Construction method for constructing cross-business line cover beam top rotating body of unequal-span steel box girder cable-stayed bridge

文档序号：1901416 发布日期：2021-11-30 浏览：34次中文

阅读说明：本技术 一种不等跨钢箱梁斜拉桥跨营业线盖梁顶转体施工方法 (Construction method for constructing cross-business line cover beam top rotating body of unequal-span steel box girder cable-stayed bridge ) 是由夜卫平秦定松毕张龙邓富敏徐宏顾波杜强沈捷陈清云宣鑫鹏邢僚于 2021-09-15 设计创作，主要内容包括：本发明公开了一种不等跨钢箱梁斜拉桥跨营业线盖梁顶转体施工方法,包括以下步骤：一、盖梁上转体结构的安装施工；二、转体结构的浇筑；三、位控部件的安装；四、梁体和桥塔的施工；五、斜拉索的安装；六、预应力钢束和斜拉索的协同张拉；七、梁体转体施工；八、梁体转体后封铰；九、斜拉索的二次张拉。本发明方法步骤简单,设计合理,适用于跨越既有铁路营业线施工且不影响下方道路通行,投入成本低且施工简便,能简便、快速完成盖梁顶转体施工过程。(The invention discloses a construction method for a cover beam top rotating body of a cross business line of a cable-stayed bridge with unequal span steel box beams, which comprises the following steps: firstly, mounting and constructing a rotary body structure on a cover beam; secondly, pouring a swivel structure; thirdly, mounting a position control component; fourthly, constructing a beam body and a bridge tower; fifthly, mounting the stay cable; sixthly, cooperatively tensioning the prestressed steel beams and the stay cables; seventhly, constructing the beam body in a rotating manner; eighthly, sealing and hinging the rear part of the beam body; and ninthly, secondary tensioning of the stay cable. The method has simple steps and reasonable design, is suitable for construction across the existing railway business line without influencing the passage of the road below, has low investment cost and simple and convenient construction, and can simply, conveniently and quickly finish the construction process of the top turning of the bent cap.)

1. A construction method for a cross-business line capping beam top rotating body of a cable-stayed bridge with unequal-span steel box beams is characterized by comprising the following steps:

step one, mounting and constructing a swivel structure on a bent cap:

101, binding a bent cap steel bar on a gate-type pier column (21), and pouring concrete to form a bent cap (2); the cover beam is characterized in that a square groove (20) is reserved in the center of the cover beam (2), a prestressed steel beam penetrates through the cover beam (2), the prestressed steel beam is marked as a 1 st row of prestressed steel beam from top to bottom, the I th row of prestressed steel beam is marked as an I th row of prestressed steel beam, I and I are positive integers, I is not less than 1 and not more than I, the 1 st row of prestressed steel beam is close to the top surface of the cover beam (2), and I is 4;

102, mounting an annular slide way (3) in a square groove (20) of a cover beam (2); wherein the upper surface of the annular slideway (3) is flush with the top surface of the cover beam (2);

103, mounting a spherical hinge support (4) in the square groove (20) of the bent cap (2); wherein, the spherical hinge bracket (4) is positioned at the central position in the annular slideway (3);

104, mounting a lower spherical hinge (5), a rotating shaft (8) and an upper spherical hinge (12) on a spherical hinge support (4) to form a swivel structure (23);

step two, pouring of the swivel structure:

step 201, erecting a bottom template (10) along the peripheral side of an upper spherical hinge (12), and installing a plurality of supporting feet (9) along the circumferential direction of the bottom template (10); wherein the supporting feet (9) penetrate through the bottom template (10), and a gap is arranged between the bottom template (10) and the top of the annular slideway (3);

202, binding steel bars (13) on the top of the upper spherical hinge (12) and the circumferential side wall, and embedding two traction ropes in the binding process of the steel bars (13); wherein a plurality of supporting feet are embedded in the reinforcing steel bar (13);

step 203, forming an upper turntable body (14) by erecting a peripheral side template and pouring concrete; the supporting feet (9) penetrate through the upper turntable body (14), the top of the upper turntable body (14) is higher than the top of the supporting feet (9), and the traction sections of the two traction cables extend out of the upper turntable body (14);

step three, installation of a position control component:

step 301, pouring to form a first stop block (28-1) and a second stop block (28-2) on the cover beam (2); wherein the top surfaces of the first stop dog (28-1) and the second stop dog (28-2) are lower than the top surface of the upper turntable body (14);

step 302, arranging a first stop section steel (29-1) and a second stop section steel (29-2) at the bottom of the beam body (16); the first stop profile steel (29-1), the second stop profile steel (29-2), the first stop block (28-1) and the second stop block (28-2) are arranged on the same circle, the center of the enclosed circle coincides with the center of the upper turntable body (14), and the first stop profile steel (29-1) and the second stop profile steel (29-2) are vertically arranged with the bottom of the beam body (16);

step four, constructing a beam body and a bridge tower:

step 401, setting up a plurality of rows and a plurality of columns of bottom supports (24);

step 402, assembling and welding the steel box girder on the bottom bracket (24) to form a girder body (16); the adjustable bridge structure comprises a bridge body (16), a bottom support (24), adjusting pieces (15), a middle rotating disc body (14) and a rotating body structure (23), wherein the adjusting pieces (15) are arranged between the bottom of the bridge body (16) and the top of the bottom support (24), the tops of the adjusting pieces (15) are flush, the bottom of the bridge body (16) is fixedly connected with the middle rotating disc body (14) in the rotating body structure (23), the bridge body (16) is an unequal span bridge body, and the length of the bridge body (16) on one side of the rotating body structure (23) is smaller than that of the bridge body (16) on the other side of the rotating body structure (23);

step 403, performing bridge tower construction on the beam body (16) to form a bridge tower (17); wherein, the length of the beam body (16) positioned on one side of the bridge tower (17) is less than that of the beam body (16) positioned on the other side of the bridge tower (17);

step five, mounting the stay cable:

sequentially installing a 1 st pair of stay cables, a kth pair of stay cables and a Kth pair of stay cables between a bridge tower (17) and a beam body (16) from inside to outside; the K pair of stay cables are positioned between the end part of the beam body (16) and the top of the bridge tower (17), the K pair of stay cables comprises a K pair of left stay cables and a K pair of right stay cables positioned at two sides of the bridge tower (17), the 1 st pair of stay cables is arranged, the K pair of stay cables is arranged, the upper ends of the K pair of stay cables are connected with the middle upper part of the bridge tower (17) in an anchoring way, the 1 st pair of stay cables is arranged, the K pair of stay cables is arranged, the lower ends of the K pair of stay cables are arranged in an anchorage device part in the beam body (16) in a penetrating way, K and K are positive integers, K is more than or equal to 1 and less than or equal to K, and K is more than or equal to 9;

step six, cooperatively tensioning the prestressed steel beams and the stay cables;

step 601, tensioning the 1 st row of prestressed steel bundles by using intelligent tensioning equipment until each prestressed steel bundle in the 1 st row of prestressed steel bundles is tensioned to a tensioning control stress design value sigma;

step 602, cooperatively tensioning the 2 nd row of prestressed steel beams and the 1 st to 3 rd stay cables by adopting intelligent tensioning equipment;

step 603, cooperatively tensioning the 3 rd row of prestressed steel beams and the 4 th to 6 th diagonal cables by adopting intelligent tensioning equipment;

step 604, cooperatively tensioning the 4 th row of prestressed steel beams and the 7 th to 9 th stay cables by adopting intelligent tensioning equipment;

step seven, beam body swivel construction:

the ZLD200 type intelligent continuous swivel system is adopted to drive the upper turntable body (14) and the beam body (16) to swivel through a traction cable until the first stop profile steel (29-1) contacts the first stop block (28-1), and meanwhile, the second stop profile steel (29-2) contacts the second stop profile steel (29-2), so that the center line of the beam body (16) meets the design requirement position of the center line of the bridge;

step eight, sealing and hinging the rotating body of the beam body:

step 801, constructing a permanent buttress between the bottom of a beam body (16) with a rotating body in place and a cover beam (2); wherein, the steel bars of the permanent buttress, the bottom of the beam body (16) and the top of the capping beam (2) are welded;

step 802, pouring sealing hinge C50 micro-expansion concrete into a preformed hole on the beam body (16) with the rotating body in place;

ninth, secondary tensioning of the stay cable:

and (3) sequentially tensioning the stay cables from the 1 st pair to the Kth pair for the second time by adopting intelligent tensioning equipment so as to stretch the left stay cable from the kth pair to the kth left bridge-forming cable force design value and stretch the right stay cable from the kth pair to the kth right bridge-forming cable force design value.

2. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 1 is characterized in that: in the step 102, an annular slide way (3) is arranged in a square groove (20) of the cover beam (2), and the specific process is as follows:

step 1021, sequentially hoisting a first section of slide way framework (3-1), a second section of slide way framework (3-2), a third section of slide way framework (3-3) and a fourth section of slide way framework (3-4) into the square groove (20), and splicing the first section of slide way framework (3-1), the second section of slide way framework (3-2), the third section of slide way framework (3-3) and the fourth section of slide way framework (3-4) into an annular slide way framework; the bottom of the first section of slide way framework (3-1), the bottom of the second section of slide way framework (3-2), the bottom of the third section of slide way framework (3-3) and the bottom of the fourth section of slide way framework (3-4) are fixedly connected with steel bars extending out of the top of the cover beam (2);

step 1022, sequentially splicing and installing a plurality of slideway steel plates (3-5) at the top of the annular slideway framework to form an annular slideway (3); wherein, the plurality of slideway steel plates (3-5) are all in fan ring shape.

3. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 1 is characterized in that: in the step 104, a lower spherical hinge (5), a rotating shaft (8) and an upper spherical hinge (12) are arranged on a spherical hinge support (4) to form a swivel structure (23), and the concrete process is as follows:

step 1041, mounting a lower spherical hinge (5) on the spherical hinge support (4); wherein, a lower rotating shaft sleeve (6) is arranged in the lower spherical hinge (5), the central line of the lower rotating shaft sleeve (6) is positioned at the position required by design, and the top of the lower spherical hinge (5) is higher than the top of the cover beam (2);

1042, binding reinforcing steel bars between the outer side wall of the annular slide way (3) and the inner side wall of the square groove (20), and pouring concrete until the poured concrete is flush with the top surface of the bent cap (2);

step 1043, binding reinforcing steel bars between the inner side wall of the annular slide way (3) and the spherical hinge support (4), binding reinforcing steel bars on the outer side wall of the lower spherical hinge (5), and pouring concrete to exceed the top surface of the bent cap (2) to form a concrete frustum (7); the top surface of the concrete frustum (7) is flush with the highest top surface of the lower spherical hinge (5), the outer side wall of the concrete frustum (7) is obliquely arranged, and the bottom of the concrete frustum (7) extends to the inner ring of the annular slide way (3) and is flush with the top surface of the cover beam (2);

step 1044, maintaining the concrete frustum (7) to enable the concrete strength in the concrete frustum (7) to reach the design requirement value of the concrete strength;

step 1045, coating butter tetrafluoro powder on the inner side wall of the lower rotating shaft sleeve (6) and the outer side wall of the rotating shaft (8); then the rotating shaft (8) is arranged in the lower rotating shaft sleeve (6); wherein the bottom of the lower rotating shaft sleeve (6) is closed, and the lower rotating shaft sleeve (6) and the rotating shaft (8) are coaxially arranged;

1046, sequentially mounting a multi-ring polytetrafluoroethylene sliding block on the concave spherical surface (5-1) of the lower spherical hinge (5) from inside to outside; wherein each ring of the polytetrafluoroethylene sliding blocks comprises a plurality of polytetrafluoroethylene sliding blocks (5-2) which are uniformly distributed;

step 1047, coating butter tetrafluoro powder on the concave spherical surface (5-1) of the lower spherical hinge (5) to form a butter tetrafluoro powder layer; wherein, the butter tetrafluoro powder layer covers the ring polytetrafluoroethylene slide block (5-2);

step 1048, hoisting the upper spherical hinge (12) to the lower spherical hinge (5); wherein, the bottom surface of the upper spherical hinge (12) is attached with a polytetrafluoroethylene sliding block (5-2), and an upper sleeve (12-1) in the upper spherical hinge (12) is coaxially sleeved on the rotating shaft (8).

4. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 1 is characterized in that: in the step 201, circles surrounded by the projections of the circle centers of the plurality of supporting feet are located on the central line of the annular slide way (3), each supporting foot (9) comprises two upper steel cylinders (9-1), an upper limiting plate (9-2) welded to the bottoms of the two upper steel cylinders (9-1), two lower steel cylinders (9-3) arranged at the bottoms of the upper limiting plates (9-2), and supporting foot steel plates (9-4) arranged at the bottoms of the two lower steel cylinders (9-3), and steel wedge blocks, 5 mm-thick polytetrafluoroethylene plates and 3 mm-thick stainless steel plates are sequentially arranged between the bottom of each supporting foot steel plate (9-4) and the top of the annular slide way (3) from top to bottom;

go up the rotor disk body (14) with be provided with a plurality of sand section of thick bamboos (11) between annular slide (3), there is a sand section of thick bamboo (11) between two adjacent bracers, sand section of thick bamboo (11) include seamless steel pipe and follow supreme quartz sand layer and the concrete layer of setting in seamless steel pipe down, sand section of thick bamboo (11) top with go up and be provided with the polyethylene film between rotor disk body (14), the concrete layer in the polyethylene film laminating sand section of thick bamboo (11), be provided with in die block board (10) with sand section of thick bamboo (11) complex through-hole.

5. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 1 is characterized in that: in the step 202, two traction ropes are pre-embedded in the binding process of the steel bars (13), and the concrete process is as follows:

step 2021, according to a construction design pre-embedding drawing, pre-embedding the anchoring end of the first traction cable (25-1) in a first construction design position area through a P-type anchor, and pre-embedding the anchoring end of the second traction cable (25-2) in a second construction design position area through the P-type anchor; wherein the anchoring sections of the first traction cable (25-1) and the second traction cable (25-2) are pre-embedded in the upper turntable body (14), and the length of the anchoring sections of the first traction cable (25-1) and the second traction cable (25-2) is 5 m; the first traction cable (25-1) and the second traction cable (25-2) are arranged in a rotational symmetry manner, the extending end of the first traction cable (25-1) is arranged along the outer side wall of one semicircle of the upper turntable body (14), and the extending end of the second traction cable (25-2) is arranged along the outer side wall of the other semicircle of the upper turntable body (14);

step 2022, pouring to form a first traction reaction force seat (26-1) and a second traction reaction force seat (26-2) on the bent cap (2);

2023, connecting the extending end of the first traction cable (25-1) with a first jack (27-1) through a first traction reaction seat (26-1), and connecting the extending end of the second traction cable (25-1) with a second jack (27-2) through a second traction reaction seat (26-2); wherein the extending end of the first traction cable (25-1) and the extending end of the second traction cable (25-1) move in opposite directions.

6. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 1 is characterized in that: in step 602, intelligent tensioning equipment is adopted to cooperatively tension the 2 nd row of prestressed steel beams and the 1 st to 3 rd stay cables, and the specific process is as follows:

step 6021, synchronously tensioning the 1 st pair of stay cables by adopting intelligent tensioning equipment until the 1 st pair of left stay cables is tensioned to a 1 st left initial tension cable force design value and the 1 st pair of right stay cables is tensioned to a 1 st right initial tension cable force design value;

step 6022, tensioning the 2 nd row of prestressed steel bundles by adopting intelligent tensioning equipment until each prestressed steel bundle in the 2 nd row of prestressed steel is tensioned to 40 percent sigma;

step 6023, synchronously tensioning the 2 nd pair of stay cables by adopting intelligent tensioning equipment until the 2 nd pair of left stay cables are tensioned to the 2 nd design value of left initial tension cable force and the 2 nd pair of right stay cables are tensioned to the 2 nd design value of right initial tension cable force;

step 6024, continuously tensioning the 2 nd row of prestressed steel bundles by adopting intelligent tensioning equipment until each prestressed steel bundle in the 2 nd row of prestressed steel bundles is tensioned to 75 percent sigma;

step 6025, synchronously tensioning the 3 rd pair of stay cables by adopting intelligent tensioning equipment until the 3 rd pair of left stay cables are tensioned to a 3 rd left initial tension cable force design value and the 3 rd pair of right stay cables are tensioned to a 3 rd right initial tension cable force design value;

and 6026, continuously tensioning the 2 nd row of prestressed steel bundles by using intelligent tensioning equipment until each prestressed steel bundle in the 2 nd row of prestressed steel is tensioned to 100 percent sigma.

7. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 6 is characterized in that: in step 603, intelligent tensioning equipment is adopted to cooperatively stretch the 3 rd row of prestressed steel beams and the 4 th to 6 th stay cables, and the specific process is as follows:

step 6031, synchronously tensioning the 4 th pair of stay cables by adopting intelligent tensioning equipment until the 4 th pair of left stay cables are tensioned to the 4 th left initial tension cable force design value and the 4 th pair of right stay cables are tensioned to the 4 th right initial tension cable force design value;

step 6032, tensioning the 3 rd row of prestressed steel bundles by using intelligent tensioning equipment until each prestressed steel bundle in the 3 rd row of prestressed steel is tensioned to 35% sigma;

step 6033, synchronously tensioning the 5 th pair of stay cables by adopting intelligent tensioning equipment until the 5 th pair of left stay cables are tensioned to the 5 th left initial tension cable force design value and the 5 th pair of right stay cables are tensioned to the 5 th right initial tension cable force design value;

step 6034, adopting intelligent tensioning equipment to continuously stretch the 3 rd row of prestressed steel bundles until all the prestressed steel bundles in the 3 rd row of prestressed steel bundles are tensioned to 70% sigma;

step 6035, synchronously tensioning the 6 th pair of stay cables by adopting intelligent tensioning equipment until the 6 th pair of left stay cables are tensioned to the 6 th left initial tension cable force design value and the 6 th pair of right stay cables are tensioned to the 6 th right initial tension cable force design value;

and 6036, continuously tensioning the 3 rd row of prestressed steel bundles by using intelligent tensioning equipment until all the prestressed steel bundles in the 3 rd row of prestressed steel are tensioned to 100% sigma.

8. The construction method for the top swivel of the cross business line cover beam of the cable-stayed bridge with the unequal span steel box beams according to claim 6 is characterized in that: in step 604, intelligent tensioning equipment is adopted to cooperatively stretch the 4 th row of prestressed steel beams and the 7 th to 9 th stay cables, and the specific process is as follows:

step 6041, synchronously tensioning the 7 th pair of stay cables by adopting intelligent tensioning equipment until the 7 th pair of left stay cables are tensioned to the 7 th left initial tension cable force design value and the 7 th pair of right stay cables are tensioned to the 7 th right initial tension cable force design value;

step 6042, tensioning the 4 th row of prestressed steel bundles by using intelligent tensioning equipment until all the prestressed steel bundles in the 4 th row of prestressed steel bundles are tensioned to 30% sigma;

step 6043, synchronously tensioning the 8 th pair of stay cables by adopting intelligent tensioning equipment until the 8 th pair of left stay cables are tensioned to the 8 th left initial tension cable force design value and the 8 th pair of right stay cables are tensioned to the 8 th right initial tension cable force design value;

step 6044, continuing tensioning the 4 th row of prestressed steel bundles by using intelligent tensioning equipment until all the prestressed steel bundles in the 4 th row of prestressed steel bundles are tensioned to 65% sigma;

step 6045, synchronously tensioning the 9 th pair of stay cables by adopting intelligent tensioning equipment until the 9 th pair of left stay cables are tensioned to the 9 th left initial tension cable force design value and the 9 th pair of right stay cables are tensioned to the 9 th right initial tension cable force design value;

and 6046, continuously tensioning the 4 th row of prestressed steel bundles by using intelligent tensioning equipment until all the prestressed steel bundles in the 4 th row of prestressed steel are tensioned to 100% sigma.

9. The construction method for the top turning of the business-crossing wire cover beam of the cable-stayed bridge with the unequal-span single-tower steel box girders according to claim 1, characterized in that: and magnetic flux sensors are respectively installed at the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, so that in the process of tensioning the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, the magnetic flux sensors detect the cable force of the kth pair of left stay cables and the kth pair of right stay cables, and ensure that the kth pair of left stay cables is tensioned to a kth left initial tension cable force design value and the kth pair of right stay cables is tensioned to a kth right initial tension cable force design value.

A first strain gauge (18) and a second strain gauge (19) are arranged on the top surface of the cover beam (2), and the first strain gauge (8) and the second strain gauge (9) are arranged close to the rotating body structure (23);

in the process of stretching the prestressed steel beams and the stay cables in a coordinated mode in the step four, the first strain gauge (18) and the second strain gauge (19) detect the stress of the top surface of the cover beam (2), so that after the prestressed steel beams and the stay cables are stretched in a coordinated mode, the stress values detected by the first strain gauge (18) and the second strain gauge (19) meet the stress design requirement value.

10. The construction method for the top turning of the business-crossing wire cover beam of the cable-stayed bridge with the unequal-span single-tower steel box girders according to claim 1, characterized in that: each prestressed steel strand in the 1 st row of prestressed steel strands is marked as a 1 st prestressed steel strand (2-1), each prestressed steel strand in the 2 nd row of prestressed steel strands is marked as a 2 nd prestressed steel strand (2-2), each prestressed steel strand in the 3 rd row of prestressed steel strands is marked as a 3 rd prestressed steel strand (2-3), each prestressed steel strand in the 4 th row of prestressed steel strands is marked as a 4 th prestressed steel strand (2-4), the number of the 4 th prestressed steel strands (2-4) is smaller than that of the 3 rd prestressed steel strands (2-3), the 4 th prestressed steel strands (2-4) and the 3 rd prestressed steel strands (2-3) are arranged in a staggered mode, and the 1 st prestressed steel strand (2-1), the 2 nd prestressed steel strand (2-2), the 3 rd prestressed steel strand (2-3) and the 4 th prestressed steel strand (2-3) penetrate through the cover beam (2) The length direction of (1);

the two ends of the 1 st prestressed steel strand (2-1), the 2 nd prestressed steel strand (2-2), the 3 rd prestressed steel strand (2-3) and the 4 th prestressed steel strand (2-3) are all higher than the middle positions of the 1 st prestressed steel strand (2-1), the 2 nd prestressed steel strand (2-2), the 3 rd prestressed steel strand (2-3) and the 4 th prestressed steel strand (2-3);

the middle positions of the 1 st prestressed steel strand (2-1), the 2 nd prestressed steel strand (2-2), the 3 rd prestressed steel strand (2-3) and the 4 th prestressed steel strand (2-3) are the lowest points;

the heights of the lowest point of the 1 st prestressed steel beam (2-1), the lowest point of the 2 nd prestressed steel beam (2-2), the lowest points of the 3 rd prestressed steel beam (2-3) and the 4 th prestressed steel beam (2-3) along the thickness direction of the cover beam (2) are sequentially reduced, and the lowest points of the 3 rd prestressed steel beam (2-3) and the 4 th prestressed steel beam (2-3) are positioned on the same horizontal plane;

in the step 402, the adjusting piece (5) comprises an I-shaped steel (5-1) welded at the top of the bottom support (4) and an adjusting steel pipe (5-2) vertically welded at the top of the I-shaped steel (5-1), and the bottom of the beam body (6) is horizontally arranged through the adjusting steel pipe (5-2);

when intelligent tensioning equipment is used for tensioning the 1 st row of prestressed steel beams, the 2 nd row of prestressed steel beams, the 3 rd row of prestressed steel beams and the 4 th row of prestressed steel beams, the prestressed steel beams are tensioned from the middle to two ends in the width direction of the bent cap (2).

Technical Field

The invention belongs to the technical field of capping beam top rotation construction, and particularly relates to a capping beam top rotation construction method for a cross-business line of an unequal-span steel box girder cable-stayed bridge.

Background

At present, with the development of the construction technology level, bridge turning construction tends to be normalized more and more, and the turning weight and span of domestic bridges are larger and larger at present. The swivel has become one of the most efficient structural forms for constructing large-span bridges on crossing railway business lines, crossing highways, canyons and rivers. The structure form of the domestic swivel bridge mainly comprises a continuous steel box girder and an arch bridge; the rotating mode is provided with a horizontal rotating body, a vertical rotating body or a horizontal and vertical combined rotating body. Steel box girder structures are widely applied to bridge construction across large rivers, railways and highways. Different turning methods have respective characteristics and application ranges, and a great amount of pier bottom turning is adopted at the present stage. Aiming at the construction of the unequal span all-steel structure and horizontal rotation body of the capping beam top, the construction method of the unequal span steel box beam capping beam top horizontal rotation body of the all-steel structure is not adopted at present.

Therefore, at present, a capping beam top rotating construction method for an unequal-span independent tower steel box girder cable-stayed bridge with simple construction steps and reasonable design is lacked, the method is suitable for construction of crossing the existing railway business line, does not influence the passage of roads below, is low in investment cost and simple and convenient to construct, and can simply, conveniently and quickly complete the capping beam top rotating construction process.

Disclosure of Invention

The invention aims to solve the technical problem of providing a capping beam top rotating construction method for a cross-business line of an unequal-span steel box girder cable-stayed bridge, which is simple in steps, reasonable in design, suitable for construction of crossing the existing railway business line, low in investment cost, simple and convenient in construction, and capable of simply, conveniently and quickly completing the capping beam top rotating construction process.

In order to solve the technical problems, the invention adopts the technical scheme that: a construction method for a cross-business line capping beam top rotating body of a cable-stayed bridge with unequal-span steel box beams is characterized by comprising the following steps:

step one, mounting and constructing a swivel structure on a bent cap:

step 101, binding a bent cap steel bar on the door type pier stud, and pouring concrete to form a bent cap; the method comprises the following steps that a square groove is reserved in the center of a cover beam, a prestressed steel beam penetrates through the cover beam, the prestressed steel beam is marked as a 1 st row of prestressed steel beam from top to bottom, the I th row of prestressed steel beam is the I th row of prestressed steel beam, the I and the I are positive integers, the I is not less than 1 and not more than I, the 1 st row of prestressed steel beam is close to the top surface of the cover beam, and the I is 4;

102, mounting an annular slide way in a square groove of the cover beam; wherein, the upper surface of the annular slideway is flush with the top surface of the cover beam;

103, mounting a spherical hinge support in the square groove of the bent cap; wherein, the spherical hinge bracket is positioned at the center position in the annular slideway;

104, mounting a lower spherical hinge, a rotating shaft and an upper spherical hinge on a spherical hinge support to form a rotating body structure;

step two, pouring of the swivel structure:

step 201, erecting a bottom template along the peripheral side of an upper spherical hinge, and installing a plurality of supporting legs along the circumferential direction of the bottom template; wherein the supporting foot passes through the bottom template, and a gap is arranged between the bottom template and the top of the annular slideway;

202, binding steel bars on the top of the upper spherical hinge and the circumferential side wall, and embedding two traction ropes in the steel bar binding process; wherein the plurality of supporting feet are embedded into the reinforcing steel bars;

203, forming an upper turntable body by erecting a peripheral side template and pouring concrete; the supporting feet penetrate through the upper rotating disc body, the top of the upper rotating disc body is higher than the top of the supporting feet, and the traction sections of the two traction cables extend out of the upper rotating disc body;

step three, installation of a position control component:

step 301, pouring to form a first stop dog and a second stop dog on the bent cap; the top surfaces of the first stop dog and the second stop dog are lower than the top surface of the upper turntable body;

302, arranging a first stop section steel and a second stop section steel at the bottom of the beam body; the first stop section steel, the second stop section steel, the first stop dog and the second stop dog are arranged on the same circle, the center of the enclosed circle coincides with the center of the upper turntable body, and the first stop section steel and the second stop section steel are vertically arranged with the bottom of the beam body;

step four, constructing a beam body and a bridge tower:

step 401, building a plurality of rows and columns of bottom supports;

step 402, performing steel box girder assembling and welding construction on the bottom support to form a girder body; the bottom of the beam body is fixedly connected with the upper turntable body in the swivel structure, the beam body is unequal-span beam bodies, and the length of the beam body on one side of the swivel structure is smaller than that of the beam body on the other side of the swivel structure;

step 403, performing bridge tower construction on the beam body to form a bridge tower; the length of the beam body positioned on one side of the bridge tower is smaller than that of the beam body positioned on the other side of the bridge tower;

step five, mounting the stay cable:

sequentially installing a 1 st pair of stay cables, a kth pair of stay cables and a Kth pair of stay cables between the bridge tower and the beam body from inside to outside; the K pair of stay cables are positioned between the end part of the beam body and the top of the bridge tower, the K pair of stay cables comprises a K pair of left stay cables and a K pair of right stay cables positioned on two sides of the bridge tower, the 1 st pair of stay cables, the K pair of stay cables, the upper ends of the K pair of stay cables are all connected with the middle upper part of the bridge tower in an anchoring way, the 1 st pair of stay cables, the K pair of stay cables, the K and the K are positive integers, K is more than or equal to 1 and less than or equal to K, and K is 9;

step six, cooperatively tensioning the prestressed steel beams and the stay cables;

step 602, cooperatively tensioning the 2 nd row of prestressed steel beams and the 1 st to 3 rd stay cables by adopting intelligent tensioning equipment;

step 603, cooperatively tensioning the 3 rd row of prestressed steel beams and the 4 th to 6 th diagonal cables by adopting intelligent tensioning equipment;

step 604, cooperatively tensioning the 4 th row of prestressed steel beams and the 7 th to 9 th stay cables by adopting intelligent tensioning equipment;

step seven, beam body swivel construction:

the ZLD200 type intelligent continuous swivel system is adopted to drive the upper rotating disc body and the beam body to swivel through a traction cable until the first stop profile steel contacts the first stop dog and the second stop profile steel contacts the second stop profile steel at the same time, so that the center line of the beam body meets the design requirement position of the center line of the bridge;

step eight, sealing and hinging the rotating body of the beam body:

step 801, constructing a permanent buttress between the bottom of the beam body with the rotating body in place and the cover beam; wherein, the steel bars of the permanent buttress, the steel bars pre-embedded at the bottom of the beam body and the steel bars pre-embedded at the top of the cover beam are all welded and connected;

step 802, pouring sealing hinge C50 micro-expansion concrete into a preformed hole on the beam body with the rotator in place;

ninth, secondary tensioning of the stay cable:

step 1021, sequentially hoisting a first section of slide way framework, a second section of slide way framework, a third section of slide way framework and a fourth section of slide way framework into the square groove, and splicing the first section of slide way framework, the second section of slide way framework, the third section of slide way framework and the fourth section of slide way framework into an annular slide way framework; the bottom parts of the first section of slide way framework, the second section of slide way framework, the third section of slide way framework and the fourth section of slide way framework are fixedly connected with a steel bar extending out of the top part of the bent cap;

step 1022, sequentially splicing and installing a plurality of slideway steel plates at the top of the annular slideway framework to form an annular slideway; wherein, the plurality of slide steel plates are all fan-shaped.

The construction method for the cover beam top rotation of the cross business line of the unequal-span steel box girder cable-stayed bridge is characterized by comprising the following steps of: in step 104, a lower spherical hinge, a rotating shaft and an upper spherical hinge are arranged on the spherical hinge support to form a rotating body structure, and the specific process is as follows:

step 1041, mounting a lower spherical hinge on the spherical hinge support; a lower rotating shaft sleeve is arranged in the lower spherical hinge, the center line of the lower rotating shaft sleeve is positioned at a position required by design, and the top of the lower spherical hinge is higher than that of the cover beam;

step 1042, binding reinforcing steel bars between the outer side wall of the annular slide way and the inner side wall of the square groove, and pouring concrete until the poured concrete is flush with the top surface of the bent cap;

step 1043, binding reinforcing steel bars between the inner side wall of the annular slide way and the spherical hinge bracket, binding reinforcing steel bars on the outer side wall of the lower spherical hinge, and pouring concrete to exceed the top surface of the capping beam to form a concrete frustum; the top surface of the concrete frustum is flush with the highest top surface of the lower spherical hinge, the outer side wall of the concrete frustum is obliquely arranged, and the bottom of the concrete frustum extends to the inner ring of the annular slideway and is flush with the top surface of the cover beam;

step 1044, maintaining the concrete frustum so that the strength of the concrete in the concrete frustum reaches the design requirement value of the concrete strength;

step 1045, coating butter tetrafluoro powder on the inner side wall of the lower rotating shaft sleeve and the outer side wall of the rotating shaft; then the rotating shaft is arranged in the lower rotating shaft sleeve; wherein the bottom of the lower rotating shaft sleeve is closed, and the lower rotating shaft sleeve and the rotating shaft are coaxially arranged;

1046, sequentially mounting a multi-ring polytetrafluoroethylene sliding block on the concave spherical surface of the lower spherical hinge from inside to outside; wherein each ring of the polytetrafluoroethylene sliding blocks comprises a plurality of uniformly distributed polytetrafluoroethylene sliding blocks;

step 1047, coating butter tetrafluoro powder on the concave spherical surface of the lower spherical hinge to form a butter tetrafluoro powder layer; wherein, the butter tetrafluoro powder layer covers the polytetrafluoroethylene sliding block;

step 1048, hoisting the upper spherical hinge to the lower spherical hinge; the bottom surface of the upper spherical hinge is attached to the polytetrafluoroethylene sliding block, and the upper sleeve of the upper spherical hinge is coaxially sleeved on the rotating shaft.

The construction method for the cover beam top rotation of the cross business line of the unequal-span steel box girder cable-stayed bridge is characterized by comprising the following steps of: in step 201, circles surrounded by the circle center projections of the plurality of supporting feet are located on the center line of the annular slideway, each supporting foot comprises two upper steel cylinders, upper limiting plates welded to the bottoms of the two upper steel cylinders, two lower steel cylinders arranged at the bottoms of the upper limiting plates, and supporting foot steel plates arranged at the bottoms of the two lower steel cylinders, and steel wedge blocks, 5 mm-thick polytetrafluoroethylene plates and 3 mm-thick stainless steel plates are sequentially arranged between the bottoms of the supporting foot steel plates and the top of the annular slideway from top to bottom;

go up the rotary table body with be provided with a plurality of sand section of thick bamboos between the annular slide, there is a sand section of thick bamboo between two adjacent bracers, a sand section of thick bamboo includes seamless steel pipe and follows supreme setting quartz sand layer and the concrete layer in seamless steel pipe down, a sand section of thick bamboo top with be provided with the polyethylene film between the rotary table body, the concrete layer in the polyethylene film laminating sand section of thick bamboo, be provided with in the die block board with sand section of thick bamboo complex through-hole.

step 2021, according to a construction design pre-embedding drawing, pre-embedding the anchoring end of the first traction cable in a first construction design position area through a P-type anchor, and pre-embedding the anchoring end of the second traction cable in a second construction design position area through the P-type anchor; the anchoring sections of the first traction cable and the second traction cable are embedded in the upper turntable body, and the length of the anchoring sections of the first traction cable and the second traction cable is 5 m; the first traction cable and the second traction cable are arranged in a rotational symmetry mode, the extending end of the first traction cable is arranged along the outer side wall of one semicircle of the upper turntable body, and the extending end of the second traction cable is arranged along the outer side wall of the other semicircle of the upper turntable body;

step 2022, pouring to form a first traction reaction force seat and a second traction reaction force seat on the bent cap;

2023, connecting the extending end of the first traction cable with a first jack through a first traction reaction seat, and connecting the extending end of the second traction cable with a second jack through a second traction reaction seat; and the moving directions of the extending end of the first traction cable and the extending end of the second traction cable are opposite.

The construction method for the cover beam top rotation of the cross business line of the unequal-span steel box girder cable-stayed bridge is characterized by comprising the following steps of: in step 602, intelligent tensioning equipment is adopted to cooperatively tension the 2 nd row of prestressed steel beams and the 1 st to 3 rd stay cables, and the specific process is as follows:

The construction method for the cover beam top rotation of the cross business line of the unequal-span steel box girder cable-stayed bridge is characterized by comprising the following steps of: in step 603, intelligent tensioning equipment is adopted to cooperatively stretch the 3 rd row of prestressed steel beams and the 4 th to 6 th stay cables, and the specific process is as follows:

The construction method for the cover beam top rotation of the cross business line of the unequal-span steel box girder cable-stayed bridge is characterized by comprising the following steps of: in step 604, intelligent tensioning equipment is adopted to cooperatively stretch the 4 th row of prestressed steel beams and the 7 th to 9 th stay cables, and the specific process is as follows:

The construction method for the unequal-span single-tower steel box girder cable-stayed bridge span business line cover beam top rotation is characterized in that: and magnetic flux sensors are respectively installed at the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, so that in the process of tensioning the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, the magnetic flux sensors detect the cable force of the kth pair of left stay cables and the kth pair of right stay cables, and ensure that the kth pair of left stay cables is tensioned to a kth left initial tension cable force design value and the kth pair of right stay cables is tensioned to a kth right initial tension cable force design value.

The top surface of the cover beam is provided with a first strain gauge and a second strain gauge, and the first strain gauge and the second strain gauge are arranged close to the rotating body structure;

in the process of the collaborative tensioning of the prestressed steel beams and the stay cables in the fourth step, the first strain gauge and the second strain gauge detect the stress of the top surface of the cover beam, so that after the collaborative tensioning of the prestressed steel beams and the stay cables is completed, the stress values detected by the first strain gauge and the second strain gauge meet the stress design requirement value.

The construction method for the unequal-span single-tower steel box girder cable-stayed bridge span business line cover beam top rotation is characterized in that: each prestressed steel strand in the 1 st row of prestressed steel strands is marked as a 1 st prestressed steel strand, each prestressed steel strand in the 2 nd row of prestressed steel strands is marked as a 2 nd prestressed steel strand, each prestressed steel strand in the 3 rd row of prestressed steel strands is marked as a 3 rd prestressed steel strand, each prestressed steel strand in the 4 th row of prestressed steel strands is marked as a 4 th prestressed steel strand, the number of the 4 th prestressed steel strands is smaller than that of the 3 rd prestressed steel strands, the 4 th prestressed steel strands and the 3 rd prestressed steel strands are arranged in a staggered mode, and the 1 st prestressed steel strand, the 2 nd prestressed steel strand, the 3 rd prestressed steel strand and the 4 th prestressed steel strand penetrate through the length direction of the cover beam;

the two ends of the 1 st, 2 nd, 3 rd and 4 th prestressed steel bundles are all higher than the middle positions of the 1 st, 2 nd, 3 rd and 4 th prestressed steel bundles;

the middle positions of the 1 st prestressed steel beam, the 2 nd prestressed steel beam, the 3 rd prestressed steel beam and the 4 th prestressed steel beam are the lowest points;

the heights of the 1 st prestressed steel strand lowest point, the 2 nd prestressed steel strand lowest point, the 3 rd prestressed steel strand and the 4 th prestressed steel strand lowest points along the thickness direction of the cover beam are sequentially reduced, and the 3 rd prestressed steel strand and the 4 th prestressed steel strand lowest points are positioned on the same horizontal plane;

in step 402, the adjusting part comprises an I-shaped steel welded on the top of the bottom bracket and an adjusting steel pipe vertically welded on the top of the I-shaped steel, and the bottom of the beam body is horizontally arranged through the adjusting steel pipe;

when intelligent tensioning equipment is adopted to tension the 1 st row of prestressed steel beams, the 2 nd row of prestressed steel beams, the 3 rd row of prestressed steel beams and the 4 th row of prestressed steel beams, the prestressed steel beams are tensioned from the middle to two ends along the width direction of the bent cap.

Compared with the prior art, the invention has the following advantages:

1. the method has the advantages of simple steps, convenient implementation and simple and convenient construction, and the portal pier columns are arranged for capping the beam top to rotate, so that traffic interruption caused by pier column rotation is avoided, and the method is suitable for construction crossing the existing railway business line and does not influence the passage of roads below.

2. According to the invention, the spherical hinge support is arranged in the cover beam, and the lower spherical hinge, the rotating shaft and the upper spherical hinge are arranged on the spherical hinge support to form a rotating structure, so that the rotation of the cover beam top is realized.

3. The invention discloses a span business line capping beam top rotating construction method of an unequal-span single-tower steel box girder cable-stayed bridge, which has good effect, and comprises the steps of firstly, the installation construction of a beam upper rotating body structure, the pouring of a rotating body structure and the installation of a position control part, secondly, the construction of a beam body and a bridge tower and the installation of a stay cable, then, the cooperative tensioning of a prestressed steel beam and the stay cable, then, the rotating construction of the beam body is carried out, finally, the beam body is rotated and then is sealed and hinged, and the secondary tensioning of the stay cable is carried out, so that the cooperative tensioning of the prestressed steel beam and the stay cable is realized, the prestressed steel beam and the stay cable are alternately tensioned, the prestressed tensioning construction quality is effectively ensured, the stress of the structure is ensured to meet the requirement, the rotating of the unequal-span beam body is also realized, and the capping beam top rotating construction process can be simply and quickly completed.

4. The invention greatly reduces the internal force of the bent cap, further reduces the section size of the bent cap, and solves the problem of unnecessary waste caused by overlarge design for ensuring the stable section size of the bent cap after the bent cap is prestressed and tensioned.

5. According to the invention, the intelligent tensioning equipment is adopted for tensioning the prestressed steel bundles, and due to the high precision and stability of the intelligent tensioning equipment, the interference of human factors can be eliminated, the prestressed tensioning construction quality is effectively ensured, the structural stress is more reasonable, and the construction safety is greatly improved.

6. The invention can reduce the deformation of the bent cap; furthermore, the vertical deviation of the central rotating shaft of the spherical hinge is not more than 2 thousandths, and the horizontal rotation of the bridge is more stable; further structure atress is more reasonable, and the bridge tower straightness that hangs down obtains guaranteeing.

In conclusion, the method has simple steps and reasonable design, is suitable for construction across the existing railway business line without influencing the passage of the road below, has low investment cost and simple and convenient construction, and can simply, conveniently and quickly finish the construction process of the capping beam top turning.

The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.

Drawings

Fig. 1 is a schematic structural diagram of a bent cap and a lower spherical hinge of the invention.

Fig. 2 is a schematic structural view of the annular slideway framework.

Fig. 3 is a schematic structural view of the annular chute of the present invention.

FIG. 4 is a schematic structural view of a PTFE slider of the present invention.

FIG. 5 is a schematic view of the location of the arm brace and sand cylinder of the present invention.

Fig. 6 is a schematic structural view of the temple of the present invention.

Fig. 7 is a schematic structural view of the arm brace and the upper turntable body of the present invention.

Fig. 8 is a schematic structural view of the stay cable of the present invention after swiveling.

FIG. 9 is a schematic diagram of the position control component according to the present invention.

Fig. 10 is a schematic structural view before turning of the present invention.

Fig. 11 is a schematic structural view of a prestressed steel strand in the bent cap according to the present invention.

Fig. 12 is a sectional view taken along line a-a in fig. 11.

Fig. 13 is a sectional view taken along line B-B in fig. 11.

FIG. 14 is a block flow diagram of a method of the present invention.

Description of reference numerals:

2-a capping beam; 2-1, a 1 st prestressed steel strand;

2-2 nd prestressed steel strand; 2-3 rd prestressed steel strand;

2-4 th prestressed steel strand; 3-an annular slideway;

3-1-first section of slideway skeleton; 3-1-upper inner arc L plate;

3-1-2-upper outer arc L plate; 3-1-3-lower inner arc L plate;

3-1-4-lower outer arc L plate; 3-1-5-radial rods;

3-1-6-vertical rods; 3-1-7-a scissor brace; 3-1-8-adjusting bolt;

3-1-9-adjusting nut; 3-1-10-lock nut; 3-2-second section slideway skeleton;

3-third section of slideway skeleton; 3-4-a fourth section of slideway framework; 3-5-slideway steel plate;

4-a spherical hinge support; 5, lower spherical hinge; 5-1-concave spherical surface;

5-2-a polytetrafluoroethylene slide; 5-3 — a first venting orifice; 5-4-second vent hole;

5-vibrating holes; 6, rotating a shaft sleeve; 7-concrete frustum;

8, a rotating shaft; 9-a supporting leg; 9-1, mounting a steel cylinder;

9-2-upper limiting plate; 9-3, discharging a steel cylinder; 9-4-brace steel plate;

10-bottom template; 11-a sand cylinder; 12, spherical hinge mounting;

12-1-installing a sleeve; 13-reinforcing steel bars; 14, turning the disc body up;

15-an adjusting part; 15-1-i-section steel; 15-2-adjusting the steel pipe;

16-a beam body; 17-a bridge tower; 18-a first strain gauge;

19 — a second strain gauge; 20-a square groove; 21-door type pier stud;

23-swivel configuration; 24-a bottom bracket; 25-1 — a first pull cable;

25-2-a second traction cable; 26-1 — a first traction reaction seat;

26-2 — a second traction reaction seat; 27-1 — a first jack; 27-2 — second jack;

28-1 — a first stop; 28-2 — a second stop; 29-1 — first stop profile steel;

29-2-second stop profile steel.

Detailed Description

As shown in fig. 1 to 14, the present invention includes the steps of:

step one, mounting and constructing a swivel structure on a bent cap:

step 101, binding bent cap steel bars on the door type pier stud 21, and pouring concrete to form a bent cap 2; the method comprises the following steps that a square groove 20 is reserved in the center of a cover beam 2, a prestressed steel beam penetrates through the cover beam 2, the prestressed steel beam is marked as a 1 st row of prestressed steel beam from top to bottom, wherein I is larger than or equal to 1 and smaller than or equal to I, the 1 st row of prestressed steel beam is close to the top surface of the cover beam 2, and the I is equal to 4;

102, mounting an annular slide way 3 in the square groove 20 of the cover beam 2; wherein, the upper surface of the annular slideway 3 is flush with the top surface of the bent cap 2;

103, mounting a spherical hinge support 4 in the square groove 20 of the bent cap 2; wherein, the spherical hinge bracket 4 is positioned at the central position in the annular slideway 3;

104, mounting a lower spherical hinge 5, a rotating shaft 8 and an upper spherical hinge 12 on the spherical hinge support 4 to form a rotating body structure 23;

step two, pouring of the swivel structure:

step 201, erecting a bottom template 10 along the peripheral side of an upper spherical hinge 12, and installing a plurality of supporting feet 9 along the circumferential direction of the bottom template 10; wherein, the supporting feet 9 pass through the bottom template 10, and a gap is arranged between the bottom template 10 and the top of the annular slideway 3;

202, binding steel bars 13 on the top of the upper spherical hinge 12 and the circumferential side wall, and embedding two traction ropes in the binding process of the steel bars 13; wherein a plurality of braces are embedded in the reinforcing steel bars 13;

step 203, forming the upper turntable body 14 by erecting a peripheral side template and pouring concrete; the supporting feet 9 penetrate through the upper turntable body 14, the top of the upper turntable body 14 is higher than the top of the supporting feet 9, and the traction sections of the two traction cables extend out of the upper turntable body 14;

step three, installation of a position control component:

step 301, pouring to form a first stop dog 28-1 and a second stop dog 28-2 on the bent cap 2; wherein the top surfaces of the first stop dog 28-1 and the second stop dog 28-2 are lower than the top surface of the upper turntable body 14;

step 302, arranging a first stop profile steel 29-1 and a second stop profile steel 29-2 at the bottom of the beam body 16; the first stop profile steel 29-1, the second stop profile steel 29-2, the first stop dog 28-1 and the second stop dog 28-2 are arranged on the same circle, the center of the enclosed circle coincides with the center of the upper turntable body 14, and the first stop profile steel 29-1 and the second stop profile steel 29-2 are both arranged vertically with the bottom of the beam body 16;

step four, constructing a beam body and a bridge tower:

step 401, setting up a plurality of rows and a plurality of columns of bottom brackets 24;

step 402, performing steel box girder assembling and welding construction on the bottom bracket 24 to form a girder body 16; the adjusting piece 15 is arranged between the bottom of the beam body 16 and the top of the bottom support 24, the tops of the adjusting pieces 15 are flush, the bottom of the beam body 16 is fixedly connected with the upper turntable body 14 in the swivel structure 23, the beam body 16 is an unequal-span beam body, and the length of the beam body 16 on one side of the swivel structure 23 is smaller than that of the beam body 16 on the other side of the swivel structure 23;

step 403, performing bridge tower construction on the beam body 16 to form a bridge tower 17; wherein, the length of the beam body 16 positioned at one side of the bridge tower 17 is less than that of the beam body 16 positioned at the other side of the bridge tower 17;

step five, mounting the stay cable:

sequentially installing a 1 st pair of stay cables, a kth pair of stay cables and a Kth pair of stay cables between the bridge tower 17 and the beam body 16 from inside to outside; the K pair of stay cables are positioned between the end part of the beam body 16 and the top of the bridge tower 17, the K pair of stay cables comprises a K pair of left stay cables and a K pair of right stay cables positioned at two sides of the bridge tower 17, the 1 st pair of stay cables, the K pair of stay cables, the upper ends of the K pair of stay cables are all connected with the middle upper part of the bridge tower 17 in an anchoring mode, the 1 st pair of stay cables, the K pair of stay cables and the K pair of stay cables are arranged in an anchorage device part in the beam body 16 in a penetrating mode, K and K are positive integers, K is more than or equal to 1 and less than or equal to K, and K is more than or equal to 9;

step six, cooperatively tensioning the prestressed steel beams and the stay cables;

step 602, cooperatively tensioning the 2 nd row of prestressed steel beams and the 1 st to 3 rd stay cables by adopting intelligent tensioning equipment;

step 603, cooperatively tensioning the 3 rd row of prestressed steel beams and the 4 th to 6 th diagonal cables by adopting intelligent tensioning equipment;

step 604, cooperatively tensioning the 4 th row of prestressed steel beams and the 7 th to 9 th stay cables by adopting intelligent tensioning equipment;

step seven, beam body swivel construction:

the ZLD200 type intelligent continuous swivel system is adopted to drive the upper turntable body 14 and the beam body 16 to swivel through a traction cable until the first stop profile steel 29-1 contacts the first stop dog 28-1, and meanwhile, the second stop profile steel 29-2 contacts the second stop profile steel 29-2, so that the center line of the beam body 16 meets the design requirement position of the center line of the bridge;

step eight, sealing and hinging the rotating body of the beam body:

step 801, constructing a permanent buttress between the bottom of the beam body 16 with the rotating body in place and the cover beam 2; wherein, the steel bars of the permanent buttress, the bottom embedded steel bars of the beam body 16 and the top embedded steel bars of the cover beam 2 are welded;

step 802, pouring sealing hinge C50 micro-expansion concrete into a preformed hole on the beam 16 with the rotating body in place;

ninth, secondary tensioning of the stay cable:

In this embodiment, in step 102, the annular chute 3 is installed in the square groove 20 of the bent cap 2, and the specific process is as follows:

step 1021, sequentially hoisting a first section of slide way framework 3-1, a second section of slide way framework 3-2, a third section of slide way framework 3-3 and a fourth section of slide way framework 3-4 into the square groove 20, and splicing the first section of slide way framework 3-1, the second section of slide way framework 3-2, the third section of slide way framework 3-3 and the fourth section of slide way framework 3-4 into an annular slide way framework; the bottom parts of the first section of slide way framework 3-1, the second section of slide way framework 3-2, the third section of slide way framework 3-3 and the fourth section of slide way framework 3-4 are fixedly connected with a steel bar extending out of the top part of the cover beam 2;

step 1022, sequentially splicing and installing a plurality of slideway steel plates 3-5 at the top of the annular slideway framework to form an annular slideway 3; wherein, the plurality of slideway steel plates 3-5 are all fan-shaped.

In this embodiment, in step 104, the lower spherical hinge 5, the rotating shaft 8 and the upper spherical hinge 12 are installed on the spherical hinge support 4 to form the swivel structure 23, and the specific process is as follows:

step 1041, mounting a lower spherical hinge 5 on the spherical hinge support 4; wherein, a lower rotating shaft sleeve 6 is arranged in the lower spherical hinge 5, the central line of the lower rotating shaft sleeve 6 is positioned at the position required by the design, and the top of the lower spherical hinge 5 is higher than the top of the cover beam 2;

step 1042, binding reinforcing steel bars between the outer side wall of the annular slide way 3 and the inner side wall of the square groove 20, and pouring concrete until the poured concrete is flush with the top surface of the bent cap 2;

step 1043, binding reinforcing steel bars between the inner side wall of the annular slide way 3 and the spherical hinge support 4, binding reinforcing steel bars on the outer side wall of the lower spherical hinge 5, and pouring concrete to exceed the top surface of the bent cap 2 to form a concrete frustum 7; the top surface of the concrete frustum 7 is flush with the highest top surface of the lower spherical hinge 5, the outer side wall of the concrete frustum 7 is obliquely arranged, and the bottom of the concrete frustum 7 extends to the inner ring of the annular slideway 3 and is flush with the top surface of the cover beam 2;

step 1044, maintaining the concrete frustum 7 so that the strength of the concrete in the concrete frustum 7 reaches the design requirement value of the concrete strength;

step 1045, coating butter tetrafluoro powder on the inner side wall of the lower rotating shaft sleeve 6 and the outer side wall of the rotating shaft 8; then the rotating shaft 8 is arranged in the lower rotating shaft sleeve 6; wherein the bottom of the lower rotating shaft sleeve 6 is closed, and the lower rotating shaft sleeve 6 and the rotating shaft 8 are coaxially arranged;

1046, sequentially mounting a multi-ring polytetrafluoroethylene sliding block on the concave spherical surface 5-1 of the lower spherical hinge 5 from inside to outside; wherein each ring of the polytetrafluoroethylene sliding blocks comprises a plurality of polytetrafluoroethylene sliding blocks 5-2 which are uniformly distributed;

step 1047, coating butter tetrafluoro powder on the concave spherical surface 5-1 of the lower spherical hinge 5 to form a butter tetrafluoro powder layer; wherein, the butter tetrafluoro powder layer covers the ring polytetrafluoroethylene slide block 5-2;

step 1048, hoisting the upper spherical hinge 12 to the lower spherical hinge 5; wherein, the bottom surface of the upper spherical hinge 12 is attached with a polytetrafluoroethylene sliding block 5-2, and an upper sleeve 12-1 in the upper spherical hinge 12 is coaxially sleeved on the rotating shaft 8.

In this embodiment, circles surrounded by the projections of the centers of circles of the plurality of supporting feet in step 201 are located on the center line of the annular slide way 3, each supporting foot 9 comprises two upper steel cylinders 9-1, an upper limiting plate 9-2 welded to the bottoms of the two upper steel cylinders 9-1, two lower steel cylinders 9-3 arranged at the bottoms of the upper limiting plates 9-2, and a supporting foot steel plate 9-4 arranged at the bottoms of the two lower steel cylinders 9-3, and a steel wedge block, a polytetrafluoroethylene plate with a thickness of 5mm, and a stainless steel plate with a thickness of 3mm are sequentially arranged between the bottom of the supporting foot steel plate 9-4 and the top of the annular slide way 3 from top to bottom;

go up the rotor disk 14 with be provided with a plurality of sand section of thick bamboos 11 between the annular slide 3, there is a sand section of thick bamboo 11 between two adjacent bracers, sand section of thick bamboo 11 includes seamless steel pipe and follows supreme quartz sand layer and the concrete layer of setting in seamless steel pipe down, 11 tops of a sand section of thick bamboo with be provided with the polyethylene film between the rotor disk 14, the concrete layer in the sand section of thick bamboo 11 of polyethylene film laminating, be provided with in the die block board 10 with 11 complex through-holes of a sand section of thick bamboo.

In this embodiment, two traction cables are embedded in the process of binding the steel bars 13 in step 202, and the specific process is as follows:

step 2021, according to a construction design pre-embedding drawing, pre-embedding the anchoring end of the first traction cable 25-1 in a first construction design position area through a P-type anchor, and pre-embedding the anchoring end of the second traction cable 25-2 in a second construction design position area through the P-type anchor; wherein, the anchoring sections of the first traction cable 25-1 and the second traction cable 25-2 are pre-embedded in the upper turntable body 14, and the length of the anchoring sections of the first traction cable 25-1 and the second traction cable 25-2 is 5 m; the first traction cable 25-1 and the second traction cable 25-2 are arranged in a rotational symmetry manner, the extending end of the first traction cable 25-1 is arranged along the outer side wall of one semicircle of the upper turntable body 14, and the extending end of the second traction cable 25-2 is arranged along the outer side wall of the other semicircle of the upper turntable body 14;

step 2022, pouring to form a first traction reaction force seat 26-1 and a second traction reaction force seat 26-2 on the bent cap 2;

2023, connecting the extending end of the first traction cable 25-1 with a first jack 27-1 through a first traction reaction base 26-1, and connecting the extending end of the second traction cable 25-1 with a second jack 27-2 through a second traction reaction base 26-2; wherein, the extending end of the first traction cable 25-1 and the extending end of the second traction cable 25-1 move in opposite directions.

In this embodiment, in step 602, intelligent tensioning equipment is used to cooperatively tension the 2 nd row of prestressed steel bundles and the 1 st to 3 rd stay cables, and the specific process is as follows:

In this embodiment, in step 603, intelligent tensioning equipment is used to cooperatively tension the 3 rd row of prestressed steel bundles and the 4 th to 6 th diagonal cables, and the specific process is as follows:

In this embodiment, in step 604, intelligent tensioning equipment is used to cooperatively tension the 4 th row of prestressed steel bundles and the 7 th to 9 th stay cables, and the specific process is as follows:

In this embodiment, the magnetic flux sensors are respectively installed at the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, so that in the process of tensioning the lower ends of the kth pair of left stay cables and the kth pair of right stay cables, the magnetic flux sensors detect the cable forces of the kth pair of left stay cables and the kth pair of right stay cables, and ensure that the kth pair of left stay cables is tensioned to the kth left initial tension design value and the kth pair of right stay cables is tensioned to the kth right initial tension design value.

The top surface of the cover beam 2 is provided with a first strain gauge 18 and a second strain gauge 19, and the first strain gauge 8 and the second strain gauge 9 are arranged close to the rotator structure 23;

in the process of the collaborative tensioning of the prestressed steel bundles and the stay cables in the fourth step, the first strain gauge 18 and the second strain gauge 19 detect the stress of the top surface of the cover beam 2, so that after the collaborative tensioning of the prestressed steel bundles and the stay cables is completed, the stress values detected by the first strain gauge 18 and the second strain gauge 19 meet the stress design requirement value.

In this embodiment, each of the first row of prestressed steel strands is referred to as a 1 st prestressed steel strand 2-1, each prestressed steel strand in the row 2 of prestressed steel strands is marked as a 2 nd prestressed steel strand 2-2, each prestressed steel strand in the 3 rd row of prestressed steel strands is marked as a 3 rd prestressed steel strand 2-3, each prestressed steel strand in the 4 th row of prestressed steel strands is marked as a 4 th prestressed steel strand 2-4, the number of the 4 th prestressed steel strands 2-4 is less than the number of the 3 rd prestressed steel strands 2-3, and the 4 th prestressed steel beam 2-4 and the 3 rd prestressed steel beam 2-3 are distributed in a staggered way, the 1 st prestressed steel strand 2-1, the 2 nd prestressed steel strand 2-2, the 3 rd prestressed steel strand 2-3 and the 4 th prestressed steel strand 2-3 penetrate through the length direction of the cap beam 2;

the two ends of the 1 st prestressed steel strand 2-1, the 2 nd prestressed steel strand 2-2, the 3 rd prestressed steel strand 2-3 and the 4 th prestressed steel strand 2-3 are all higher than the middle positions of the 1 st prestressed steel strand 2-1, the 2 nd prestressed steel strand 2-2, the 3 rd prestressed steel strand 2-3 and the 4 th prestressed steel strand 2-3;

the middle positions of the 1 st prestressed steel strand 2-1, the 2 nd prestressed steel strand 2-2, the 3 rd prestressed steel strand 2-3 and the 4 th prestressed steel strand 2-3 are the lowest points;

the heights of the lowest point of the 1 st prestressed steel beam 2-1, the lowest point of the 2 nd prestressed steel beam 2-2, the lowest point of the 3 rd prestressed steel beam 2-3 and the lowest point of the 4 th prestressed steel beam 2-3 along the thickness direction of the cover beam 2 are sequentially reduced, and the lowest points of the 3 rd prestressed steel beam 2-3 and the 4 th prestressed steel beam 2-3 are positioned on the same horizontal plane;

in the step 402, the adjusting piece 5 comprises an I-shaped steel 5-1 welded at the top of the bottom support 4 and an adjusting steel pipe 5-2 vertically welded at the top of the I-shaped steel 5-1, and the bottom of the beam body 6 is horizontally arranged by adjusting the steel pipe 5-2;

As shown in fig. 2 and 3, in this embodiment, the first section of slide way framework 3-1, the second section of slide way framework 3-2, the third section of slide way framework 3-3 and the fourth section of slide way framework 3-4 are 1/4 circular frameworks, the first section of slide way framework 3-1, the second section of slide way framework 3-2, the third section of slide way framework 3-3 and the fourth section of slide way framework 3-4 have the same structure and comprise an upper arc-shaped part, a lower arc-shaped part and a plurality of supporting parts arranged between the upper arc-shaped part and the lower arc-shaped part, the upper arc-shaped part comprises an upper inner arc-shaped L plate 3-1-1 and an upper outer arc-shaped L plate 3-1-2, the lower arc-shaped part comprises a lower inner arc-shaped L plate 3-1-3 and a lower outer arc-shaped L plate 3-1-4, the supporting component comprises vertical rods 3-1-6 which are connected between the upper inner arc-shaped L plate 3-1-1 and the lower inner arc-shaped L plate 3-1-3 and between the upper outer arc-shaped L plate 3-1-2 and the lower outer arc-shaped L plate 3-1-4, radial rods 3-1-5 and a cross brace 3-1-7 which are connected between the two vertical rods 3-1-6; an inclined angle support is arranged between every two adjacent supporting parts.

In the embodiment, the slideway steel plate 3-5 is arranged on the upper inner arc L plate 3-1-1 and the upper outer arc L plate 3-1-2, and the slideway steel plate 3-5 is supported by the upper inner arc L plate 3-1-1 and the upper outer arc L plate 3-1-2, so that the support strength is improved; a gap is arranged between the upper inner arc L-shaped plate 3-1-1 and the upper outer arc L-shaped plate 3-1-2.

In this embodiment, during actual installation, the bottoms of the vertical rods 3-1-6, the lower inner arc-shaped L-plates 3-1-3 and the lower outer arc-shaped L-plates 3-1-4 are all fixedly connected with reinforcing steel bars extending out of the top of the bent cap 2.

In the embodiment, the upper inner arc-shaped L plate 3-1-1 and the upper outer arc-shaped L plate 3-1-2 are both L-shaped, and are connected with the vertical rod 3-1-6 conveniently through the vertical part on one hand, and are used for installing the slideway steel plate 3-5 through the horizontal part on the other hand.

In this embodiment, during actual installation, the upper inner arc-shaped L plate 3-1-1 and the upper outer arc-shaped L plate 3-1-2 are respectively provided with an adjusting component for finely adjusting the height position of the slideway steel plate 3-5, the adjusting component comprises an adjusting bolt 3-1-8 penetrating the upper inner arc-shaped L plate 3-1-1 and the upper outer arc-shaped L plate 3-1-2, two adjusting nuts 3-1-9 penetrating the adjusting bolt 3-1-8 and a locking nut 3-1-10 penetrating the adjusting bolt 3-1-8, the two adjusting nuts 3-1-9 are arranged in a way of being attached to the upper side and the lower side of the slideway steel plate 3-5, and the locking nut 3-1-10 is attached to the horizontal parts on the two sides of the upper inner arc-shaped L plate 3-1-1 and the upper outer arc-shaped L plate 3-1-2 And (6) laying.

In the embodiment, the slideway steel plates 3-5 are formed by machining and then performing chromium plating and polishing treatment on 24mm thick steel plates, and the surface roughness is 6.3 grades.

In the embodiment, the two adjusting nuts 3-1-9 are used for ensuring that the whole slideway surface formed by the slideway steel plates 3-5 is in the same plane, and the relative height difference is not more than 2 mm. The height difference of the joints of the slideway steel plates 3-5 is required to be less than or equal to 0.5 mm. After the loading, the whole slide way surface is detected for 1 time, and the height difference of any position of the slide way is ensured to be less than or equal to 1mm/3 m.

In this embodiment, the seamless steel pipe has a diameter of 325mm and a wall thickness of 14mm, and the thickness of the concrete layer is 15 cm.

As shown in fig. 4, in this embodiment, the multi-ring ptfe slides are sequentially and respectively denoted as a 1 st ring ptfe slide, an I 'th ring ptfe slide, and an I' th ring ptfe slide from inside to outside; wherein I 'and I' are positive integers, and I 'is more than or equal to 1 and less than or equal to I'; the number of the polytetrafluoroethylene sliding blocks 5-2 from the 1 st ring of polytetrafluoroethylene sliding blocks to the I' th ring of polytetrafluoroethylene sliding blocks is gradually increased, the thickness of the polytetrafluoroethylene sliding blocks 5-2 is 5mm, and the cross section of the ring of polytetrafluoroethylene sliding blocks 5-2 is circular.

In this embodiment, I' is 11, the number of the ptfe blocks 5-2 in the 1 st loop ptfe block is 14, the number of the ptfe blocks 5-2 in the 2 nd loop ptfe block is 22, the number of the ptfe blocks 5-2 in the 3 rd loop ptfe block is 30, the number of the ptfe blocks 5-2 in the 4 th loop ptfe block is 36, the number of the ptfe blocks 5-2 in the 5 th loop ptfe block is 42, the number of the ptfe blocks 5-2 in the 6 th loop ptfe block is 48, the number of the ptfe blocks 5-2 in the 7 th loop ptfe block is 54, the number of the ptfe blocks 5-2 in the 8 th loop ptfe block is 62, and the number of the ptfe blocks 5-2 in the 9 th loop ptfe block is 68, the number of the polytetrafluoroethylene sliding blocks 5-2 in the 10 th ring of polytetrafluoroethylene sliding blocks is 74, and the number of the polytetrafluoroethylene sliding blocks 5-2 in the 11 th ring of polytetrafluoroethylene sliding blocks is 80.

In this embodiment, in practical use, a first ring of exhaust holes are arranged between the 2 nd ring of polytetrafluoroethylene sliding block and the 3 rd ring of polytetrafluoroethylene sliding block on the concave spherical surface 5-1, and the first ring of exhaust holes comprise eight first exhaust holes 5-3 which are uniformly distributed; a second ring of exhaust holes are formed outside the 11 th ring of polytetrafluoroethylene sliding block on the concave spherical surface 5-1, and the second ring of exhaust holes comprise eight second exhaust holes 5-4 which are uniformly distributed;

eight uniformly distributed vibrating holes 5-5 are formed in the 6 th ring of polytetrafluoroethylene sliding block area on the concave spherical surface 5-1, so that the concrete pouring in the step 1043 can be conveniently vibrated;

the concave spherical surface 5-1 is provided with a sliding block hole for embedding a polytetrafluoroethylene sliding block 5-2, and the polytetrafluoroethylene sliding block 5-2 at the position of the vibrating hole 5-5 is embedded in concrete.

In this embodiment, in actual use, the number of the arm braces 9 is 8.

In this embodiment, the upper turntable body 14 is a cylindrical structure with a thickness of 0.9m and a diameter of 6.0 m.

In this embodiment, the included angle between the first stop profile steel 29-1 and the included angle between the second stop profile steel 29-2 and the second stop profile steel 29-2 are both 93.7 degrees, so that the beam 16 can meet the construction design requirement when rotating 93.7 degrees.

In this embodiment, in actual use, a rubber pad is disposed on the side of the first stop profile steel 29-1 close to the first stop 28-1, and a rubber pad is disposed on the side of the second stop profile steel 29-2 close to the second stop 28-2; and a rubber pad is arranged for buffering the inertia force generated when the rotating body collides with the stop dog in place.

In this embodiment, it should be noted that, when the beam body 16 needs to be operated to rotate, the steel wedge at the bottom of the brace steel plate 9-4 needs to be removed first, and the sand cylinder 11 needs to be removed; the steel wedge blocks are arranged to tightly plug the supporting feet 9 and the annular slide ways 3 when the beam body 16 is not operated to rotate, so that the upper turntable body 14 and the spherical hinge structure are ensured not to move when the upper structure is constructed.

The polytetrafluoroethylene plate with the thickness of 5mm is arranged to prevent the inclination of the beam body 16 in the process of rotating the beam body 16, and the friction between the supporting feet 9 and the polytetrafluoroethylene plate is small so as to reduce the friction force;

set up 3mm thick corrosion resistant plate and place on annular slide 3 for the convenience of 5mm thick polytetrafluoroethylene board pastes the dress on 3mm thick corrosion resistant plate, avoids 5mm thick polytetrafluoroethylene board directly to place the skew of skidding on annular slide 3.

In this embodiment, it should be noted that the ZLD 200-type intelligent continuous swivel system is adopted to operate the first jack 27-1 to drive the upper turntable 14 and the beam 16 to swivel through the first traction cable 25-1 and simultaneously operate the second jack 27-2 to drive the second traction cable 25-2; wherein, the first traction cable 25-1 and the second traction cable 25-2 act on the upper turntable body 14 and the beam body 16 to perform the rotation, and the winding height of the extending end of the first traction cable 25-1 is higher than that of the extending end of the second traction cable 25-2.

In this embodiment, before the beam 16 rotates, the upper turntable body 14, the supporting legs and the sand cylinder 11 act together to resist unbalanced moment, so as to ensure stable rotation structure.

In this embodiment, the first traction cable 25-1 and the second traction cable 25-2 are both provided with 15 traction cablesThe steel strands are formed and provide traction force for the rotating body of the beam body 16, and the outlets of the first traction cable 25-1 and the second traction cable 25-2 are designed smoothly when penetrating out of the upper rotating disc body 14 without dead bends.

In this embodiment, each upper limiting plate 9-2 is attached to a bottom formwork 10, the lower steel cylinder 9-3 penetrates through the bottom formwork 10, and the distance between the bottom of each supporting foot steel plate 9-4 and the annular slideway 3 is 15-20 mm.

In the embodiment, the ZLD200 type intelligent continuous turning system is good in synchronism, the two jacks are always kept balanced and seamless to be alternately stressed in the working process, the turning process is effectively controlled to be stable, impact vibration is avoided, accurate synchronization is achieved, and turning construction quality is improved.

In this embodiment, the distance between two adjacent prestressed steel bundles in the ith row is the same, and the distance between two adjacent rows at the end face of the bent cap 2 is the same.

In the present embodiment, the width of the bent cap 2 is 7m, the length of the bent cap 2 is 17.6m, and the maximum thickness of the bent cap 2 is 3.5 m. Sequentially marking the ith row of prestressed steel bundles as the ith row of 1 st prestressed steel bundle according to the width direction of the bent cap 2, wherein the ith row of jth prestressed steel bundle, and the ith row of jth prestressed steel bundle; j and J are positive integers, J is more than or equal to 1 and less than or equal to J, and when i is 1-3, J is 8; when i takes 4, J is 7.

As shown in fig. 11 to 13, in this embodiment, I is 4, and the distance between two adjacent rows of prestressed steel bundles located at the end surface of the capping beam 2 is 55cm, the distance between the center of the 1 st row of prestressed steel bundles located at the end surface of the capping beam 2 and the top surface of the capping beam 2 is 85cm, and the distance between the center of the 4 th row of prestressed steel bundles located at the end surface of the capping beam 2 and the bottom surface of the capping beam 2 is 100 cm.

In this embodiment, each of the 1 st row of prestressed steel bundles to the 3 rd row of prestressed steel bundles includes 8 prestressed steel bundles, and the 4 th row of prestressed steel bundles includes 7 prestressed steel bundles.

In this embodiment, the distance between two adjacent prestressed steel bundles in each row of prestressed steel bundles located at the end face of the bent cap 2 is 50cm, and the distance between the prestressed steel bundle located at the end of each row of prestressed steel bundles and the side face of the bent cap 2 is the same.

In this embodiment, the 1 st prestressed steel strand 2-1, the 2 nd prestressed steel strand 2-2, the 3 rd prestressed steel strand 2-3 and the 4 th prestressed steel strand 2-3 are all arranged in a spline curve through the bent cap 2.

In the embodiment, the vertical distance between the lowest point of the 1 st prestressed steel beam 2-1 and the lowest point of the 2 nd prestressed steel beam 2-2 is 20 cm; the vertical distance between the lowest point of the 2 nd prestressed steel beam 2-2 and the lowest points of the 3 rd prestressed steel beam 2-3 and the 4 th prestressed steel beam 2-3 is 20 cm; the distance between the lowest point of the 1 st prestressed steel beam 2-1 and the top surface of the capping beam 2 is 290cm, and the distance between the lowest point of the 3 rd prestressed steel beam 2-3 and the 4 th prestressed steel beam 2-3 and the bottom surface of the capping beam 2 is 20 cm.

In this embodiment, the magnetic flux sensor may refer to a CCT18 magnetic flux sensor.

In this embodiment, the first strain gauge 8 and the second strain gauge 9 can both refer to a surface type smart string strain gauge JMZX-212 HAT.

In this embodiment, it should be noted that the design value σ of the tension control stress, the design value of the kth left initial tension cable force, the design value of the kth right initial tension cable force, the design value of the kth left bridge cable force, and the design value of the kth right bridge cable force are all construction design values, and are obtained according to a construction design drawing.

The above description is only a preferred embodiment of the present invention, and is not intended to limit the present invention, and all simple modifications, changes and equivalent structural changes made to the above embodiment according to the technical spirit of the present invention still fall within the protection scope of the technical solution of the present invention.

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