Construction process of large-span heavy steel truss bridge

Abstract

The application belongs to the technical field of large-span heavy steel truss bridge construction, and particularly relates to a large-span heavy steel truss bridge construction process, which comprises the following steps: deepening design of a total construction scheme; according to design calculation, reasonably segmenting prefabricated truss monomers, secondary beams and bridge deck plates of the bridge, and determining hoisting sequence; positioning and setting out according to the planned design layout, erecting foundations, pier columns, temporary support frames and protective doorways; selecting a suitable crane, then hoisting and connecting each prefabricated truss monomer, secondary beam and bridge deck plate one by one until the whole bridge structure is completed; unloading the bridge after bolt connection and welding are qualified; observing the deformation of the bridge; after the deformation of the bridge is stable, subsequent auxiliary facility construction is carried out, and the whole construction process is completed. The large-span heavy steel truss bridge construction process can be constructed under open traffic conditions, and solves the problem of limited construction site.

Description

TECHNICAL FIELD

[0001] The present application relates to a large-span heavy steel truss bridge construction process, belonging to the technical field of large-span heavy steel truss bridge construction. BACKGROUND

[0002] In recent years, the application of steel structure bridge is increasingly widespread, among which, as a large-span heavy steel truss bridge, due to its high strength, large span, short construction period, green environmental protection, strong adaptability and other advantages, its application as a passageway on urban super-wide road is increasing. At present, the commonly used construction methods for large-span heavy steel truss bridge construction mainly include integral hoisting method and sliding method, and these two construction methods generally need a large construction site, and need to be closed for construction. For some bridges across national roads or urban trunk roads, the traffic flow is large, and the closed construction has a great impact on traffic. Therefore, how to safely and efficiently complete the construction of large-span heavy steel truss bridge under the condition of open traffic is an important issue. SUMMARY

[0003] According to the deficiencies in the above prior art, the technical problem to be solved by the present application is to provide a large-span heavy steel truss bridge construction process which can be constructed under the condition of open traffic and has a small construction area.

[0004] The large-span heavy steel truss bridge construction process provided by the present application comprises the following steps,

[0005] S1, deepening design of the overall construction scheme;

[0006] S2, according to the design calculation, reasonably segmenting the prefabricated truss monomers, secondary beams and bridge decks of the bridge, and determining the hoisting sequence;

[0007] S3, planning and designing the plane layout;

[0008] S4, positioning and setting out according to the planned and designed plane layout, and erecting the foundation, pier column, temporary support frame and protection door hole;

[0009] S5, selecting a suitable crane and positioning the crane, then hoisting each prefabricated truss monomer, secondary beam and bridge deck in sequence, and after butt joint, fixedly connecting them by means of bolt connection or welding, until the whole bridge structure is completed;

[0010] S6, after the bolt connection and welding are inspected and qualified, unloading the bridge;

[0011] S7, observing the deformation amount of the bridge;

[0012] S8, after the bridge deformation is stable, carrying out the subsequent auxiliary facility construction, thereby completing the whole construction process.

[0013] The deepening design in step S1 is performed by using Tekla design software to model, collision detection, construction simulation of the steel structure bridge, detect the problems in the drawings, and using MIDAS / Civil finite element analysis software to perform linear, nonlinear stress analysis, elastic-plastic analysis of the steel truss bridge, establish the bridge displacement deflection curve model, and calculate the most unfavorable vertical displacement of the main truss under the specified working condition, to provide theoretical support for bridge segmentation, hoisting, temporary support arrangement, crane selection, and bridge unloading.

[0014] The number of the temporary support frame in step S4 is determined according to the number of the truss monomers, and stress calculation is performed according to the load working condition to meet the stress requirement, and the diameter and wall thickness of the welded pipe and the foundation structure are selected according to the stress calculation to meet the stress requirement.

[0015] The top of the temporary support frame is provided with a steel platform, and the steel platform is provided with a cushion beam.

[0016] In the hoisting of the truss monomer in step S5, when the truss monomer at the pier column position is hoisted, the precision adjustment perpendicular to the bridge direction is achieved by setting a positioning limiting plate on the outer side of the truss monomer and an inner adjusting baffle on the truss monomer, the truss monomer is first positioned by the positioning limiting plate, and then the inner screw jack between the truss monomer and the pier column is actuated to adjust the positioning precision of the truss monomer perpendicular to the bridge direction.

[0017] In the hoisting of the truss monomer in step S5, when the truss monomer at the pier column position is hoisted, the precision adjustment along the bridge direction is achieved by setting two side adjusting baffles on the truss monomer, which are located on both sides of the pier column, and side screw jacks are arranged between the two side adjusting baffles and the pier column, when the truss monomer is positioned, the two side screw jacks are actuated to adjust the positioning precision of the truss monomer along the bridge direction.

[0018] In the hoisting of the truss monomer in step S5, when the two truss monomers are connected and hoisted, a positioning plate is arranged at the connecting joint of the truss monomers to control the connecting precision of the truss monomers perpendicular to the bridge direction and the axial position, and the position adjustment along the bridge direction can be fine-tuned by using a drop chain.

[0019] The manner of the above-described truss monomer in place is specifically as follows: when the truss monomer is about 300 mm above the upper cushion beam of the temporary support frame from the concrete column support on the pier column, the connecting points of the truss monomer, the concrete column support and the jig frame are first aligned, and then the hooks are slowly lowered; when the truss monomer is within 50 mm above the support points of the concrete column support and the jig frame and has not contacted the support points, if the position of the truss monomer deviates from the axis mark, the truss monomer is fine-tuned again by using the internal screw jack or the side screw jack, until the center line of the truss monomer is aligned with the axis, and finally the truss monomer is slowly lowered on the concrete column support and the cushion beam.

[0020] The position and elevation of the cushion plate on the cushion beam are adjusted and corrected before installation of each truss monomer, and the hooks of the crane must be loosened after reliable connection between every two trusses of the truss monomers.

[0021] The above-described truss monomer is installed in a flow hoisting manner, and when hoisting of the next section is performed, the next step of the previous section should be simultaneously started, for example, when hoisting of the first section of the truss monomer is completed, hoisting of the second section is started, and hoisting of the horizontal and vertical beams of the first section is simultaneously started; when hoisting of the horizontal and vertical beams of the first section is completed, hoisting of the next section is started, and hoisting of the bridge deck slab of the first section is simultaneously started, so as to meet the requirements of flow construction.

[0022] After hoisting of each truss monomer is completed, the lower chord of the truss and the two sides of the upper wing plate are respectively welded with angle steels of the temporary support frame to form a triangular shape for fixation, so as to avoid instability and inclination of the steel beam; in the same section, after installation of the second truss monomer is completed, two or three connecting beams between the two trusses are connected on the same day, so that the stable structure system is formed, and then the hooks of the crane are loosened; the second truss and the third truss are the same; when the wind is strong, other temporary fixation measures such as cable wind ropes need to be increased, so as to ensure the installation quality of the steel structure and the safety of the structure.

[0023] Before welding construction, welding process evaluation should be qualified, and the welding seams between two sections and between the horizontal and vertical beams and the truss should be first fixed by using positioning welding, and then the formal welding of the welding seams is performed after all hoisting is completed. The positioning welding adopts the same welding process and welding quality requirements as the formal welding, the welding seam thickness should not be more than 2 / 3 of the design welding seam thickness, and should not be less than 3 mm, and the length should not be less than 40 mm; the butt joint, the T-shaped joint and the cross joint should be welded by using double-sided symmetrical welding; the welding interface is preferably welded by using a 45° bevel; a temporary fixation piece (backing plate) is preferably used during welding; standard backing plates are increased for welding of steel plates with different plate thicknesses, so as to ensure smooth welding of the welding seams.

[0024] The above-described bridge unloading step is as follows: the temporary support frame is set as an unloading point, after the segmented hoisting of the truss monomers is completed and the welding seam quality meets the requirements, the method of "gas cutting + jack" is used for unloading.

[0025] Firstly, the theoretical deflection value after unloading of each unloading point and the number of unloading jacks used by each unloading point are determined by calculation, all unloading jacks are advanced to the bottom elevation of the truss monomer, at this time the cushion beam on the top of the temporary support frame is removed by cutting horizontally, after stable standing for at least two hours, the unloading jacks of all unloading points are operated at the same time, and the unloading is completed once by synchronous return according to the theoretical deflection value, the unloading is completed on the same day, and the previous unloading is repeated the next day until all unloading jacks are separated from the truss monomer and the unloading is completed; for large-span steel truss bridges, if it is difficult to meet the synchronous unloading of all unloading points due to too many support points and other reasons, the principle of synchronous unloading of symmetrical unloading points and first middle and then both ends should be adhered to for batch and cycle unloading.

[0026] The bridge deformation observation method described above is that displacement observation points with convenient observation and strong representation are selected, a vertical deformation of the bridge is monitored and recorded at the same time every day by using a level, in order to eliminate the influence of temperature on deformation in data as much as possible, in addition to observation at the same time every day, the bridge deformation should be observed at different times in the same day, after a temperature-displacement curve is obtained by taking an average value after multiple observations, a displacement-time curve at the same temperature is obtained, and only after the bridge deformation is stable, subsequent construction can be carried out.

[0027] The beneficial effects of the present application compared with the prior art are:

[0028] The large-span heavy steel truss bridge construction process has the beneficial effects that: BRIEF DESCRIPTION OF DRAWINGS

[0029] Fig. 1 is a truss monomer just-in-time accuracy adjustment schematic view at the position of a pier column perpendicular to the direction of the bridge;

[0030] Fig. 2 is a truss monomer just-in-time accuracy adjustment schematic view at the position of a pier column along the direction of the bridge;

[0031] Fig. 3 is a two-section truss monomer butt joint positioning accuracy adjustment schematic view.

[0032] In the figure: 1, pier column; 2, truss monomer; 3, just-in-time limiting plate; 4, inner screw jack; 5, inner adjusting baffle; 6, side screw jack; 7, side adjusting baffle; 8, temporary support frame; 9, drop chain; 10, positioning plate; 11, steel platform; 12, cushion beam. DETAILED DESCRIPTION

[0033] The embodiments of the present invention will be further described below with reference to the accompanying drawings:

[0034] Example 1:

[0035] like Figs. 1-3 As shown, the construction process for long-span heavy steel truss bridges according to the present invention includes the following steps:

[0036] S1, to conduct detailed design of the overall construction plan;

[0037] S2, based on the design calculations, the bridge is prefabricated in reasonable segments, including the truss unit 2, secondary beams and bridge deck, and the hoisting sequence is determined;

[0038] S3, Planning and designing the floor plan;

[0039] S4, according to the planned layout, position and lay out the lines, and erect the foundation, pier 1, temporary support frame 8 and protective doorway;

[0040] S5. Select a suitable crane and position it. Then, hoist each prefabricated truss unit 2, secondary beam and bridge deck piece by piece. After docking, fix the connection by bolt or welding until the entire bridge structure is completed.

[0041] S6. After the bolted connections and welding have passed inspection, the bridge is unloaded.

[0042] S7, to observe the deformation of the bridge;

[0043] S8. After the bridge deformation stabilizes, the subsequent construction of ancillary facilities will be carried out, thus completing the entire construction process.

[0044] The beneficial effects of this invention compared to the prior art are:

[0045] The construction process for large-span heavy steel truss bridges described in this invention ensures the normal and safe passage of pedestrians and vehicles under the bridge during construction by erecting protective archways across roads, setting up temporary support frames, and segmented hoisting. The segmented processing and assembly of each component can be completed in the factory, and the components can be brought in one by one and hoisted in sequence on site. Therefore, a large pre-assembly and stacking area is not required, which solves the problem of limited construction space.

[0046] Example 2:

[0047] like Figs. 1-3 As shown, the construction process for long-span heavy steel truss bridges according to the present invention includes the following steps:

[0048] S1, to conduct detailed design of the overall construction plan;

[0049] S2, according to the design calculation, the bridge is reasonably segmented, the truss monomer 2, the secondary beam and the bridge deck are preformed, and the hoisting sequence is determined;

[0050] S3, the plan layout is planned and designed;

[0051] S4, according to the plan layout of the planning and design, the positioning is performed, and the foundation, the pier column 1, the temporary support frame 8 and the protection door hole are erected;

[0052] S5, the appropriate hoisting machine is selected, the hoisting machine is in place, then each truss monomer 2, the secondary beam and the bridge deck of the segmented preformation are hoisted, and after the butt joint, the bolt connection or the welding mode is used for fixed connection, until the whole bridge structure is completed;

[0053] S6, after the bolt connection and welding are inspected and qualified, the bridge is unloaded;

[0054] S7, the bridge deformation is observed;

[0055] S8, after the bridge deformation is stable, the subsequent auxiliary facility construction is performed, so that the whole construction process is completed.

[0056] In the embodiment:

[0057] The deepening design in the above step S1 uses the Tekla design software to model, collision detection, construction simulation of the steel structure bridge, detects the problems existing in the drawing, and uses the MIDAS / Civil finite element analysis software to perform linear, nonlinear stress analysis, elastic-plastic analysis on the steel truss bridge, establishes a bridge displacement deflection curve model, and calculates the most unfavorable vertical displacement of the main truss under the specified working condition, to provide theoretical support for the bridge segmentation, hoisting, temporary support arrangement, hoisting machine selection and bridge unloading.

[0058] The number of the temporary support frame 8 in the above step S4 is determined according to the number of the truss monomer 2, and the stress calculation is performed according to the load working condition, so as to meet the stress requirement, and the welded pipe diameter, wall thickness and foundation structure are selected according to the stress calculation to meet the stress requirement.

[0059] The top of the above temporary support frame 8 is provided with a steel platform 11, and the steel platform 11 is provided with a cushion beam 12.

[0060] In the hoisting of the truss monomer 2 in the above step S5, the vertical to the bridge direction accuracy adjustment of the truss monomer 2 hoisted at the position of the pier column 1 is that the in-place limiting plate 3 is arranged on the outer side of the truss monomer 2, the inner adjusting baffle 5 is arranged on the truss monomer 2, the truss monomer 2 is first in place through the in-place limiting plate 3, and then the inner screw jack 4 between the inner adjusting baffle 5 and the pier column 1 is actuated, so that the in-place accuracy of the truss monomer 2 vertical to the bridge direction can be adjusted.

[0061] In the lifting of the truss unit 2 in step S5, the accuracy adjustment in the bridge direction is achieved by setting two side adjustment baffle plates 7 on the truss unit 2, which are respectively located on the two sides of the pier 1, and setting a side screw jack 6 between each side adjustment baffle plate 7 and the pier 1. When the truss unit 2 is in place, the accuracy of the truss unit 2 in the bridge direction can be adjusted by the action of the two side screw jacks 6.

[0062] In the lifting of the truss unit 2 in step S5, the positioning plate 10 is set at the joint of the two truss units 2 to control the accuracy of the joint of the truss unit 2 in the vertical direction of the bridge and the axial position. The position adjustment in the bridge direction can be finely adjusted by using the drop chain 9.

[0063] The method for placing the truss unit 2 is as follows. When the truss unit 2 is about 300 mm above the concrete column support on the pier 1 and the upper cushion beam 12 of the temporary support frame 8, the connecting points of the truss unit 2, the concrete column support and the jig frame are first aligned, and then the hooks are slowly lowered. When the truss unit 2 is within 50 mm above the support points of the concrete column support and the jig frame and does not contact the support points, if the position of the truss unit 2 deviates from the axial mark, the truss unit 2 is finely adjusted again by using the inner screw jack 4 or the side screw jack 6, until the center line of the truss unit 2 is aligned with the axial line, and then the truss unit 2 is slowly lowered onto the concrete column support and the cushion beam 12.

[0064] Before the installation of each truss unit 2, the position and elevation of the cushion plate on the cushion beam 12 are adjusted and corrected. After the reliable connection between every two truss units 2 is achieved, the lifting hooks of the crane can be released.

[0065] In the flow lifting mode, when the lifting of the next section is performed, the next step of the previous section should be simultaneously started. For example, when the lifting of the first section of the truss unit 2 is completed and the lifting of the second section is started, the lifting of the horizontal and vertical beams of the first section should be simultaneously started. When the lifting of the horizontal and vertical beams of the first section is completed and the lifting of the next section is started, the lifting of the bridge deck of the first section should also be simultaneously started, so as to meet the requirements of flow construction.

[0066] After the lifting of each truss unit 2 is completed, the truss lower chord and the two sides of the upper wing plate are respectively welded with angle steels of the temporary support frame 8 to form a triangular shape, so as to avoid the instability and inclination of the steel beam. In the same section, after the installation of the second truss unit 2 is completed, the two or three connecting beams between the two truss units 2 are connected on the same day, so that the stable structure system is formed, and then the lifting hooks of the crane are released. The same is true for the second and third truss units 2. When the wind is strong, other temporary fixing measures such as cable wind ropes need to be increased, so as to ensure the installation quality of the steel structure and the safety of the structure.

[0067] Before the welding construction, the welding process evaluation should be qualified, the welding seams between two segments and between the cross beams and the trusses should be fixed by the positioning welding method first, and then the formal welding of the welding seams is carried out after the complete hoisting is completed. The positioning welding adopts the same welding process and welding quality requirement as the formal welding, the welding seam thickness should not be more than 2 / 3 of the design welding seam thickness, and should not be less than 3mm, and the length should not be less than 40mm. The butt joint, T joint and cross joint should adopt double-sided symmetrical welding, the welding interface should adopt 45° bevel welding, and the temporary fixing piece (backing plate) should be used during welding. The standard backing plate is added when welding the steel plates of different thicknesses to ensure the smooth welding of the welding seam.

[0068] The above bridge unloading step is to take the temporary support frame 8 as the unloading point, and after the segmented hoisting of each truss monomer 2 is completed and the welding quality meets the requirements, the "gas cutting + jack" method is used to unload:

[0069] Firstly, the theoretical deflection value after unloading of each unloading point and the number of unloading jacks used by each unloading point are determined by calculation. All the unloading jacks are advanced to the bottom elevation of the truss monomer 2. At this time, the backing beam 12 at the top of the temporary support frame 8 is transversely cut by gas cutting to remove the backing beam 12. After stable standing for at least two hours, the unloading jacks of all unloading points are operated at the same time, and the unloading is completed once by returning at the same proportion and at the same time according to the theoretical deflection value. After the unloading is completed on the same day, it is static, and the previous unloading is repeated the next day, until all the unloading jacks are separated from the truss monomer 2 and the unloading is completed. For large-span steel truss bridges, if it is difficult to meet the synchronous unloading of all unloading points due to too many support points and other reasons, the principle of symmetric unloading point synchronization, first middle and then both ends should be adhered to for batch and cycle unloading.

[0070] The above bridge deformation observation method is to select displacement observation points with convenient observation and strong representativeness. The vertical deformation of the bridge is monitored and recorded at the same time every day by using a level. In order to eliminate the influence of temperature on deformation in the data as much as possible, the bridge deformation should be observed at different times in the same day in addition to the observation at the same time every day. After obtaining the temperature-displacement curve by taking the average value through multiple observations, the displacement-time curve at the same temperature is obtained, and the bridge deformation is stable before the subsequent construction is carried out.

[0071] The beneficial effects of the present application compared with the prior art are:

[0072] The large-span heavy steel truss bridge construction process has the advantages that the construction process can ensure the normal and safe traffic of people and vehicles under the bridge through the ways of setting the cross-road protection door hole, setting the temporary support frame and segmented hoisting. The segmented processing and assembly work of each truss can be completed in the factory, the hoisting can be completed in the field in turn, and therefore a large pre-assembly and storage site is not needed, and the problem of limited construction site is solved.

Claims

1. A construction process for a long-span heavy steel truss bridge, characterized in that: Includes the following steps, S1, to conduct detailed design of the overall construction plan; S2, based on the design calculations, the bridge is reasonably segmented and prefabricated into truss units (2), secondary beams and bridge decks, and the hoisting sequence is determined; S3, Planning and designing the floor plan; S4, according to the planned layout, position and lay out the lines, and erect the foundation, piers (1), temporary support frame (8) and protective doorway; S5. Select a suitable crane and position it. Then, hoist each prefabricated truss unit (2), secondary beam, and bridge deck segment by segment. After docking, fix them by bolting or welding until the entire bridge structure is completed. In the hoisting of the truss unit (2) mentioned in step S5, when hoisting the truss unit (2) at the pier (1) position, the accuracy adjustment perpendicular to the bridge direction is achieved by setting a positioning limit plate (3) on the outer side of the truss unit (2) and setting an inner adjustment baffle (5) on the truss unit (2). The truss unit (2) is first positioned by the positioning limiting plate (3), and then the positioning accuracy of the truss unit (2) perpendicular to the bridge direction can be adjusted by the action of the inner screw jack (4) between the inner adjusting baffle (5) and the pier (1); when the truss unit (2) at the pier (1) position is hoisted, the accuracy along the bridge direction is adjusted by setting two side adjusting baffles (7) on the truss unit (2) respectively on both sides of the pier (1), and side screw jacks (6) are set between the two side adjusting baffles (7) and the pier (1), and the truss unit (2) is positioned by the action of the inner screw jack (4) between the inner adjusting baffle (5) and the pier (1), and the positioning accuracy of the truss unit (2) perpendicular to the bridge direction is adjusted ... 2) During positioning, the positioning accuracy of the truss unit (2) along the bridge direction can be adjusted by the action of two side screw jacks (6); when the two truss units (2) are hoisted together, a positioning plate (10) is set at the docking node of the truss unit (2) to control the docking accuracy and axial position of the truss unit (2) in the direction perpendicular to the bridge. The position along the bridge direction can be finely adjusted using a chain hoist (9); the specific method of positioning the truss unit (2) is as follows: the distance between the truss unit (2) and the concrete column support and temporary support frame (8) on the pier (1) is... When the truss unit (2) is about 300mm above the upper support beam (12), first align the connection point of the truss unit (2) with the concrete column support and the frame, and then slowly lower the hook. When the truss unit (2) is within 50mm above the support point of the concrete column support and the frame and has not contacted the support point, if the position of the truss unit (2) is deviated from the axis mark, use the inner screw jack (4) or the side screw jack (6) to fine-tune the truss unit (2) until the center line of the truss unit (2) is aligned with the axis. Finally, slowly lower the truss unit (2) onto the concrete column support and the support beam (12). S6. After the bolted connections and welding have passed inspection, the bridge is unloaded. S7, to observe the deformation of the bridge; S8. After the bridge deformation stabilizes, the subsequent construction of ancillary facilities will be carried out, thus completing the entire construction process.

2. The construction technology for long-span heavy steel truss bridges according to claim 1, characterized in that: The detailed design described in step S1 uses Tekla design software to model, collide, and simulate the construction of the steel structure bridge, identifying problems in the drawings. MIDAS / Civil finite element analysis software is then used to perform linear and nonlinear stress analysis and elastoplastic analysis on the steel truss bridge, establishing a bridge displacement-deflection curve model and calculating the most unfavorable vertical displacement of the main truss under specified working conditions. This provides theoretical support for bridge segmentation, hoisting, temporary pier arrangement, crane selection, and bridge unloading.

3. The construction technology for long-span heavy steel truss bridges according to claim 1, characterized in that: The number of temporary support frames (8) erected in step S4 is determined based on the number of truss units (2), and stress calculations are performed according to the load conditions to meet the stress requirements. The diameter, wall thickness, and foundation structure of the welded pipes used are selected based on the stress calculations to meet the stress requirements.

4. The construction technology for long-span heavy steel truss bridges according to claim 3, characterized in that: The temporary support frame (8) is provided with a steel platform (11) on top, and a pad beam (12) is provided on the steel platform (11).

5. The construction technology for large-span heavy steel truss bridges according to any one of claims 1 to 4, characterized in that: The bridge unloading steps are as follows: using the temporary support frame (8) as the unloading point, after each truss unit (2) is hoisted in sections and the weld quality meets the requirements, the bridge is unloaded using the "gas cutting + jack" method. First, the theoretical deflection value after unloading at each unloading point and the number of unloading jacks at each unloading point are determined by calculation. All unloading jacks are moved to the bottom elevation of the truss unit (2). At this time, the pad beam (12) on the top of the temporary support frame (8) is cut with gas cutting to remove the pad beam (12). After being left to stand still for at least two hours, the unloading jacks at all unloading points are operated at the same time. The unloading is completed in a synchronous return according to the theoretical deflection value. After the unloading is completed on the same day, it is left to stand still. The unloading is repeated the next day until all unloading jacks are removed from the truss unit (2) and the unloading is completed.

6. The construction technology for long-span heavy steel truss bridges according to claim 5, characterized in that: The method for observing bridge deformation is as follows: Select a displacement observation point that is easy to observe and highly representative, and use a level to monitor and record the vertical deformation of the bridge at the same time every day. In order to minimize the influence of temperature on deformation in the data, in addition to observing at the same time every day, the bridge deformation should be observed at different times on the same day. After taking the average value of multiple observations, the temperature-displacement curve is obtained, and then the displacement-time curve at the same temperature is obtained. Only after the bridge deformation is confirmed to be stable can subsequent construction be carried out.

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