and the pier stud (1), wedge-shaped cushion blocks (16) are arranged between the temporary vertical support (6) and the temporary horizontal pushing resisting horizontal support (7) and the pier stud (1), and sulfur mortar is used for bonding between the temporary support and the arch support (2) and between the wedge-shaped cushion blocks (16) and the pier stud (1).
3. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 2, wherein the method comprises the following steps: the temporary vertical support (6) and the temporary transverse anti-pushing horizontal support (7) both adopt commonly used basin-type rubber supports.
4. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: in the first step and the third step, the temporary support is installed before the concrete of the arch support (2) is poured, and is dismantled after the second batch of permanent tie bars are tensioned.
5. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: in the second step, the permanent tie bars (9) are permanent structures of the bridge and are all external prestressed cables, and the permanent tie bars are installed and tensioned in a manner of penetrating and pre-tightening the cables symmetrically one by one.
6. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: in the second step, after the arch rib (3) is folded and the permanent tie bar (9) is tensioned in a grading way, the temporary buckling ropes for installing the arch rib are loosened from the arch crown to the arch foot in a grading way, when the left and right buckling ropes of the buckling ropes with the same number on the two banks are loosened to the same grade, the temporary buckling ropes are paused for no less than 20 minutes, the line shapes, the arch base displacement and the buckling tower deviation conditions at the arch crown of the arch rib and 1/4 arch rib are observed, and the next stage of buckling rope loosening can be carried out when no abnormal condition changes.
7. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: in the second step, in the conversion process of the permanent tie bars (9) and the arch rib buckling cable system, after the arch rib (3) is folded, all the suspension rods (8) and a first batch of permanent tie bars (9) are installed, and the first batch of permanent tie bars (9) are loaded and tensioned to the designed cable force in a grading manner according to the monitoring requirement; and after the first batch of permanent tie bars (9) are tensioned, the arch rib buckling ropes are loosened step by step from the arch crown to the arch springing according to the monitoring requirement.
8. The method for converting an arch-first beam-second system of a self-anchored steel box tied arch bridge according to claim 1, wherein the method comprises the following steps: the permanent tie bars (9) are tensioned in four batches, and stress and strain detection needs to be carried out on each structure of the bridge after each tensioning after arch ribs (3) are folded, steel main beams (4) are folded, prefabricated bridge decks and wet joints in the first period are installed, the steel main beams (4), the arch seats (2) and the cross beams (11) are cast in situ bridge decks.
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