Tensioning construction method for oversized span beam string structure form control

Abstract

The invention relates to the technical field of building construction, and particularly discloses a tensioning construction method for oversized-span beam string structure form control, which comprises the following steps: determining each design parameter of an oversized-span beam string structure, installing the integral structure of the beam string structure, dividing each span beam string structure into different batches, and dividing the tensioning process of each batch into four stages, prestress is applied to the inhaul cables in different grades in a staged mode through a folding and unfolding circulating tensioning mode, the tension and displacement of the inhaul cables are monitored through sensors located at the two ends in the tensioning process, the purpose that the shape of the beam string structure is controllable in the tensioning process is achieved, and the whole beam string structure roof adopts the folding and unfolding circulating tensioning mode. The tensioning mode is suitable for a super-large-span beam string structure system with few spans, the whole structure of the beam string structure is stable in the tensioning process, the influence between adjacent beam string structures is small, the structure deformation can be controlled easily, the loss of the prestress of the inhaul cable can be reduced, and the safety and stability of the beam string structure in the using process are guaranteed.

Description

Technical Field

[0001] The present application relates to the technical field of building construction, and in particular to a tensioning construction method for controlling the morphology of a super-large span beam-string structure. Background Art

[0002] Large-span beam string structures are widely used in modern buildings due to their excellent space utilization and aesthetics. Cable tensioning during construction is a key step. The traditional tensioning method determines the starting and ending points of tensioning, as well as the tensioning sequence of the beam string beams in the middle, based on the overall layout and design requirements of the beam string structure. The cables are then tensioned from one side of the beam string structure to the other side.

[0003] However, the existing technology still has the following problems: since the cables are tensioned from one side of the beam string structure to the other side in sequence, it is difficult to control the nonlinear effect of the beam string structure, and the cables are unevenly stressed, and the prestress loss is too large to cause relaxation and other unfavorable situations, which directly affect the safety and stability of the beam string structure. Summary of the invention

[0004] The present application provides a tensioning construction method for controlling the shape of a super-large span beam string structure, thereby solving the problem in the prior art that the geometric shape of the beam string is difficult to control, thereby affecting the safety and stability of the beam string due to tensioning the cables sequentially from one side of the beam string structure to the other side. By adopting a closing and unfolding cyclic tensioning method, tensioning work is performed simultaneously from both sides of the beam string structure, thereby making the structural deformation uniform, reducing the cable force loss and improving the safety and stability of the beam string.

[0005] The present application provides a tensioning construction method for controlling the morphology of a super-long span beam string structure, comprising the following steps:

[0006] S101, determine the design parameters of the beam string and complete the in-situ installation of the beam string structure;

[0007] S102. The two sides of the beam string structure are tensioned symmetrically. Both ends of a single beam string are tensioned synchronously. The prestress of the cables is gradually increased in four stages until the prestress of each cable reaches the design requirement.

[0008] S103, the beam string is tensioned by closing and expanding as a whole, and the cables are tensioned cyclically from both sides of the beam string structure by closing inwards and expanding outwards;

[0009] S104. After tensioning is completed, make final adjustments to all cables to ensure that the prestress of all cables is uniform and meets the design requirements.

[0010] Furthermore, in step S101, the following steps are also included:

[0011] S1011. During the construction of concrete steel columns, steel interfaces of the beam string extending inwards are reserved on both sides of the beam string span, and ear plates are designed below the reserved steel interfaces as tensioning points for the cables.

[0012] S1012, install the temporary support frame of the beam string, install the beam string structure, including the hoisting of the upper beam, and the in-situ installation of the support rods and cables;

[0013] S1013. Set the tensioning starting points of the beam string roof at both sides, and use the two middle beam string roofs as the closing and tensioning end points, and perform closing and tensioning inwards step by step.

[0014] Furthermore, in the step S1012, the beam string structure is pre-assembled on the ground, the beam string structure is lifted by a crane, and a support frame is erected according to the segmented positions of the beam string, the lower part is reliably connected to the ground, and an operating platform is installed on the upper part. After the support frame is erected, the guy rope is pulled in time, and when the cable is erected, a support frame needs to be temporarily installed for the installation of the strut and the cable.

[0015] Furthermore, in the step S102, tensioning points at both ends of the cable are provided with tensioning devices for applying the same pre-tightening force to both ends of the cable.

[0016] Furthermore, the step S103 also includes the following steps:

[0017] S1031, primary tensioning, wherein the tension applied by the primary tensioning is 10% of the prestressing requirement of the cable;

[0018] S1032, secondary tensioning, wherein the tension applied by the secondary tensioning is 50% of the prestressing requirement of the cable;

[0019] S1033, three-stage tensioning, wherein the tension applied by the three-stage tensioning is 80% of the prestressing requirement of the cable;

[0020] S1034: Four-stage tensioning, wherein the tension applied by the four-stage tensioning is 100% of the cable prestressing requirement.

[0021] Furthermore, the construction sequence of the first-level tensioning and the second-level tensioning is the same, the construction sequence of the third-level tensioning and the fourth-level tensioning is the same, and the first-level tensioning and the second-level tensioning are opposite to the sequence of the third-level tensioning and the fourth-level tensioning. The first-level tensioning and the second-level tensioning are carried out from the outside to the inside, the tensioning sequence of the cable is from A to D in sequence, the third-level tensioning and the fourth-level tensioning are carried out from the inside to the outside, the first-level tensioning and the second-level tensioning adopt a closed tensioning sequence, and the third-level tensioning and the fourth-level tensioning adopt an expanded sequence, thereby improving the uniformity of the cable pre-tensioning force and the efficiency of adapting to the tension, thereby improving the construction efficiency.

[0022] Furthermore, the first-level tensioning preload is 10%, the second-level tensioning preload is 50%, the third-level tensioning preload is 80%, and the fourth-level tensioning preload is 100%, and during the four-level tensioning process, over-tensioning of 5% is achieved simultaneously. After the four-level tensioning is completed, it is connected to the roof body through the secondary beam, wherein over-tensioning of 5% is achieved simultaneously during the four-level tensioning process. The main function of achieving over-tensioning of 5% (i.e., reaching 105% of the designed tensioning force) is to reduce the prestress loss caused by the relaxation of the prestressed tendons. Through over-tensioning, the early development of relaxation of the prestressed tendons can be accelerated under high stress conditions, so that after the tensioning is completed, the relaxation loss of the prestressed tendons can be compensated to a certain extent.

[0023] Furthermore, the primary tensioning, secondary tensioning, tertiary tensioning and quaternary tensioning are each divided into two stages, with an interval of no less than 15 minutes between each stage, and the interval time between the primary tensioning, secondary tensioning, tertiary tensioning and quaternary tensioning is 2 hours. After the cable tensioning is completed, it is connected to the roof body through the secondary beam. The staged tensioning construction takes the secondary tensioning as an example. In the preset tension of the cable, the cable tension needs to be applied from 110KN to 550KN, which means that the maximum tension in the secondary tensioning is 550KN. When the first stage of tensioning is carried out, the cable tension is applied from 110KN to 400KN, and then paused for 15 minutes. At this time, the first stage ends and the second stage begins. Then, the tension is applied to the cable to reach the preset 550KN. After the secondary tensioning is completed, it is paused for 2 hours before the third stage tensioning is carried out, so that the cable can slowly adapt to the tension change.

[0024] Furthermore, the step S104 also includes comprehensive testing of the beam string structure, as well as force testing, displacement monitoring and stability assessment.

[0025] The technical solution provided by this application has at least the following technical effects or advantages:

[0026] 1. The present application divides the tensioning process into four levels by means of closing and unfolding tensioning. Different pre-tensioning forces are applied to the cables at different levels. The pre-tensioning force is the tension on the cables. The overall tensioning method of the beam string roof is closing and unfolding cyclic tensioning. This tensioning method is suitable for a beam string structure system with a small number of spans. During the tensioning process, the overall structure of the beam string is stable, and the influence between adjacent beam strings is small, which is conducive to controlling the deformation of the structure, thereby making the cables evenly stressed and improving the safety and stability of the beam string. BRIEF DESCRIPTION OF THE DRAWINGS

[0027] Figure 1 It is a schematic diagram of the construction sequence structure of the primary tensioning and the secondary tensioning in the implementation manner of the present application.

[0028] Figure 2This is a schematic diagram of the construction sequence structure of three-level tensioning and four-level tensioning in the implementation mode of this application. DETAILED DESCRIPTION

[0029] The embodiment of the present application discloses a tensioning construction method for controlling the morphology of a super-large span beam-string structure. The tensioning process is divided into four levels by closing and unfolding the tensioning method. Different pre-tensioning forces are applied to the cables in different levels. The pre-tensioning force is the tension on the cables. The overall tensioning method of the beam-string roof is a closing and unfolding cyclic tensioning method. This tensioning method is suitable for a beam-string structure system with a small number of spans. During the tensioning process, the overall structure of the beam-string is stable, and the influence between adjacent beam-strings is small, which is conducive to controlling the deformation of the structure, thereby making the cables evenly stressed and improving the safety and stability of the beam-string.

[0030] In order to better understand the above technical solution, the above technical solution will be described in detail below in conjunction with the accompanying drawings and specific implementation methods.

[0031] Reference Figure 1 and Figure 2 The present application discloses a tensioning construction method for controlling the shape of a super-long span beam string structure, comprising the following steps:

[0032] S101, determine the design parameters of the beam string and complete the in-situ installation of the beam string structure;

[0033] S102, tensioning the cables from both sides of the beam string structure, and starting to tension the cables from both ends of the beam string structure, gradually increasing the prestress of the cables in four stages until the prestress of each cable reaches the design requirement;

[0034] S103, tensioning the cables from both sides of the beam string structure by a closing and unfolding method;

[0035] S104. After completing the closing tensioning, make final adjustments to all cables to ensure that the prestress of all cables is uniform and meets the design requirements.

[0036] According to the needs of the roof project, the number of beam string in the beam string structure, as well as the length of the cable, the position of the cable and the prestressing requirements of the cable are determined, the cables are installed on the beam string, and the beam string structure is installed. Considering the coupling effect between the beam string spans, the secondary beams between the beam string spans are not tightened during installation. The closing and unfolding methods are used to carry out the construction from both sides or the middle of the beam string structure, thereby improving the uniformity of the preload force of the cables.

[0037] Reference Figure 1 and Figure 2 As shown, in the step S101, the following steps are also included:

[0038] S1011. During the construction of concrete steel columns, steel interfaces of the beam string extending inwards are reserved on both sides of the beam string span, and ear plates are designed below the reserved steel interfaces as tensioning points for the cables.

[0039] S1012, install the temporary support frame of the beam string, install the beam string structure, including the hoisting of the upper beam, and the in-situ installation of the support rods and cables;

[0040] S1013. Set the tensioning starting points of the beam string roof at both sides, and use the two middle beam string roofs as the closing and tensioning end points, and perform closing and tensioning inwards step by step.

[0041] The beam string structure is hoisted by a crane, and the support frame is erected according to the segmented position of the beam string. The lower part is reliably connected to the ground, and an operating platform is installed on the upper part. After the support frame is erected, the guy rope is pulled in time. When the cable is erected, a support frame needs to be temporarily installed for the installation of the strut and the cable. After the cable is tensioned, it is connected to the roof body through the secondary beam.

[0042] In the present embodiment, in the step S1012, the beam string structure is pre-assembled on the ground, the beam string structure is hoisted by a crane, and a support frame is erected according to the segmented positions of the beam string, the lower part is reliably connected to the ground, and an operating platform is installed on the upper part. After the support frame is erected, the guy rope is pulled in time, and when the cable is erected, a support frame needs to be temporarily installed for the installation of the strut and the cable.

[0043] Wherein, in said step S102, the cable is a key load-bearing member in the beam-string structure, and high-performance tensioning equipment is provided at both ends of the cable to ensure that the same preload force can be applied to both ends of the cable synchronously and accurately, and to ensure that the cable maintains an appropriate tension state in subsequent use, thereby extending the service life of the beam-string structure, and monitoring sensors are provided at both ends and in the middle of the cable to monitor the tension changes of the cable in real time, and to adjust the tensioning equipment in time until the preload force value required by the design is reached.

[0044] Through step S102, the assembly work of the beam string structure has been completed efficiently and accurately on the ground in advance. In this step, the overall assembled beam string structure is stably lifted to a predetermined height by a crane. Subsequently, the support frame is erected in an orderly manner according to the segmented position of the beam string structure and the layout requirements after lifting. The lower part of the support frame is fixed to the ground by a reliable connection method to ensure that it will not slide or tilt. The upper part is installed with an operating platform that is convenient for construction personnel to operate and maintain, providing a good working environment for subsequent cable installation and commissioning work.

[0045] Reference Figure 1 and Figure 2 As shown, the step S103 also includes the following steps:

[0046] S1031, primary tensioning, wherein the tension applied by the primary tensioning is 10% of the prestressing requirement of the cable;

[0047] S1032, secondary tensioning, wherein the tension applied by the secondary tensioning is 50% of the prestressing requirement of the cable;

[0048] S1033, three-stage tensioning, wherein the tension applied by the three-stage tensioning is 80% of the prestressing requirement of the cable;

[0049] S1034, four-stage tensioning, the tension applied by the four-stage tensioning is 100% of the cable prestressing requirement;

[0050] The construction order of the first-level tensioning and the second-level tensioning is the same, the construction order of the third-level tensioning and the fourth-level tensioning is the same, and the first-level tensioning and the second-level tensioning are opposite to the third-level tensioning and the fourth-level tensioning. The first-level tensioning and the second-level tensioning are carried out from the outside to the inside, the tensioning order of the cable is from A to D in sequence, and the third-level tensioning and the fourth-level tensioning are carried out from the inside to the outside;

[0051] The first-stage tensioning pre-tensioning force is 10%, the second-stage tensioning pre-tensioning force is 50%, the third-stage tensioning pre-tensioning force is 80%, the fourth-stage tensioning pre-tensioning force is 100%, and an over-tensioning of 5% is simultaneously achieved during the four-stage tensioning process.

[0052] The primary tensioning preload is 10%, and the secondary tensioning preload is 50%. The single-stage tensioning process is divided into two stages, namely the initial tensioning stage and the final tensioning stage. The interval between each stage is 15 minutes. The initial tensioning stage can initially subject the cable to tension, so that the cable gradually adapts to the tensioning stress state, which helps to avoid breakage or damage of the prestressed tendons when they are suddenly subjected to a large amount of tension. Staged tensioning helps to make the prestress more evenly distributed in the beam body. The initial tensioning can preliminarily adjust the tension of the cable, while the final tensioning can be further accurately adjusted to achieve the prestress distribution state required by the design.

[0053] When performing primary tensioning and secondary tensioning, the tensioning sequence is as follows: Figure 1 As shown, the tensioning sequence is from outside to inside, from A to D in sequence, and the tensioning of the cable is carried out from both sides simultaneously. The construction is carried out from both sides of the tensioned beam structure to the middle in a closing manner. The tensioning sequence starts from A, followed by B, C and D in sequence, to ensure uniform force on the roof and structural stability.

[0054] The sequence of three-stage tensioning and four-stage tensioning is as follows Figure 2As shown, it is carried out from inside to outside, and the tensioning sequence is also shown from A to D, wherein the third-level tensioning preload is 80%, and the fourth-level tensioning preload is 100%. The construction is carried out from the middle to both sides of the beam string structure in an unfolding manner, so that the tension of each cable gradually increases to the full design prestress value, thereby making the cable evenly stressed, thereby improving the overall safety and stability of the beam string structure.

[0055] In this embodiment, when the third-stage tensioning is performed, the tensioning sequence of the cables needs to be changed, and the tensioning is performed from the middle of the beam string structure to both sides simultaneously. At this time, point A is located in the middle of the beam string structure, and the sequence is still A, B, C and D in sequence, thereby improving the uniformity and stability of the stress on the beam string.

[0056] It should be noted that the third-level tensioning sequence is consistent with the fourth-level tensioning sequence.

[0057] After the four-level tensioning is completed, it is connected to the main body of the roof through the secondary beam, wherein an over-tension of 5% is achieved simultaneously during the four-level tensioning process. The main purpose of achieving an over-tension of 5% (i.e., reaching 105% of the designed tensioning force) is to reduce the prestress loss caused by the relaxation of the prestressed tendons. Through over-tensioning, the early development of relaxation of the prestressed tendons can be accelerated under high stress conditions, so that after the tensioning is completed, the relaxation loss of the prestressed tendons can be compensated to a certain extent, so that the cable can maintain the prestress level required by the design for a longer time. In addition, over-tensioning also helps to eliminate the gap between the cable and the supporting structure, ensure that the cable can be evenly stressed, improve the overall stability and safety of the structure, and improve the safety and stability of the beam-string structure. When the cable is tensioned, the monitoring sensor monitors the tension data at both ends and in the middle of the cable in real time, monitors the cable in real time, and ensures uniform stress and structural stability of the roof.

[0058] In this embodiment, the first-level tensioning, second-level tensioning, third-level tensioning and fourth-level tensioning are divided into two stages, and the interval between each stage is not less than 15 minutes. The interval between the first-level tensioning, second-level tensioning, third-level tensioning and fourth-level tensioning is 2 hours. After the cable tensioning is completed, it is connected to the roof body through the secondary beam.

[0059] Taking the secondary tensioning as an example, in the preset tension of the cable, the cable tension needs to be applied from 110KN to 550KN, which means that the maximum tension in the secondary tensioning is 550KN. When the first stage of tensioning is carried out, the cable tension is applied from 110KN to 400KN, and then paused for 15 minutes. At this time, the first stage ends and the second stage begins. Then, the tension is applied to the cable to reach the preset 550KN. After the secondary tensioning is completed, the tertiary tensioning is carried out after a pause of 2 hours, so that the cable can slowly adapt to the tension change.

[0060] Finally, step S104 also includes comprehensive testing of the beam string structure, as well as force testing, displacement monitoring and stability evaluation, so as to ensure the long-term safe use of the beam string structure.

[0061] Working principle: In the roof construction project, the beam string structure is installed. Considering the coupling effect between the beam string of each span, the secondary beams between the beam string are not tightened when they are installed. When the primary tensioning and the secondary tensioning are carried out, the tensioning sequence is as follows: Figure 1 As shown, the tensioning sequence is from outside to inside, from A to D in sequence, and the tensioning work of the cable is carried out from both sides at the same time, and the construction is carried out from both sides of the beam string structure to the middle in a closed manner, thereby improving the uniformity of the preload force of the cable;

[0062] Among them, the primary tensioning preload is 10%, the secondary tensioning preload is 50%, and the single-stage tensioning process is divided into two stages, namely the initial tensioning stage and the final tensioning stage, each stage is 15 minutes apart. The initial tensioning stage allows the cable to be initially subjected to tension, so that the cable gradually adapts to the tensioning stress state, which helps to avoid the prestressed tendons from breaking or being damaged when they are suddenly subjected to a large amount of tension. Staged tensioning helps to make the prestress more evenly distributed in the beam body. The initial tensioning can preliminarily adjust the tension of the cable, while the final tensioning can be further accurately adjusted to achieve the prestress distribution state required by the design.

[0063] Taking the secondary tensioning as an example, in the preset tension of the cable, the cable tension needs to be applied from 110KN to 550KN. During construction, the cable tension is applied from 110KN to 400KN, and then paused for 15 minutes, and then the tension is applied to the cable to reach the preset 550KN. After the secondary tensioning is completed, it is paused for 2 hours before the third-level tensioning is carried out, so that the cable can slowly adapt to the tension change;

[0064] The sequence of three-stage tensioning and four-stage tensioning is as follows Figure 2 As shown, it is carried out from inside to outside, and the tensioning sequence is also shown from A to D. Among them, the third-level tensioning preload is 80%, and the fourth-level tensioning preload is 100%. The construction is carried out from the middle of the beam string structure to both sides in an unfolding manner, so that the tension of each cable gradually increases to the full design prestress value, thereby making the cable force uniform, improving the overall safety and stability of the beam string structure;

[0065] After the four-level tensioning is completed, it is connected to the main body of the roof through the secondary beam, wherein an over-tension of 5% is achieved simultaneously during the four-level tensioning process. The main purpose of achieving an over-tension of 5% (i.e., reaching 105% of the designed tensioning force) is to reduce the prestress loss caused by the relaxation of the prestressed tendons. Through over-tensioning, the early development of relaxation of the prestressed tendons can be accelerated under high stress conditions, so that after the tensioning is completed, the relaxation loss of the prestressed tendons can be compensated to a certain extent, so that the cable can maintain the prestress level required by the design for a longer time. In addition, over-tensioning also helps to eliminate the gap between the cable and the supporting structure, ensure that the cable can be evenly stressed, improve the overall stability and safety of the structure, and improve the safety and stability of the beam-string structure. When the cable is tensioned, the monitoring sensor monitors the tension data at both ends and in the middle of the cable in real time, monitors the cable in real time, and ensures uniform stress and structural stability of the roof.

[0066] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

[0067] What has been described above is only a preferred specific implementation manner of the embodiments of the present application, but the protection scope of the present application is not limited thereto. Any technician familiar with the technical field can make equivalent substitutions or changes according to the technical scheme and concept of the present application within the technical scope disclosed in the present application, which should be covered by the protection scope of the present application.

Claims

1. A tensioning construction method for controlling the shape of a super-long span beam string structure, characterized in that: The following steps are involved: S101, determine the design parameters of the beam string and complete the in-situ installation of the beam string structure; S102. The two sides of the beam string structure are tensioned symmetrically. Both ends of a single beam string are tensioned synchronously. The prestress of the cables is gradually increased in four stages until the prestress of each cable reaches the design requirement. S103, the beam string is tensioned by closing and expanding as a whole, and the cables are tensioned cyclically from both sides of the beam string structure by closing inwards and expanding outwards; S104. After tensioning is completed, make final adjustments to all cables to ensure that the prestress of all cables is uniform and meets the design requirements.

2. A tensioning construction method for controlling the shape of a super-long span beam string structure as claimed in claim 1, characterized in that: In the step S101, the following steps are also included: S1011. During the construction of concrete steel columns, steel interfaces of the beam string extending inwards are reserved on both sides of the beam string span, and ear plates are designed below the reserved steel interfaces as tensioning points for the cables. S1012, install the temporary support frame of the beam string, install the beam string structure, including the hoisting of the upper beam, and the in-situ installation of the support rods and cables; S1013. Set the tensioning starting points as the two sides of the beam string roof, and the two middle beam string roofs as the closing tensioning end points, and perform closing tensioning inwards step by step.

3. A tensioning construction method for controlling the shape of a super-long span beam string structure as claimed in claim 2, characterized in that: In step S1012, the beam string structure is pre-assembled on the ground, the beam string structure is lifted by a crane, and a support frame is erected according to the segmented positions of the beam string, the lower part is reliably connected to the ground, and an operating platform is installed on the upper part. After the support frame is erected, the guy rope is pulled in time. When the cable is erected, a support frame needs to be temporarily installed for the installation of the strut and the cable.

4. The tensioning construction method for controlling the shape of a super-long span beam string structure according to claim 1, characterized in that: In the step S102, tensioning points at both ends of the cable are provided with tensioning devices for applying the same pre-tightening force to both ends of the cable.

5. The tensioning construction method for controlling the shape of a super-long span beam string structure according to claim 1, characterized in that: The step S103 also includes the following steps: S1031, primary tensioning, wherein the tension applied by the primary tensioning is 10% of the prestressing requirement of the cable; S1032, secondary tensioning, wherein the tension applied by the secondary tensioning is 50% of the prestressing requirement of the cable; S1033, three-stage tensioning, wherein the tension applied by the three-stage tensioning is 80% of the prestressing requirement of the cable; S1034: Four-stage tensioning, wherein the tension applied by the four-stage tensioning is 100% of the cable prestressing requirement.

6. A tensioning construction method for controlling the shape of a super-long span beam string structure as claimed in claim 5, characterized in that: The construction order of the first-level tensioning and the second-level tensioning is the same, the construction order of the third-level tensioning and the fourth-level tensioning is the same, and the first-level tensioning and the second-level tensioning are opposite to the third-level tensioning and the fourth-level tensioning. The first-level tensioning and the second-level tensioning are carried out from the outside to the inside, the tensioning order of the cables is from A to D in sequence, and the third-level tensioning and the fourth-level tensioning are carried out from the inside to the outside.

7. A tensioning construction method for controlling the shape of a super-long span beam string structure as claimed in claim 5, characterized in that: The first-stage tensioning pre-tensioning force is 10%, the second-stage tensioning pre-tensioning force is 50%, the third-stage tensioning pre-tensioning force is 80%, the fourth-stage tensioning pre-tensioning force is 100%, and an over-tensioning of 5% is simultaneously achieved during the four-stage tensioning process.

8. The tensioning construction method for controlling the shape of a super-long span beam string structure according to claim 5, characterized in that: The first-level tensioning, second-level tensioning, third-level tensioning and fourth-level tensioning are each divided into two stages, and the interval between each stage is not less than 15 minutes. The interval between the first-level tensioning, second-level tensioning, third-level tensioning and fourth-level tensioning is 2 hours. After the cable tensioning is completed, it is connected to the roof body through the secondary beam.

9. The tensioning construction method for controlling the shape of a super-long span beam string structure according to claim 1, characterized in that: The step S104 also includes comprehensive testing of the beam string structure, as well as force testing, displacement monitoring and stability assessment.

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