CN115928610A - A construction method for vertical rotation of a steel truss girder cable-stayed bridge - Google Patents

Abstract

The invention relates to a vertical swivel construction method of a steel truss girder cable-stayed bridge, which comprises the following specific steps: s1, construction of auxiliary measures: the auxiliary measures comprise: the system comprises a steel beam assembling platform, a temporary hinge, a buckling and hanging system, a tower top crane and a horizontal jack assembly; s2, symmetrically and vertically assembling the main beam part sections; s3, symmetrically and vertically rotating the main beam part sections; s4, installing the rest sections of the main beam; s5, installing a stay cable; and S6, dismantling auxiliary construction measures. According to the invention, the vertical assembly and the symmetrical swivel construction of the main girder of the steel truss girder cable-stayed bridge are realized by utilizing the tower top crane and the buckling and hanging system, the steel girder assembly speed is high, the linear control precision is high, large-scale overwater hoisting machinery is not needed, temporary supports are arranged in water, the number of temporary facilities is small, the economical efficiency is good, and the channel is not occupied; the method has wide application range, is suitable for crossing the conditions of complex obstacles such as high-speed railways, highways and the like or the construction of bridges on water, and is suitable for single towers, multi-towers and cable-stayed bridges.

Description

A construction method for vertical rotation of a steel truss girder cable-stayed bridge

technical field

The invention relates to the technical field of bridge construction, in particular to a vertical swivel construction method of a steel truss girder cable-stayed bridge.

Background technique

At present, for the construction of steel truss girder cable-stayed bridges, the commonly used methods are support method, jacking method and cantilever assembly method. The support method requires the erection of a large number of temporary supports, which is only applicable to land areas where temporary supports can be erected, and cannot be applied to the situation of crossing complex obstacles such as high-speed railways and highways or the construction of bridges on water, and the steel consumption is large, requiring a large number of hoisting machinery and equipment. Poor economy, narrow scope of application. The jacking method is suitable for crossing complex obstacles such as high-speed railways and highways or the construction of bridges over water, but it also requires temporary assembly platforms, a large number of temporary piers, temporary steel guide beams, and special jacking equipment, which is expensive. The cantilever assembly method is suitable for crossing complex obstacles such as high-speed railways and highways or the construction of bridges over water. However, the construction speed of cantilever assembly is slow, and the alignment of the main girder is difficult to control. Closing sections need to be arranged, and the accuracy is difficult to control. At the same time, this method requires special equipment such as bridge deck cranes, and is less economical.

The invention patent with the notification number CN102121234B discloses a rapid construction method of a double-tower five-span steel truss girder cable-stayed bridge. Segmental pouring construction is adopted, and the steel truss girder is constructed by single cantilever assembly from the side span through the auxiliary span to the mid-span; secondly, the mid-span closure of the two main tower columns is carried out; finally, the bridge deck system is completed. The invention has a fast construction speed and solves the problems of slow construction of the symmetrical cantilever method and many closing openings, which affect the closing accuracy and alignment of the cable-stayed bridge.

The invention patent with the notification number CN108867383B discloses a rapid construction method for a double-tower five-span steel truss girder cable-stayed bridge. A rapid construction method for a five-span steel box truss girder cable-stayed bridge; including the following steps: first complete the two sides of the bridge: use jacking equipment to weld the guide girder and steel girder structure to the side span side, and simultaneously lag behind the installation of the three internodes of the steel box girder The steel truss girder is completed up to one side of the cable-stayed bridge; when both sides of the bridge are pushed in place, the remaining sections are erected to the closing section, and the closing section is installed. After the closing section is installed, the cables of the whole bridge are adjusted and the temporary piers are removed And adjust the line shape of the whole bridge, this method can effectively control the line shape of the bridge and improve the construction speed and closing accuracy

The above two methods still need to arrange a large number of temporary supports, consume a large amount of steel materials, and there are many large-scale equipments, and the cost is high.

Contents of the invention

The invention aims to solve the deficiencies of the prior art, and provides a vertical swivel construction method of a steel truss girder cable-stayed bridge.

In order to achieve the above object, the present invention adopts the following technical solutions:

A vertical rotation construction method of a steel truss girder cable-stayed bridge, the specific steps are:

S1. Construction of auxiliary measures

Auxiliary measures include: steel girder assembly platform, temporary hinge, buckle and hang system, tower crane and horizontal jack assembly;

The steel beam assembly platform is anchored on the left and right sides of the upper surface of the main tower;

The temporary hinge includes an upper hinge seat, a lower hinge seat and a hinge shaft. The upper hinge seat is welded to the lower chord at the end of the main girder, and the lower hinge seat is welded to the top of the steel beam assembly platform. The upper hinge seat and the lower hinge seat are hinged through the rotation of the hinge shaft. ;

Each fastening system includes two sets of tie rod anchoring mechanisms embedded in the side wall of the main tower. The outside of each set of tie rod anchoring mechanisms is connected with a tie rod connection assembly. The tie rod connection assembly is hinged with an adjustment pull rod through a pin shaft. Adjusting beam 1 and adjusting beam 2 are threaded on the top in turn, and a pull rod anchor is arranged on the outside of adjusting beam 2 on the adjusting pull rod. , The inner side of the adjustment beam 2 is equipped with buckle anchors, the ends of the two buckle cables are hinged to the main beam through the buckle connectors, and the jack is fixed between the adjustment beam 1 and the adjustment beam 2;

The tower top crane includes a tower top anchoring mechanism preset at the top of the main tower. The tower top gantry is fixed on the tower top anchoring mechanism. Two lifting blocks are installed symmetrically on the upper part of the tower top gantry, and the lifting blocks are connected with a lifting wire rope;

The horizontal jack assembly includes brackets symmetrically supported on the upper ends of the left and right side walls of the main tower, and horizontal jacks are installed on the brackets;

The tie rod anchoring mechanism of the buckle-hanging system and the tower top anchoring mechanism of the tower top crane are reserved during the construction of the main tower; the horizontal jack assembly is installed; the tower top mast is assembled on the tower top anchoring mechanism using the tower crane equipment during the main tower construction Install the hoisting block and hoisting wire rope to complete the installation of the tower crane; use the tower crane to complete the construction of the steel beam assembly platform;

S2. Symmetrical vertical assembly of some segments of the main beam

Use the tower crane to hoist the sections of the main girder in sequence and splice them vertically. After the main girder is assembled to a certain height, install several buckle-hanging systems in sequence to realize the connection between the assembled main girder sections and the main tower;

The first section of the main beam is fixed on the steel beam assembly platform, the lower chord at the end of the first section of the main beam is welded to the upper hinge seat, and the top of the steel beam assembly platform is welded to the lower hinge seat, and the two are connected by a hinge shaft to ensure the stability of the main beam. The first section rotates on the steel beam assembly platform;

S3. Symmetrical vertical rotation of some segments of the main beam

Use the buckle-hanging system to unload the main girder symmetrically to a certain length, start the horizontal jack, first symmetrically shift the rotation of the main girder by a certain angle, and then continue to use the buckle-hanging system to unload the cables symmetrically to realize the vertical rotation of the main girder until it is unloaded to on the pier;

S4. Installation of the remaining sections of the main beam

Use the tower crane to install the remaining sections of the main beam in sequence to complete the closing of the main beam;

S5. Install stay cables

Use the tower crane to install the stay cables in sequence, and the installation sequence is symmetrical construction from the middle to both sides;

S6. Auxiliary construction measures for demolition

After all the stay cables are installed, remove the buckle and hang system symmetrically from the middle to both sides; remove the horizontal jack assembly, release the temporary hinge, transfer all the load of the main beam to the main tower and side piers, and remove the steel beam assembly platform; adjust the cable stay The cable force of the cable is completed, and the construction of the steel truss girder cable-stayed bridge is completed. Finally, the tower crane is used to dismantle the tower crane.

In step S3, the step of unloading the cable of the fastening and hanging system is: release the cable anchor on the inside of the adjustment beam two, return the jack, fasten the cable anchor on the inside of the adjustment beam two, release the cable anchor on the inside of the adjustment beam one, Jack extension cylinder, fasten the buckle anchor on the inner side of the adjustment beam 1, repeat until the buckle stretches to the designed length;

In step S1, the steel beam assembly platform is welded by steel pipe columns and shaped steel beams as a support during construction; the upper hinge seat, lower hinge seat and hinge shaft of the temporary hinge are all steel structures.

In step S1, the tie rod anchoring mechanism of the fastening system includes a pre-embedded steel plate embedded in the side wall of the main tower and a number of pre-embedded steel bars, and the pre-embedded steel bars are welded inside the pre-embedded steel plate.

In step S1, the tie rod connection assembly of the fastening system includes two tie rod connection lugs welded to the pre-embedded steel plate of the tie rod anchorage mechanism, and the tie rod connection lugs are hinged to the end of the adjustment tie rod through the tie rod connection pin.

In step S1, the cable connecting piece of the hanging system includes two cable connecting lugs welded on the main beam, and the two cable connecting lugs are hinged to the end of the adjusting rod through the cable connecting pin.

In step S1, the adjusting beam 1 and the adjusting beam 2 of the buckle-hanging system are shaped steel, and the adjusting beam 1 and the adjusting beam 2 are symmetrically reserved with adjustment rod holes and buckle cable holes.

The beneficial effects of the present invention are: the present invention utilizes the tower crane and the buckle-hanging system to realize the vertical assembly of the main girder of the steel truss girder cable-stayed bridge, the symmetrical swivel construction, the steel girder assembly speed is fast, the linear control precision is high, and no large-scale water surface is required. Hoisting machinery, temporary support is set in the water, less temporary facilities, good economy, and does not occupy the waterway; it has a wide range of applications, suitable for crossing complex obstacles such as high-speed railways and highways or the construction of bridges on water, and for single towers, multi-towers, cable-stayed Bridges are applicable.

Description of drawings

Fig. 1 is the schematic diagram of step S1 of the present invention;

Fig. 2 is the schematic diagram of step S2 of the present invention;

Fig. 3 is the schematic diagram of step S3 of the present invention;

Fig. 4 is the schematic diagram of step S4 of the present invention;

Fig. 5 is the schematic diagram of step S5 of the present invention;

Fig. 6 is the schematic diagram of step S6 of the present invention;

Fig. 7 is the structural representation of temporary hinge among the present invention;

Fig. 8 is a structural schematic diagram of the fastening and hanging system in the present invention;

Fig. 9 is an enlarged view of A in Fig. 8;

Figure 10 is an enlarged view of B in Figure 8;

Fig. 11 is the structural representation of tower crane among the present invention;

Fig. 12 is a schematic structural view of a horizontal jack assembly in the present invention;

In the figure: 1-main tower; 2-main girder; 3-stayed cable; 4-side pier; 5-steel beam assembly platform; 6-temporary hinge; - horizontal jack assembly;

61-upper hinge seat; 62-lower hinge seat; 63-hinge shaft;

71-adjusting beam one; 72-adjusting beam two; 73 adjusting rod; 74-jack; 75-cable; 76-cable anchor; 77-tie rod anchor; ; 782-tie rod connection pin; 79-tie rod anchoring mechanism; 710-cable connector; 7101-cable connection ear plate; 7102-cable connection pin;

81-anchor mechanism at the top of the tower; 82-gantry frame at the top of the tower; 83-lift block; 84-lift wire rope;

91-support; 92-level jack;

The following will be described in detail in conjunction with the embodiments of the present invention with reference to the accompanying drawings.

Detailed ways

The principles and features of the present invention are described below in conjunction with the accompanying drawings, and the examples given are only used to explain the present invention, and are not intended to limit the scope of the present invention. In the following paragraphs the invention is described more specifically by way of example with reference to the accompanying drawings. The advantages and features of the present invention will become clearer from the following description. It should be noted that all the drawings are in a very simplified form and use imprecise scales, and are only used to facilitate and clearly assist the purpose of illustrating the embodiments of the present invention.

It should be noted that when a component is said to be "fixed" to another component, it can be directly on the other component or there can also be an intervening component. When a component is said to be "connected" to another component, it may be directly connected to the other component or there may be intervening components at the same time. When a component is said to be "set on" another component, it may be set directly on the other component or there may be an intervening component at the same time. The terms "vertical," "horizontal," "left," "right," and similar expressions are used herein for purposes of illustration only.

Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the technical field of the invention. The terms used herein in the description of the present invention are for the purpose of describing specific embodiments only, and are not intended to limit the present invention. As used herein, the term "and/or" includes any and all combinations of one or more of the associated listed items.

Below in conjunction with accompanying drawing and embodiment the present invention will be further described:

A vertical rotation construction method of a steel truss girder cable-stayed bridge, as shown in Figures 1 to 6, the specific steps are:

S1. Construction of auxiliary measures

Auxiliary measures include: steel beam assembly platform 5, temporary hinge 6, fastening system 7, tower crane 8 and horizontal jack assembly 9;

The steel beam assembly platform 5 is anchored on the left and right sides of the upper surface of the main tower 1; the steel beam assembly platform 5 is welded by steel pipe columns and steel beams, and serves as a support during construction;

As shown in Figure 7, the temporary hinge 6 includes an upper hinge seat 61, a lower hinge seat 62, and a hinge shaft 63. The upper hinge seat 61, the lower hinge seat 62, and the hinge shaft 63 are all steel structures, and the upper hinge seat 61 is welded on the main beam. 2 On the lower chord at the end, the lower hinge seat 62 is welded on the top of the steel beam assembly platform 5, and the upper hinge seat 61 and the lower hinge seat 62 are hinged through the hinge shaft 63;

As shown in Figures 8, 9, and 10, each fastening system 7 includes two sets of tie rod anchoring mechanisms 79 embedded in the side walls of the main tower 1, and the tie rod anchoring mechanisms 79 include two sets of tie rod anchoring mechanisms embedded in the side walls of the main tower 1. Pre-embedded steel plates and some pre-embedded steel bars, the pre-embedded steel bars are welded on the inside of the pre-embedded steel plates; the outside of each set of tie rod anchorage mechanisms 79 is connected with a tie rod connection assembly 78, and the tie rod connection assemblies 78 include welding on the tie rod anchorage mechanism 79 pre-embedded steel plates. Two pull rods are connected to the lug plate 781, and the pull rod connection lug plate 781 is hinged with the end of the adjustment pull rod 73 through the pull rod connecting pin 782; Adjusting beam 1 71, adjusting beam 2 72, adjusting beam 1 71, adjusting beam 2 72 are shaped steel, adjusting beam 1 71, adjusting beam 2 72 symmetrically reserve adjustment rod holes and buckle holes; adjusting rod 73 is on the adjustment beam The outer side of the second 72 is provided with a tie rod anchor 77, and two buckle cables 75 are worn on the adjustment beam one 71 and the second adjustment beam 72. 76, the ends of the two buckle cables 75 are hinged to the main beam 2 through the buckle cable connectors 710. The buckle cable connectors 710 include two buckle cable connecting lugs 7101 welded on the main beam 2, and the two buckle cable connecting ears The plate 7101 and the end of the adjustment rod 73 are hinged through the buckle connecting pin 7102; a jack 74 is fixed between the adjustment beam 1 71 and the adjustment beam 2 72;

As shown in Figure 11, the tower crane 8 includes a tower top anchoring mechanism 81 preset at the top of the main tower 1. The tower top anchoring mechanism 81 is fixed with a tower top gantry 82, and two left and right symmetrical installations are arranged on the top of the tower top gantry 82. Lift block 83, and lift block 83 is connected with lifting wire rope 84;

As shown in Figure 12, the horizontal jack assembly 9 includes a bracket 91 symmetrically supported on the upper ends of the left and right side walls of the main tower 1, and a horizontal jack 92 is installed on the bracket 91;

The pull rod anchoring mechanism 79 of the hooking system 7 and the tower top anchoring mechanism 81 of the tower crane 8 are reserved during the construction of the main tower 1; the horizontal jack assembly 9 is installed; the tower crane equipment during the construction of the main tower 1 is used for anchoring at the top of the tower Assemble the tower top portal frame 82 on the mechanism 81, install the lifting block 83, the lifting wire rope 84, and complete the installation of the tower crane 8; utilize the tower crane 8 to complete the construction of the steel beam assembly platform 5;

S2. Symmetrical vertical assembly of 2 sections of the main beam

Utilize the tower crane 8 to hoist the sections of the main beam 2 sequentially, and vertically splice them together. After the main beam 2 is assembled to a certain height, several buckle-hanging systems 7 are installed in sequence to realize the assembly of the main beam 2 sections and the main tower. 1 connection;

The first section of the main girder 2 is fixed on the steel beam assembly platform 5, the lower chord at the end of the first section of the main girder 2 is welded to the upper hinge seat 61, and the top of the steel beam assembly platform 5 is welded to the lower hinge seat 62, and the two pass through the hinge shaft 63 connections to ensure that the first segment of the main girder 2 rotates on the steel girder assembly platform 5;

S3. Symmetrical vertical rotation of 2 segments of the main beam

Utilize the buckle system 7 to symmetrically unload the main beam 2 to a certain length, start the horizontal jack 92, first symmetrically rotate the main beam 2 to a certain angle, and then continue to use the buckle system 7 to symmetrically unload the cables to realize the vertical direction of the main beam 2. Rotate until it is unloaded onto the side pier 4;

The steps of buckling and hanging system 7 unloading are: release the buckle anchor 76 on the inside of the adjustment beam two 72, return the jack 74, fasten the buckle anchor 76 on the inside of the adjustment beam two 72, and release the buckle on the inside of the adjustment beam one 71 Anchor piece 76, jack 74 stretches cylinder, fastens the buckle anchor piece 76 of adjustment beam one 71 inner sides, repeats, until buckle rope 75 stretches to design length;

S4. Installation of remaining sections of main beam 2

Use the tower crane 8 to install the remaining sections of the main beam 2 in order to complete the closing of the main beam 2;

S5, install stay cable 3

Use the tower crane 8 to install the stay cables 3 in turn, and the installation sequence is symmetrical construction from the middle to both sides;

S6. Auxiliary construction measures for demolition

After the stay cables 3 are all installed, remove the buckle system 7 symmetrically from the middle to both sides; remove the horizontal jack assembly 9, remove the temporary hinge 6, transfer all the load of the main beam 2 to the main tower 1 and side pier 4, and remove the steel Beam assembly platform 5; adjust the cable force of the cable-stayed cable 3 to complete the construction of the steel truss girder cable-stayed bridge, and finally the tower crane 8 is dismantled by the tower crane.

During the construction of the present invention, first, the tower crane 8 is used to assemble the main beam 2 parts vertically and symmetrically on both sides of the main tower 1, and then the main beam in the area of the main tower 1 is hoisted and rotated to the horizontal level through the buckle system 7. 2 sections, then use the tower crane 8 to symmetrically install the stay cables 3, and finally remove the auxiliary measures.

The present invention utilizes the tower crane 8 and the fastening and hanging system 7 to realize the vertical assembly of the main girder 2 of the steel truss girder cable-stayed bridge, the symmetrical swivel construction, the steel girder assembly speed is fast, the linear control precision is high, and no large-scale water hoisting machinery is required. Temporary support is set, less temporary facilities, good economy, and does not occupy the waterway; it has a wide range of applications, and is suitable for crossing complex obstacles such as high-speed rail and highways or the construction of bridges on water, and is applicable to single-tower, multi-tower, and cable-stayed bridges.

The present invention has been exemplarily described above in conjunction with the accompanying drawings. Obviously, the specific implementation of the present invention is not limited by the above methods, as long as the various improvements of the method concept and technical solutions of the present invention are adopted, or directly applied to other Occasions, all within the protection scope of the present invention.

Claims (7)

1. A vertical rotation construction method of a steel truss girder cable-stayed bridge is characterized by comprising the following specific steps:

s1, construction of auxiliary measures

The auxiliary measures comprise: the system comprises a steel beam assembling platform (5), a temporary hinge (6), a buckling and hanging system (7), a tower top crane (8) and a horizontal jack assembly (9);

the steel beam splicing platforms (5) are anchored on the left side and the right side of the upper surface of a bearing platform of the main tower (1);

the temporary hinge (6) comprises an upper hinge base (61), a lower hinge base (62) and a hinge shaft (63), the upper hinge base (61) is welded on a lower chord at the end part of the main beam (2), the lower hinge base (62) is welded at the top of the steel beam assembling platform (5), and the upper hinge base (61) and the lower hinge base (62) are rotatably hinged through the hinge shaft (63);

each buckling and hanging system (7) comprises two groups of pull rod anchoring mechanisms (79) which are pre-embedded in the side wall of the main tower (1), a pull rod connecting assembly (78) is connected to the outer portion of each group of pull rod anchoring mechanisms (79), the pull rod connecting assemblies (78) are hinged to adjusting pull rods (73) through pin shafts, adjusting beams I (71) and II (72) sequentially penetrate through the two adjusting pull rods (73), pull rod anchoring members (77) are arranged on the outer sides of the adjusting beams II (72) on the adjusting pull rods (73), two buckling cables (75) penetrate through the adjusting beams I (71) and II (72), buckling cable anchoring members (76) are arranged on the buckling cables (75) on the inner sides of the adjusting beams I (71) and II (72), the end portions of the two buckling cables (75) are hinged to the main beam (2) through buckling cable connecting members (710), and jacks (74) are fixedly arranged between the adjusting beams I (71) and II (72);

the tower top crane (8) comprises a tower top anchoring mechanism (81) preset at the top of the main tower (1), a tower top gantry (82) is fixed on the tower top anchoring mechanism (81), two lifting pulleys (83) are symmetrically installed on the left and right sides of the upper part of the tower top gantry (82), and the lifting pulleys (83) are connected with lifting steel wire ropes (84);

the horizontal jack assembly (9) comprises brackets (91) symmetrically arranged at the upper ends of the left side wall and the right side wall of the main tower (1), and horizontal jacks (92) are arranged on the brackets (91);

a pull rod anchoring mechanism (79) of the buckling system (7) and a tower top anchoring mechanism (81) of the tower top crane (8) are reserved in the construction process of the main tower (1); installing a horizontal jack assembly (9); assembling a tower top portal frame (82) on a tower top anchoring mechanism (81) by using tower crane equipment during construction of a main tower (1), and installing a lifting tackle (83) and a lifting steel wire rope (84) to complete installation of a tower top crane (8); the construction of the steel beam assembly platform (5) is completed by using a tower crane (8);

s2, symmetrically and vertically assembling partial sections of the main beam (2)

Sequentially hoisting sections of the main beam (2) by using a tower top crane (8), vertically splicing, sequentially installing a plurality of buckling systems (7) after the main beam (2) is assembled to a certain height, and realizing the connection between the assembled sections of the main beam (2) and the main tower (1);

the first section of the main beam (2) is fixed on the steel beam assembling platform (5), the lower chord of the end part of the first section of the main beam (2) is welded with an upper hinged support (61), the top of the steel beam assembling platform (5) is welded with a lower hinged support (62), and the upper hinged support and the lower hinged support are connected through a hinged shaft (63) to ensure that the first section of the main beam (2) rotates on the steel beam assembling platform (5);

s3, partial sections of the main beam (2) rotate symmetrically and vertically

Symmetrically unloading the main beam (2) by a certain length by using the buckling system (7), starting the horizontal jack (92), symmetrically rotating the main beam (2) by a certain angle, and then continuing to symmetrically unload the cable by using the buckling system (7) to realize the vertical rotation of the main beam (2) until the main beam is unloaded onto the side pier (4);

s4, installing the rest sections of the main beam (2)

Sequentially installing the rest sections of the main beam (2) by using a tower crane (8) to complete the folding of the main beam (2);

s5, mounting stay cable (3)

Sequentially installing stay cables (3) by using a tower top crane (8), wherein the installation sequence is that the construction is symmetrically carried out from the middle to two sides;

s6, dismantling auxiliary construction measures

After the stay cables (3) are all installed, the buckling and hanging systems (7) are symmetrically dismantled from the middle to the two sides; removing the horizontal jack assembly (9), removing the temporary hinges (6), transmitting all loads of the main beam (2) to the main tower (1) and the side piers (4), and removing the steel beam splicing platform (5); and (3) adjusting the cable force of the stay cable (3) to complete the construction of the steel truss girder cable-stayed bridge, and finally, dismantling the tower top crane (8) by using a tower crane.

2. The vertical swivel construction method of a steel truss girder cable-stayed bridge according to claim 1, wherein in the step S3, the step of unloading the cable by the buckling and hanging system (7) comprises the following steps: and releasing the buckling cable anchoring piece (76) on the inner side of the second adjusting beam (72), returning the jack (74), fastening the buckling cable anchoring piece (76) on the inner side of the second adjusting beam (72), releasing the buckling cable anchoring piece (76) on the inner side of the first adjusting beam (71), extending the cylinder by the jack (74), fastening the buckling cable anchoring piece (76) on the inner side of the first adjusting beam (71), and repeating until the buckling cable (75) extends to the designed length.

3. The vertical swivel construction method of the steel truss girder cable-stayed bridge according to the claim 2, characterized in that in the step S1, the steel beam splicing platform (5) is formed by welding steel pipe columns and section steel beams and is used as a support in construction; the upper hinge base (61), the lower hinge base (62) and the hinge shaft (63) of the temporary hinge (6) are all steel structures.

4. The vertical swivel construction method of the steel truss girder cable-stayed bridge according to claim 3, characterized in that in the step S1, the pull rod anchoring mechanism (79) of the buckling and hanging system (7) comprises an embedded steel plate and a plurality of embedded steel bars, wherein the embedded steel bars are embedded in the side wall of the main tower (1), and the embedded steel bars are welded on the inner side of the embedded steel plate.

5. The vertical swivel construction method of the steel truss girder cable-stayed bridge according to claim 4, wherein in the step S1, the pull rod connection assembly (78) of the buckling and hanging system (7) comprises two pull rod connection lug plates (781) welded on pre-buried steel plates of the pull rod anchoring mechanism (79), and the pull rod connection lug plates (781) are hinged with the end of the adjusting pull rod (73) through pull rod connection pin shafts (782).

6. The vertical swivel construction method of a steel truss girder cable-stayed bridge according to claim 5, characterized in that in the step S1, the buckle cable connecting piece (710) of the buckle hanging system (7) comprises two buckle cable connecting lug plates (7101) welded on the main beam (2), and the two buckle cable connecting lug plates (7101) are hinged with the end of the adjusting pull rod (73) through buckle cable connecting pin shafts (7102).

7. The vertical swivel construction method for the steel truss girder cable-stayed bridge according to claim 6, characterized in that in the step S1, the first adjusting beam (71) and the second adjusting beam (72) of the buckling system (7) are made of profile steel, and adjusting pull rod holes and buckling cable holes are symmetrically reserved on the first adjusting beam (71) and the second adjusting beam (72).

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