阅读说明：本技术 一种斜拉桥抗震钢斜撑及其施工方法 (Anti-seismic steel diagonal brace of cable-stayed bridge and construction method thereof ) 是由 杨黎明 李峰 王伟 岳阳 康健 张录生 何成煌 毛学文 于 2021-07-23 设计创作，主要内容包括：本发明涉及斜拉桥主塔施工技术领域,具体为一种斜拉桥抗震钢斜撑及其施工方法,在钻石型斜拉桥左右塔肢间设置钢斜撑,增加左右塔肢的横向连接,提高钻石型主塔的整体刚度,达到不增大斜拉桥承台和主塔截面以及配筋的情况下,提高斜拉桥抗震能力的目的；所述斜拉桥主塔包括上塔柱和下塔柱,所述上塔柱包括第一左塔肢和第一右塔肢,所述下塔柱包括第二左塔肢和第二右塔肢,所述第一左塔肢和第一右塔肢之间安装有第二钢斜撑、第三钢斜撑和第四钢斜撑,所述第二左塔肢和第二右塔肢之间安装有第一钢斜撑；所述第一钢斜撑和第二钢斜撑为插入锚固式钢斜撑,所述第三钢斜撑和第四钢斜撑为表面锚固式钢斜撑。(The invention relates to the technical field of construction of main towers of cable-stayed bridges, in particular to an anti-seismic steel diagonal brace of a cable-stayed bridge and a construction method thereof.A steel diagonal brace is arranged between left and right tower limbs of a diamond cable-stayed bridge, so that the transverse connection of the left and right tower limbs is increased, the overall rigidity of the diamond main tower is improved, and the aim of improving the anti-seismic capability of the cable-stayed bridge is fulfilled under the condition that the cross sections and the reinforcing bars of a cushion cap and the main tower of the cable-stayed bridge are not increased; the main tower of the cable-stayed bridge comprises an upper tower column and a lower tower column, the upper tower column comprises a first left tower limb and a first right tower limb, the lower tower column comprises a second left tower limb and a second right tower limb, a second steel diagonal brace, a third steel diagonal brace and a fourth steel diagonal brace are arranged between the first left tower limb and the first right tower limb, and a first steel diagonal brace is arranged between the second left tower limb and the second right tower limb; the first steel diagonal brace and the second steel diagonal brace are inserted into the anchoring type steel diagonal brace, and the third steel diagonal brace and the fourth steel diagonal brace are surface anchoring type steel diagonal braces.)

1. The utility model provides a cable-stay bridge antidetonation steel bracing, includes cable-stay bridge king-tower and steel bracing, its characterized in that: the main tower of the cable-stayed bridge comprises an upper tower column (1) and a lower tower column (2), wherein the upper tower column (1) comprises a first left tower limb (101) and a first right tower limb (102), the lower tower column (2) comprises a second left tower limb (201) and a second right tower limb (202), a second steel diagonal brace (4), a third steel diagonal brace (5) and a fourth steel diagonal brace (6) are arranged between the first left tower limb (101) and the first right tower limb (102), and a first steel diagonal brace (3) is arranged between the second left tower limb (201) and the second right tower limb (202); the first steel inclined strut (3) and the second steel inclined strut (4) are inserted into the anchoring type steel inclined strut, and the third steel inclined strut (5) and the fourth steel inclined strut (6) are surface anchoring type steel inclined struts.

2. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 1, wherein the construction method comprises the following steps: the inserted anchoring type steel diagonal brace is composed of two first embedded sections and a first middle section, each first embedded section is composed of a first anchoring end plate (12), a shear nail (8), a first rib plate (13), a first pipe body (16), a first sleeve plate (14), a second sleeve plate (15), a first flange plate (10) and a first flange stiffening plate (11), the shear nail (8) is fully distributed on one side, connected with a tower limb, of the surface of the first anchoring end plate (12), the first pipe body (16) is connected to the other side surface of the first anchoring end plate (12), the first rib plate (13) is used for reinforcing the space between the first anchoring end plate (12) and the first pipe body (16), the first sleeve plate (14) and the second sleeve plate (15) are sleeved on the first pipe body (16) and fixed with the first pipe body (16), the shear nail (8) is fully distributed on one side, facing the tower limb, of the first sleeve plate (14), the first pipe body (16) is connected with the first flange plate (10) through the first flange stiffening plate (11); the first middle section is composed of a second pipe body, a second flange plate and a second flange stiffening plate, and two ends of the second pipe body are connected with the two second flange plates through the second flange stiffening plate.

3. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 2, characterized in that: first lagging (14) and second lagging (15) are the rectangle steel sheet, oval hole has been seted up on first lagging (14) and second lagging (15), first body (16) penetrate from the hole, first lagging (14) and second lagging (15) are parallel with the inboard plane of tower limb.

4. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 2, characterized in that: the inserted anchoring type steel inclined strut fixes a first embedded section through a first anchoring end plate (12), shear nails (8) on the periphery of a first pipe body (16), a first sleeve plate (14) and a second sleeve plate (15).

5. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 2, characterized in that: the inserted anchoring type steel inclined strut is connected with a second flange plate at the first middle section through a first flange plate (10) at the first embedded section, and the steel inclined strut is connected into a whole.

6. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 1, wherein the construction method comprises the following steps: the surface anchoring type steel diagonal brace is composed of two second embedded sections and a second middle section, each second embedded section is composed of a second anchoring end plate (7) and shear nails (8), the shear nails (8) are fully distributed on one side, connected with tower limbs, of the surface of each second anchoring end plate (7), a second pipe body (17) is connected to the other side of each second anchoring end plate (7), a second rib plate (9) is used for reinforcing the space between each second anchoring end plate (7) and each second pipe body (17), and each second pipe body (17) is connected with a third flange stiffening plate (19) through a third flange stiffening plate (18); the second interlude comprises fourth body, fourth ring flange, fourth flange stiffening plate, the both ends of fourth body are connected with two fourth ring flanges through the fourth flange stiffening plate.

7. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 1, wherein the construction method comprises the following steps: the surface anchoring type steel inclined strut is connected with the tower arm main rib through a second anchoring end plate (7) and is occluded with concrete through a shear nail (8) on the second anchoring end plate (7), so that a second embedded section is fixed.

8. The cable-stayed bridge anti-seismic steel diagonal brace and the construction method thereof according to claim 1, wherein the construction method comprises the following steps: and the surface anchoring type steel inclined strut is connected with a fourth flange plate at the middle section of the second through a third flange plate (19) at the second embedded section, and the steel inclined strut is connected into a whole.

9. A construction method of an anti-seismic steel diagonal brace of a cable-stayed bridge is characterized in that,

the construction steps of the first steel diagonal brace and the second steel diagonal brace are as follows:

step 101: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel diagonal brace, measuring and positioning the specific position of the first anchoring end plate of the steel diagonal brace, and embedding I-shaped steel in advance;

step 102: pouring main tower concrete to a position 50cm below the elevation of the bottom of the first anchoring end plate;

step 103: determining the inclination angle of the first embedded section steel diagonal brace, and then adjusting the angle of the first embedded section steel diagonal brace during hoisting on the ground by using a steel wire rope, a clamping ring and a slope ruler;

step 104: after the angle is adjusted, starting hoisting by using a crane meeting the hoisting weight requirement, and simultaneously performing measurement and rechecking in the hoisting process to finely adjust the first embedded section steel inclined strut to the design position;

step 105: after the first embedded section steel inclined strut is hoisted to a design position, a section steel support is adopted for supporting and fixing, and then the first anchoring end plate is welded and fixed with the main rib and the stiff framework;

step 106: after the first embedded section steel diagonal brace is fixed, a formwork is erected, main tower concrete is poured and maintained;

step 107: after the concrete of the main tower is cured to the corresponding age, the hoisting angle of the steel diagonal brace at the first middle section is adjusted on the ground by using a steel wire rope, a snap ring and a slope ruler, and the first middle section is hoisted;

step 108: hoisting the first middle section steel diagonal brace to a corresponding position, supporting and fixing the first middle section steel diagonal brace, and then connecting and fixing the second flange plate of the first middle section and the first flange plate of the first embedded section by using a high-strength bolt;

step 109: installing the other embedded section by adopting the same method;

the third steel diagonal brace and the fourth steel diagonal brace are constructed by the following steps:

step 201: installing a tower column segment stiff framework; and pre-embedding I-shaped steel, and pouring main tower concrete to a position 50cm below the elevation of the second pre-embedded section.

Step 202: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel inclined strut, and measuring and positioning the specific position of the second anchoring end plate of the steel inclined strut;

step 203: adjusting the hoisting angle of the second embedded section, hoisting the second embedded section, fixing a second anchoring plate on the embedded I-shaped steel, connecting and fixing the second anchoring plate with the main tower steel bars and the stiff skeleton, and then erecting a formwork to pour the main tower concrete and maintaining;

step 204: after the main tower concrete is cured to the corresponding age, the hoisting angle of the second middle section steel inclined strut is adjusted on the ground by using a steel wire rope, a clamping ring and a slope ruler, and the second middle section is hoisted;

step 205, hoisting a second middle section steel diagonal brace to a corresponding position, supporting and fixing the second middle section steel diagonal brace, and then connecting and fixing a fourth flange plate of the second middle section and a third flange plate of the first embedded section by using a high-strength bolt;

step 206: installing the other embedded section by adopting the same method;

step 207: and installing a fourth steel inclined strut by adopting the same method.

Technical Field

The invention relates to the technical field of construction of main towers of cable-stayed bridges, in particular to an anti-seismic steel diagonal brace of a cable-stayed bridge and a construction method thereof.

Background

More than two fifths of land area in China is in the seismic intensity area of more than seven degrees. The large-span cable-stayed bridge is an important bridge structure form in traffic engineering and is widely applied in China, so if the large-span cable-stayed bridge is damaged in an earthquake, serious economic loss and social influence are brought, and even the life safety is threatened.

Structural seismic techniques have been developed over decades and technological innovation, and the traditional seismic methods in the past have generally employed methods of making structures "hard" to resist seismic, by which is meant that the structures are made resistant by various means, such as: the cross section of the structure is enlarged, the strength grade of concrete is improved, or the rigidity of the structure is enhanced by increasing reinforcing bars and the like, so that the seismic performance of the structure is improved. However, this conventional approach is not suitable today for the more and more demanding features or spans of structures, because it is not only uneconomical, but also has other disadvantages, such as: the cross section of the structure is simply enlarged, which means that other use areas are reduced; for the method of increasing the reinforcing bars, if the reinforcing bars are in the 9-degree area, the amount of the reinforcing bars is large originally, and if the reinforcing bars are continuously increased, the reinforcing bars of some members of the structure and nodes of the structure are too dense, so that the construction difficulty is too high, the hollow formation of reinforced concrete can be caused, and the structure is unfavorable.

Therefore, the cable-stayed bridge is subjected to anti-seismic design, so that the safety of the cable-stayed bridge in the earthquake is ensured by correct and effective anti-seismic design and construction measures, the cable-stayed bridge can still run in normal use function after the earthquake, and the anti-seismic design and the construction method have important significance.

Disclosure of Invention

In order to solve the problems existing in the background, the invention provides an anti-seismic steel diagonal brace of a cable-stayed bridge and a construction method thereof.

In order to achieve the purpose, the invention adopts the following technical scheme:

the utility model provides a cable-stay bridge antidetonation steel bracing, includes cable-stay bridge king-tower and steel bracing, its characterized in that: the main tower of the cable-stayed bridge comprises an upper tower column 1 and a lower tower column 2, wherein the upper tower column 1 comprises a first left tower limb 101 and a first right tower limb 102, the lower tower column 2 comprises a second left tower limb 201 and a second right tower limb 202, a second steel diagonal brace 4, a third steel diagonal brace 5 and a fourth steel diagonal brace 6 are arranged between the first left tower limb 101 and the first right tower limb 102, and a first steel diagonal brace 3 is arranged between the second left tower limb 201 and the second right tower limb 202; the first steel inclined strut 3 and the second steel inclined strut 4 are inserted anchoring type steel inclined struts, and the third steel inclined strut 5 and the fourth steel inclined strut 6 are surface anchoring type steel inclined struts.

Preferably, the inserted anchor type steel diagonal brace comprises two first embedded sections and a first middle section, each first embedded section comprises a first anchor end plate 12, a shear nail 8, a first rib plate 13, a first pipe body 16, a first sleeve plate 14, a second sleeve plate 15, a first flange plate 10 and a first flange stiffening plate 11, the shear nail 8 is fully distributed on one side, connected with the tower limb, of the surface of the first anchor end plate 12, the other side surface of the first anchor end plate 12 is connected with the first pipe body 16, the first rib plate 13 is used for reinforcing the space between the first anchor end plate 12 and the first pipe body 16, the first sleeve plate 14 and the second sleeve plate 15 are sleeved on the first pipe body 16 and fixed with the first pipe body 16, the shear nail 8 is fully distributed on one side, facing the tower limb, of the first sleeve plate 14, and the first flange plate 10 are connected with the first pipe body 16 through the first flange stiffening plate 11.

Preferably, the first middle section is composed of a second pipe body, a second flange plate and a second flange stiffening plate, and two ends of the second pipe body are connected with the two second flange plates through the second flange stiffening plate.

Preferably, the first strap 14 and the second strap 15 are rectangular steel plates, oval holes are formed in the first strap 14 and the second strap 15, the first pipe 16 penetrates through the holes, and the first strap 14 and the second strap 15 are parallel to the inner side plane of the tower limb.

Preferably, the inserted anchoring type steel diagonal brace fixes the first embedded section through the first anchoring end plate 12, the shear nails 8 around the first pipe body 16, the first sleeve plate 14 and the second sleeve plate 15.

Preferably, the inserted and anchored steel diagonal brace is connected with the second flange plate at the first middle section through the first flange plate 10 at the first embedded section, so that the steel diagonal brace is connected into a whole.

Preferably, the surface-anchored steel diagonal brace comprises two second embedded sections and a second middle section, each second embedded section comprises a second anchoring end plate 7 and shear nails 8, the shear nails 8 are fully distributed on one side, connected with the tower limbs, of the surface of each second anchoring end plate 7, a second pipe body 17 is connected to the other side of each second anchoring end plate 7, the second anchoring end plates 7 and the second pipe bodies 17 are reinforced by second ribbed plates 9, and the second pipe bodies 17 are connected with third flange stiffening plates 18 and third flange discs 19.

The second interlude comprises fourth body, fourth ring flange, fourth flange stiffening plate, the both ends of fourth body are connected with two fourth ring flanges through the fourth flange stiffening plate.

Preferably, the surface anchoring type steel inclined strut is connected with the tower arm main rib through a second anchoring end plate 7 and is meshed with concrete through a shear nail 8 on the second anchoring end plate 7 so as to fix the second embedded section.

The surface anchoring type steel inclined strut is connected with a fourth flange plate at the second middle section through a third flange plate 19 at the second embedded section, and the steel inclined strut is connected into a whole.

Preferably, the durability and standardization of the structure are guaranteed, all the components of the steel diagonal brace are made of weather-resistant steel, and standardized prefabrication is carried out in a factory.

A construction method of an anti-seismic steel diagonal brace of a cable-stayed bridge is characterized in that,

the construction steps of the first steel diagonal brace and the second steel diagonal brace are as follows:

step 101: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel diagonal brace, measuring and positioning the specific position of the first anchoring end plate of the steel diagonal brace, and embedding I-shaped steel in advance;

step 102: pouring main tower concrete to a position 50cm below the elevation of the bottom of the first anchoring end plate;

step 103: determining the inclination angle of the first embedded section steel diagonal brace, and then adjusting the angle of the first embedded section steel diagonal brace during hoisting on the ground by using a steel wire rope, a clamping ring and a slope ruler;

step 104: after the angle is adjusted, starting hoisting by using a crane meeting the hoisting weight requirement, and simultaneously performing measurement and rechecking in the hoisting process to finely adjust the first embedded section steel inclined strut to the design position;

step 105: after the first embedded section steel inclined strut is hoisted to a design position, a section steel support is adopted for supporting and fixing, and then the first anchoring end plate is welded and fixed with the main rib and the stiff framework;

step 106: after the first embedded section steel diagonal brace is fixed, a formwork is erected, main tower concrete is poured and maintained;

step 107: after the concrete of the main tower is cured to the corresponding age, the hoisting angle of the steel diagonal brace at the first middle section is adjusted on the ground by using a steel wire rope, a snap ring and a slope ruler, and the first middle section is hoisted;

step 108: hoisting the first middle section steel diagonal brace to a corresponding position, supporting and fixing the first middle section steel diagonal brace, and then connecting and fixing the second flange plate of the first middle section and the first flange plate of the first embedded section by using a high-strength bolt;

step 109: installing the other embedded section by adopting the same method;

the third steel diagonal brace and the fourth steel diagonal brace are constructed by the following steps:

step 201: installing a tower column segment stiff framework; and pre-embedding I-shaped steel, and pouring main tower concrete to a position 50cm below the elevation of the second pre-embedded section.

Step 202: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel inclined strut, and measuring and positioning the specific position of the second anchoring end plate of the steel inclined strut;

step 203: adjusting the hoisting angle of the second embedded section, hoisting the second embedded section, fixing a second anchoring plate on the embedded I-shaped steel, connecting and fixing the second anchoring plate with the main tower steel bars and the stiff skeleton, and then erecting a formwork to pour the main tower concrete and maintaining;

step 204: after the main tower concrete is cured to the corresponding age, the hoisting angle of the second middle section steel inclined strut is adjusted on the ground by using a steel wire rope, a clamping ring and a slope ruler, and the second middle section is hoisted;

step 205, hoisting a second middle section steel diagonal brace to a corresponding position, supporting and fixing the second middle section steel diagonal brace, and then connecting and fixing a fourth flange plate of the second middle section and a third flange plate of the first embedded section by using a high-strength bolt;

step 206: installing the other embedded section by adopting the same method;

step 207: and installing a fourth steel inclined strut by adopting the same method.

The invention has the beneficial effects that:

1. the invention provides an anti-seismic steel diagonal brace of a cable-stayed bridge, which has simple structure and definite stress, and the steel diagonal brace is arranged between the left tower limb and the right tower limb of a main tower, so that the connection between the left tower limb and the right tower limb is increased, the integral stability of the main tower is improved, and the anti-seismic capacity of the cable-stayed bridge is improved under the condition of not increasing the size of a bearing platform, the section of the main tower and reinforcing bars.

2. By arranging the steel inclined strut between the left tower limb and the right tower limb of the lower tower column, the tensile stress of a facility opposite pulling system and the inner side of the root of the tower column in the lower tower column construction process is avoided, and the stress of the main tower construction process is more reasonable.

3. The steel diagonal brace is made of the weathering steel, the characteristics of rust resistance, corrosion resistance, fatigue resistance, prolonged service life, energy conservation and labor conservation of the weathering steel are well utilized, and the steel diagonal brace is well suitable for the tension-compression alternating earthquake load action.

4. The steel diagonal brace is segmented, the middle section can be installed after the embedded section is installed, the conflict between the steel diagonal brace and a field climbing formwork is effectively avoided, and the difficulty of the high-altitude installation operation of the upper tower column steel diagonal brace is reduced.

5. The invention adopts a mode of factory standardized prefabrication and then transportation to the site for installation, thereby effectively saving the construction period and accelerating the construction progress.

6. The steel diagonal bracing is arranged between the tower limbs of the cable-stayed bridge, so that the appearance of the cable-stayed bridge is more harmonious, modern and beautiful, and the steel diagonal bracing has the eastern mysterious aesthetic feeling of being rigid and soft.

Drawings

FIG. 1 is a schematic view of the installation of the anti-seismic steel diagonal bracing of the present invention;

FIG. 2 is a schematic view of the anti-seismic steel diagonal brace of the present invention;

FIG. 3 is a schematic view of the anchoring end of the surface-anchored steel diagonal brace of the present invention;

FIG. 4 is a schematic view of a first anchoring end plate of the present invention;

FIG. 5 is a schematic view of the anchoring end of the insertion-anchored steel sprag of the present invention;

FIG. 6 is a schematic view of a first panel of the present invention;

FIG. 7 is a schematic view of a second sleeve of the present invention;

FIG. 8 is a schematic view of the flange of the present invention;

FIG. 9 is a schematic view of a second anchoring end plate of the present invention;

FIG. 10 is a schematic view of a middle section of a tube of the present invention;

FIG. 11 is a schematic view of a flange stiffener of the present invention;

fig. 12 is a schematic view of a second rib of the present invention.

Shown in the figure: the tower comprises an upper tower column 1, a lower tower column 2, a first steel inclined strut 3, a second steel inclined strut 4, a third steel inclined strut 5, a fourth steel inclined strut 6, a second anchoring end plate 7, a shear nail 8, a first ribbed plate 9, a first flange plate 10, a first flange stiffening plate 11, a first anchoring end plate 12, a first ribbed plate 13, a first sleeve plate 14, a second sleeve plate 15, a first pipe body 16, a second pipe body 17, a third flange stiffening plate 18, a third flange plate 19, a first left tower limb 101, a first right tower limb 102, a second left tower limb 201 and a second right tower limb 202.

Detailed Description

The following detailed description of embodiments of the present invention is provided in connection with the accompanying drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.

Example 1

The utility model provides a cable-stay bridge antidetonation steel bracing, as shown in fig. 1-12, includes cable-stay bridge king-tower and steel bracing, its characterized in that: the main tower of the cable-stayed bridge comprises an upper tower column 1 and a lower tower column 2, wherein the upper tower column 1 comprises a first left tower limb 101 and a first right tower limb 102, the lower tower column 2 comprises a second left tower limb 201 and a second right tower limb 202, a second steel diagonal brace 4, a third steel diagonal brace 5 and a fourth steel diagonal brace 6 are arranged between the first left tower limb 101 and the first right tower limb 102, and a first steel diagonal brace 3 is arranged between the second left tower limb 201 and the second right tower limb 202; the first steel inclined strut 3 and the second steel inclined strut 4 are inserted anchoring type steel inclined struts, and the third steel inclined strut 5 and the fourth steel inclined strut 6 are surface anchoring type steel inclined struts.

Preferably, the inserted anchor type steel diagonal brace comprises two first embedded sections and a first middle section, each first embedded section comprises a first anchor end plate 12, a shear nail 8, a first rib plate 13, a first pipe body 16, a first sleeve plate 14, a second sleeve plate 15, a first flange plate 10 and a first flange stiffening plate 11, the shear nail 8 is fully distributed on one side, connected with the tower limb, of the surface of the first anchor end plate 12, the other side surface of the first anchor end plate 12 is connected with the first pipe body 16, the first rib plate 13 is used for reinforcing the space between the first anchor end plate 12 and the first pipe body 16, the first sleeve plate 14 and the second sleeve plate 15 are sleeved on the first pipe body 16 and fixed with the first pipe body 16, the shear nail 8 is fully distributed on one side, facing the tower limb, of the first sleeve plate 14, and the first flange plate 10 are connected with the first pipe body 16 through the first flange stiffening plate 11.

Preferably, the first middle section is composed of a second pipe body, a second flange plate and a second flange stiffening plate, and two ends of the second pipe body are connected with the two second flange plates through the second flange stiffening plate.

Preferably, the first strap 14 and the second strap 15 are rectangular steel plates, oval holes are formed in the first strap 14 and the second strap 15, the first pipe 16 penetrates through the holes, and the first strap 14 and the second strap 15 are parallel to the inner side plane of the tower limb.

Preferably, the inserted anchoring type steel diagonal brace fixes the first embedded section through the first anchoring end plate 12, the shear nails 8 around the first pipe body 16, the first sleeve plate 14 and the second sleeve plate 15.

Preferably, the inserted and anchored steel diagonal brace is connected with the second flange plate at the first middle section through the first flange plate 10 at the first embedded section, so that the steel diagonal brace is connected into a whole.

Preferably, the surface-anchored steel diagonal brace comprises two second embedded sections and a second middle section, each second embedded section comprises a second anchoring end plate 7 and shear nails 8, the shear nails 8 are fully distributed on one side, connected with the tower limbs, of the surface of each second anchoring end plate 7, a second pipe body 17 is connected to the other side of each second anchoring end plate 7, the second anchoring end plates 7 and the second pipe bodies 17 are reinforced by second ribbed plates 9, and the second pipe bodies 17 are connected with third flange stiffening plates 18 and third flange discs 19.

The second interlude comprises fourth body, fourth ring flange, fourth flange stiffening plate, the both ends of fourth body are connected with two fourth ring flanges through the fourth flange stiffening plate.

Preferably, the surface anchoring type steel inclined strut is connected with the tower arm main rib through a second anchoring end plate 7 and is meshed with concrete through a shear nail 8 on the second anchoring end plate 7 so as to fix the second embedded section.

The surface anchoring type steel inclined strut is connected with a fourth flange plate at the second middle section through a third flange plate 19 at the second embedded section, and the steel inclined strut is connected into a whole.

Preferably, the durability and standardization of the structure are guaranteed, all the components of the steel diagonal brace are made of weather-resistant steel, and standardized prefabrication is carried out in a factory.

A construction method of an anti-seismic steel diagonal brace of a cable-stayed bridge is characterized in that,

the construction steps of the first steel diagonal brace and the second steel diagonal brace are as follows:

step 101: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel diagonal brace, measuring and positioning the specific position of the first anchoring end plate of the steel diagonal brace, and embedding I-shaped steel in advance;

step 102: pouring main tower concrete to a position 50cm below the elevation of the bottom of the first anchoring end plate;

step 103: determining the inclination angle of the first embedded section steel diagonal brace, and then adjusting the angle of the first embedded section steel diagonal brace during hoisting on the ground by using a steel wire rope, a clamping ring and a slope ruler;

step 104: after the angle is adjusted, starting hoisting by using a crane meeting the hoisting weight requirement, and simultaneously performing measurement and rechecking in the hoisting process to finely adjust the first embedded section steel inclined strut to the design position;

step 105: after the first embedded section steel inclined strut is hoisted to a design position, a section steel support is adopted for supporting and fixing, and then the first anchoring end plate is welded and fixed with the main rib and the stiff framework;

step 106: after the first embedded section steel diagonal brace is fixed, a formwork is erected, main tower concrete is poured and maintained;

step 107: after the concrete of the main tower is cured to the corresponding age, the hoisting angle of the steel diagonal brace at the first middle section is adjusted on the ground by using a steel wire rope, a snap ring and a slope ruler, and the first middle section is hoisted;

step 108: hoisting the first middle section steel diagonal brace to a corresponding position, supporting and fixing the first middle section steel diagonal brace, and then connecting and fixing the second flange plate of the first middle section and the first flange plate of the first embedded section by using a high-strength bolt;

step 109: installing the other embedded section by adopting the same method;

the third steel diagonal brace and the fourth steel diagonal brace are constructed by the following steps:

step 201: installing a tower column segment stiff framework; and pre-embedding I-shaped steel, and pouring main tower concrete to a position 50cm below the elevation of the second pre-embedded section.

Step 202: measuring and paying off to determine the specific elevation of the second anchoring end plate of the steel inclined strut, and measuring and positioning the specific position of the second anchoring end plate of the steel inclined strut;

step 203: adjusting the hoisting angle of the second embedded section, hoisting the second embedded section, fixing a second anchoring plate on the embedded I-shaped steel, connecting and fixing the second anchoring plate with the main tower steel bars and the stiff skeleton, and then erecting a formwork to pour the main tower concrete and maintaining;

step 204: after the main tower concrete is cured to the corresponding age, the hoisting angle of the second middle section steel inclined strut is adjusted on the ground by using a steel wire rope, a clamping ring and a slope ruler, and the second middle section is hoisted;

step 205, hoisting a second middle section steel diagonal brace to a corresponding position, supporting and fixing the second middle section steel diagonal brace, and then connecting and fixing a fourth flange plate of the second middle section and a third flange plate of a second embedded section by using a high-strength bolt;

step 206: installing the other embedded section by adopting the same method;

step 207: and installing a fourth steel inclined strut by adopting the same method.

Finally, it should be noted that: although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that modifications may be made to the embodiments or portions thereof without departing from the spirit and scope of the invention.