Method for correcting installation elevation of main beam of cable-stayed bridge in real time

Abstract

The invention belongs to the field of construction elevation correction, and discloses a cable-stayed bridge girder installation elevation real-time correction method which comprises the steps that the theoretical installation elevation Ht of a girder section Si is obtained through numerical analysis, and Si is a new girder section to be installed; si-1 and Si-2 are two completed adjacent front sections, after the beam section Si-1 is completed, the elevation of the completed beam section is measured before sunrise, and a construction error correction value delta i of a new beam section Si is deduced based on a least square method; hoisting a new beam section Si to an erection position, measuring the elevations of the beam section Si-2, the beam section Si-1 and the beam section Si on site, and calculating a real-time temperature correction value lambda i of the beam section Si; and after the construction error and the temperature effect correction value are determined, the actual installation elevation Hi of the new beam section Si is calculated. According to the real-time correction method for the installation elevation of the main beam of the cable-stayed bridge, correction of the construction error and the field temperature is considered at the same time, the influence of the temperature on the installation elevation of a new beam section is accurately predicted, and the structural safety and the overall performance of the bridge are guaranteed.

Description

Technical Field

[0001] The present invention relates to the field of construction elevation correction, and particularly to a method for real-time correction of the installation elevation of the main girder of a cable-stayed bridge. Background Art

[0002] During the cantilever construction process of a long-span cable-stayed bridge, the installation alignment of the main girder is a core link in the cantilever erection construction. The accuracy of its elevation control is crucial for ensuring the mechanical rationality and linear accuracy of the entire bridge structure. Due to the small stiffness of the main girder of a long-span cable-stayed bridge, the geometric nonlinear effect is particularly significant. Coupled with the high sensitivity to temperature and construction errors, many challenges are faced when installing and aligning new beam segments. How to quickly and effectively eliminate the adverse effects of temperature on the erection elevation, and how to timely correct the construction errors of the completed beam segments to prevent their accumulation and spread have become major problems that must be overcome during the construction process.

[0003] In response to this complex problem, certain research has been carried out in the academic and engineering fields, and a series of important results have been obtained. Chen Dewei et al. proposed a method for real-time correction of the elevation of the bottom formwork of the main girder of a concrete beam cable-stayed bridge, providing a new idea for construction control; Hao Chao deeply studied the construction error correction strategy of a long-span steel cable-stayed bridge based on the least squares method; Yan Donghuang et al. discussed the temperature influence in the construction control of a concrete cable-stayed bridge and proposed an on-site correction method; Song Xuming et al. evaluated the influence of the solar temperature gradient on the long-span concrete box girder during the cantilever construction stage, emphasizing the importance of the temperature gradient deformation in determining the installation elevation; Liu Guokun et al. further studied the influence mechanism of temperature on the elevation of the main girder in the construction control of a concrete cable-stayed bridge; Mei Dapeng et al. considered various construction errors and conducted a comprehensive multi-variable statistical sensitivity analysis of the completed bridge structure state of a long-span cable-stayed bridge.

[0004] However, although these studies provide valuable theoretical support and practical experience for the installation alignment problem during the cantilever construction stage of cable-stayed bridges, most of them are still limited to separately analyzing the influence of temperature or construction errors on the installation alignment, which is far from sufficient for achieving effective geometric control of long-span cable-stayed bridges. The existing elevation correction methods are often too complex and time-consuming, making it difficult for engineers to accurately predict the installation elevation of new beam segments within a limited time during the actual construction process, thus affecting the construction efficiency and engineering quality.

[0005] Therefore, there is an urgent need to develop a method that is both simplified, fast, and practical, which can predict the installation elevation in real time, effectively reduce the influence of the temperature effect, and properly solve the construction error problems left by the previously installed segments, so as to comprehensively improve the accuracy and efficiency of the cantilever construction of long-span cable-stayed bridges. Summary of the Invention

[0006] In view of the complexity of predicting the installation elevation of the main girder during the construction of long-span cable-stayed bridges, a simplified real-time correction method for the installation elevation of the main girder of cable-stayed bridges is proposed. This method innovatively comprehensively considers construction errors and real-time temperature effects, and realizes the accurate prediction and real-time correction of the installation elevation of the main girder by integrating on-site measurement data and finite element analysis results.

[0007] This invention provides a more scientific, accurate and practical guiding method for the construction of cable-stayed bridges. The specific content is as follows:

[0008] Step 1: Obtain the theoretical installation elevation H i of the beam segment S t , where S i is the new beam segment to be installed;

[0009] Step 2: S i-1 and S i-2 are two adjacent completed front segments. After the completion of the beam segment S i-1 , measure the elevation of the completed beam segments before sunrise, and deduce the construction error correction value δ i of the new beam segment S i based on the least square method;

[0010] Step 3: Hoist the new beam segment S i to the erection position, measure the elevations of the beam segment S i-2 , the beam segment S i-1 and the beam segment S i on-site, and calculate the real-time temperature correction value λ i of the beam segment S i ;

[0011] Step 4: After determining the construction error and temperature effect correction values, calculate the actual installation elevation H i of the new beam segment S i .

[0012] Preferably, after the completion of the beam segment S i-1 , measure the elevation of the completed beam segments before sunrise, and the specific content of deducing the construction error correction value δ i of the new beam segment S i based on the least square method is as follows:

[0013] Step 2.1: Take the elevation of the completed beam segments measured before sunrise as the theoretical elevation;

[0014] Step 2.2: Fit the measured elevation of the main girder by the least square method to obtain the centroid fitting line of the main girder;

[0015] Step 2.3: Calculate the construction error of the beam elevation by subtracting the corresponding theoretical elevation from the centroid fitting line of the main girder.

[0016] Preferably, for the n completed beam segments in step 2.1, their coordinates (x i , y i ) are respectively:

[0017]

[0018] Among them, x is the section mileage, y is the section elevation, i is the section number, and n is the total number of completed construction sections.

[0019] Preferably, the centroid fitting line of the main beam is a polynomial of degree m (m < n), and the expression is:

[0020] P(x) = k0 + k1x 1 + k2x 2 + … + k m x m ;

[0021] Among them, k is the polynomial coefficient, m is the polynomial degree, and x is the section mileage.

[0022] Preferably, hoist the beam segment S i to the erection position, and measure the elevation of the beam segment S i-2 , the beam segment S i-1 and the beam segment S i on site. The specific content of calculating the real-time temperature correction value λ i of the beam segment S i is as follows:

[0023] Step 3.1: After the construction of the beam segment S i-1 is completed, measure the elevation of the main beam comprehensively during the period when the temperature is stable. This elevation is the elevation of the main beam in the reference state. Subtract the corresponding theoretical elevation from the elevation of the main beam in the reference state to obtain the reference elevation error of all beam segments.

[0024] Step 3.2: After the beam segment S i is hoisted in place, measure the elevation of S i-2 , S i-1 and S i in real time. This elevation is the elevation of the main beam in the hoisting state. Subtract the corresponding theoretical elevation from the elevation of the main beam in the hoisting state to obtain the measured elevation error in the installation state of the beam segment;

[0025] Step 3.3: Subtract the reference elevation error of the beam segments S i-2 and S i-1 from their measured elevation errors respectively to obtain the influence of temperature on the elevation of the beam segments S i-2 and S i-1 , which are respectively denoted as λ i-2 and λ i-1 ;

[0026] Step 3.4: Based on the geometric relationship, combined with λ i-2 and λ i-1 calculate the elevation correction amount λ i of the beam segment installation alignment caused by the temperature effect i .

[0027] Preferably, the elevation correction amount λ i has the expression:

[0028]

[0029] where L i is the length of the segment to be installed, and L i-1 is the length of the last completed construction segment

[0030] Preferably, when the lengths of beam segments S i and S i-1 are equal, i.e., L i = L i-1 , the elevation correction amount λ i caused by temperature can be simplified to:

[0031] λ i = 2λ i-1 - λ i-2 .

[0032] Preferably, the actual installation elevation H i of the new beam segment S i can be expressed as:

[0033] H i = H t + δ i + λ i ;

[0034] where H i is the actual installation elevation of the new beam segment S i installed on site; H t is the theoretical installation elevation of the new beam segment S i obtained through numerical analysis; δ i is the construction error correction amount of the new beam segment S i ; and λ i is the temperature correction amount of the new beam segment S i obtained based on the on-site real-time temperature measurement

[0035] Therefore, compared with the current commonly used prediction methods that only rely on the finite element calculation results or only consider a single factor (such as temperature or construction error), the present invention adopting the above real-time correction method for the installation elevation of the cable-stayed bridge main girder has significant advantages. This method not only simplifies the prediction process, but also effectively reduces the prediction deviation through such comprehensive consideration, thereby ensuring the construction quality and safety of the cable-stayed bridge.

[0036] The technical solution of the present invention will be further described in detail below with reference to the drawings and embodiments. BRIEF DESCRIPTION OF THE DRAWINGS

[0037] Figure 1 is the correction diagram of the installation elevation caused by temperature;

[0038] Figure 2 is the installation elevation diagram of the new main girder segment;

[0039] Figure 3 is the prediction program diagram of the installation elevation of the new segment;

[0040] Figure 4 is the flow chart of the prediction method for the installation elevation of the new segment;

[0041] Figure 5 is the elevation and axis of the steel truss girder before closure. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0042] The technical solution of the present invention will be further described below with reference to the drawings and embodiments.

[0043] The on-site temperature has a significant impact on the alignment of the newly installed beam segment during the construction process, and this conclusion has been fully verified in relevant research. As the cantilever construction progresses, with the increase in the cantilever length and the amplitude of temperature fluctuations, the influence of temperature factors on the alignment of the beam segment becomes more and more significant. Therefore, when installing a new beam segment, especially in the case of significant changes in the on-site temperature caused by direct sunlight during the day, great attention must be paid to the calculation and application of the real-time temperature correction amount. Ignoring these temperature effects is likely to lead to a large deviation between the elevation of the beam segment and the design profile, thereby posing a serious threat to the structural safety and overall performance of the bridge.

[0044] Since it is almost impossible to accurately predict in advance the influence of temperature on the installation elevation of the new beam segment, the present invention proposes a simplified fast empirical formula to consider the real-time correction of the installation elevation due to temperature changes based on on-site measurement data. The calculation of the installation elevation correction caused by real-time temperature changes is as Figure 1 shown. Assume that S i is the new beam segment to be installed, while S i-1 and S i-2 are two adjacent completed front segments. When installing the new beam segment S iWhen installing and aligning, the temperature correction value λ i is calculated as follows:

[0045] After the construction of beam segment S i-1 is completed, during the period when the temperature is stable, the elevation of the main beam is measured comprehensively. This elevation is the elevation of the main beam in the reference state. Subtracting the corresponding theoretical elevation from the elevation of the main beam in the reference state, the reference elevation error of all beam segments is obtained.

[0046] After the beam segment S i is hoisted in place, the elevation of S i-2 , S i-1 and S i beam segments is measured in real time. This elevation is the elevation of the main beam in the hoisting state. By subtracting the corresponding theoretical elevation from the elevation of the main beam in the hoisting state, the measured elevation error in the installation state of the beam segment is obtained;

[0047] Subtract the reference elevation error of the S i-2 and S i-1 beam segments from their measured elevation errors respectively, and the influence of temperature on the elevation of the S i-2 and S i-1 beam segments is obtained, which are respectively denoted as λ i-2 and λ i-1 ;

[0048] Based on the geometric relationship, combined with λ i-2 and λ i-1 calculate the elevation correction amount λ i of the installation and alignment of the S i beam segment caused by the temperature effect.

[0049] Based on the geometric relationship, the elevation correction amount λ i of the installation and alignment of the Si beam segment caused by the temperature effect can be expressed as:

[0050]

[0051] When the lengths of the beam segments S i and S i-1 are equal, that is, L i = L i-1 , the elevation correction amount λ i caused by temperature can be simplified as:

[0052] λ i = 2λ i-1 - λ i-2 ;

[0053] Summary: If the installation of the line segment S i is carried out during the day, then the previous two completed beam segments S i-2 and S i-1Elevation to determine their respective temperature influence amounts λ i-2 and λ i-1 . Subsequently, the temperature correction amount λ i of the beam segment S i can be calculated based on this information, thereby determining the i installation elevation of the beam segment S after real-time correction.

[0054] During the construction process, affected by various factors, the actual alignment of the main girder may not exactly match the theoretically calculated value, and errors are inevitable. Long-span cable-stayed bridges have a flexible structure, are very sensitive to construction errors, and the elevation errors that occur during construction are cumulative. If not controlled and adjusted in a timely and effective manner, as the cantilever length of the main girder increases, the elevation of the main girder will deviate significantly from the design target, ultimately causing difficulties in closure and affecting the alignment and internal forces after the completion of the bridge. Therefore, during the construction process, it is necessary to update the theoretical calculation and fit and adjust the error alignment of the main girder, that is, it is necessary to compare the measured alignment of the elevation after the completion of each beam segment construction with the corresponding theoretical alignment, and promptly perform alignment fitting to provide a predicted value for error correction for the installation elevation of the next beam segment.

[0055] During the construction of a cable-stayed bridge, the least squares method is used to fit the measured elevation of the main girder to obtain the centroid fitting line of the main girder. The centroid fitting line of the measured elevation of the main girder during the construction process is the standard for its alignment control, and the goal is to be as close as possible to the corresponding theoretical alignment. For the measured data of n beam segments, its coordinates (x i , y i ) are respectively:

[0056]

[0057] where x is the section mileage, y is the section elevation, i is the section number, and n is the total number of completed construction sections.

[0058] Construct an m-degree polynomial (m < n) as the centroid fitting line of the main girder, that is:

[0059] P(x) = k0 + k1x 1 + k2x 2 + … + k m x m ;

[0060] where k is the polynomial coefficient, m is the polynomial degree, and x is the section mileage.

[0061] such that:

[0062]

[0063] According to experience, when the cantilever length of the main beam is small, the fitting line can be linear. When the cantilever length is large, the centroid fitting line can be a quadratic or cubic parabola, which can generally meet the engineering requirements.

[0064] When installing and aligning the girder of a cable-stayed bridge, especially during daytime hours when temperatures fluctuate dramatically, it's necessary to consider both the impact of site temperature and construction errors and adjust the installation elevation. Temperature correction is designed to eliminate the effects of daytime solar temperature differences on elevation. Construction error correction, based on a fitted line, ensures that the centroid of the actual girder elevation closely matches the theoretical alignment, resulting in a smooth girder profile and manageable errors.

[0065] In order to eliminate the influence of factors such as sunlight temperature difference and construction error of completed beam sections on the installation elevation of unassembled beam sections, Figure 2 This diagram shows the modified installation elevation of a new beam segment during cable-stayed bridge construction. The design elevation is given in the design drawings and is expected to be achieved upon completion of the bridge. The construction elevation represents the beam position during the construction phase, including both theoretical elevations obtained through stage analysis and actual elevations observed on site. The construction elevation changes continuously during construction as it is affected by various stages and steps. i The actual installation elevation H i It can be expressed as:

[0066] H i =H t +δ i +λ i ;

[0067] Among them, H i The new beam segment S is actually installed on site. i The actual installation elevation; H t is the new beam segment S obtained through numerical analysis i Theoretical installation elevation; δ i New beam segment S i The construction error correction amount; λ i is the new beam segment S obtained based on the on-site real-time temperature measurement i The temperature correction amount.

[0068] Figure 3 Showing the new beam section S i A proposed procedure for predicting installation elevations relies on finite element analysis, field measurements, and real-time correction techniques. Finite element analysis is the foundation for geometric control of cable-stayed bridges and is performed sequentially through the erection phases. This analysis provides theoretical installation elevations and cable forces for the various construction phases. It is important to note that the established finite element model must be modified and updated based on feedback from field monitoring parameters.

[0069] In each construction step, on-site measurements are carried out to monitor the actual state of the cable-stayed bridge, including the alignment and stress of the beam and tower, cable forces, material properties, temperature, etc. If the deviation between the theoretical installation elevation and the actual installation elevation exceeds the limit specified in the code, the installation elevation of the new beam segment needs to be corrected and adjusted to keep these deviations within an acceptable range. This process ensures that the geometric configuration and performance of the cable-stayed bridge at completion meet the required standards.

[0070] Figure 4 The flowchart of the installation elevation prediction method is shown, which consists of four main steps: measuring the reference state, correcting construction errors, making real-time temperature corrections, and calculating the actual installation elevation. Each step will be described in detail below.

[0071] First, the theoretical installation elevation H i of beam segment S t is obtained through numerical analysis, where S i is the new beam segment to be installed;

[0072] S i-1 and S i-2 are two adjacent completed previous segments. After completing beam segment S i-1 , the elevation of the completed beam segments is measured before sunrise, and the construction error correction value δ i of the new beam segment S i is derived based on the least squares method. This adjustment ensures that the actual construction elevation of the beam closely matches the theoretical elevation.

[0073] The new beam segment S i is hoisted to the erection position, and the elevations of beam segment S i-2 , beam segment S i-1 and beam segment S i are measured on-site.

[0074] Then, the real-time temperature correction value λ i of the new beam segment S i is calculated using a simplified formula to mitigate the impact of daytime temperature variations on the installation elevation.

[0075] It is important to note that if the installation elevation of the new beam segment is carried out during a long period of rapid daytime temperature fluctuations, the elevations of beam segments S i-2 and S i-1 should be re-measured and verified every 30 to 60 minutes. If significant temperature-induced deformations are detected, the temperature correction value λ i of beam segment S i should be updated accordingly.

[0076] After determining the construction error and temperature effect correction values, the actual installation elevation H i of the new beam segment S i is calculated.

[0077] The proposed installation elevation prediction method is applied to the Yachihe Extra-large Bridge, which is a cable-stayed bridge with a main span of 800 m. Taking the assembly of the new beam segment Z11 as an example, the procedure for real-time installation elevation prediction is described in detail below, while considering the correction of construction errors and on-site temperature.

[0078] After the construction of beam segment Z10 is completed, the elevations of all completed beam segments from GX to Z10 are measured before sunrise, including the upstream and downstream elevations, as shown in Table 1. Then, the measured elevations obtained from on-site measurement are subtracted from the theoretical values to obtain the measured elevation errors of each beam segment as the reference state. According to the enhanced grey model GM(1,1) (with Markov residual correction), the construction error correction values of the new beam segment Z11 for the upstream and downstream are 0.001 m and 0.013 m respectively. In order to minimize the height difference between the upstream and downstream of the beam during construction, the final construction error correction amount δ Z11 is taken as the average value of the upstream and downstream construction error correction values, as follows:

[0079]

[0080] Table 1 Elevations of the beam after the construction of beam segment Z10 (m)

[0081]

[0082]

[0083] Due to the limitation of construction progress, the installation of beam segment Z11 was carried out at 15:00 on March 8, 2016 under a sunny weather condition with a large temperature difference. After the beam segment Z11 was hoisted in place, the upstream and downstream elevations of beam segments Z9 and Z10 were measured, and the measurement results are shown in Table 2. Compared with the construction error investigation results in the reference state before sunrise, the on-site temperature correction values of beam segments Z9 and Z10 are as follows:

[0084]

[0085] Since the standard length of the beam segments from Z0 to Z23 is 16 m, the on-site temperature correction value of beam segment Z11 can be calculated:

[0086]

[0087] Similar to the construction error correction, the on-site temperature correction value λ Z11 is taken as the average value of the upstream and downstream correction values, as follows:

[0088]

[0089] The theoretical installation elevation H of the new beam segment Z11 obtained through numerical analysis z11t is 1274.204m. Therefore, during the bridge construction alignment process, the actual installation elevation H z11 can be calculated, and this calculation takes into account the influence of construction error correction and real-time temperature correction:

[0090] H z11 = H z11t + δ z11 + λ z11 = 1274.204 + 0.007 - 0.074 = 1274.137m;

[0091] Table 2 Elevation and error of Z9 and Z10 during the installation alignment of the new beam segment Z11 (m)

[0092]

[0093]

[0094] During the construction process of the Yachihe Extra-large Bridge, the proposed installation elevation method was adopted to correct the influence of construction errors and temperature changes on the elevation. Figure 5 The alignment situation of the beam before closure is shown. The actually aligned truss beam is smooth and in good agreement with the theoretical elevation. At the cantilever end, the construction error of the beam elevation is controlled within 5cm, and the lateral axis error is kept within 1cm. This result fully proves the feasibility and effectiveness of the proposed installation elevation prediction method. This method is easy to implement, can quickly respond according to on-site measurement data, and adjust the installation alignment in real time, providing a useful reference for similar projects.

[0095] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit them. Although the present invention has been described in detail with reference to the preferred embodiments, those of ordinary skill in the art should understand that they can still modify or equivalently replace the technical solutions of the present invention, and these modifications or equivalent replacements cannot make the modified technical solutions deviate from the spirit and scope of the technical solutions of the present invention.

Claims

1. A real-time correction method for the installation elevation of the main girder of a cable-stayed bridge, characterized in that, Including: Step 1: Obtain the theoretical installation elevation H of beam segment S i through numerical analysis; S t is the new beam segment to be installed; i ​ Step 2: S i-1 and S i-2 are two completed adjacent previous segments. After completing the beam segment S i-1 , measure the elevation of the completed beam segment before sunrise, and derive the construction error correction value δ i of the new beam segment S i ; Step 3: Lift the new beam segment S i to the erection position, and measure the elevation of beam segment S i-2 , beam segment S i-1 and beam segment S i on site, and calculate the real-time temperature correction value λ i of beam segment S i ; Step 4: After determining the construction error and the temperature effect correction value, calculate the actual installation elevation H of the new beam segment S i i .​ 2. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 1, characterized in that After completing the beam segment S i-1 before sunrise, measure the elevation of the completed beam segment, and based on the least squares method, derive the construction error correction value δ i of the new beam segment S i The specific content is as follows: Step 2.1: Take the elevation of the completed beam segment measured before sunrise as the theoretical elevation; Step 2.2: Use the least squares method to fit the measured elevation of the main beam to obtain the centroid fitting line of the main beam; Step 2.3: Calculate the construction error of the beam elevation by subtracting the corresponding theoretical elevation from the centroid fitting line of the main beam.

3. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 2, characterized in that, In Step 2.1, for the n completed beam segments, their coordinates (x i , y i ) are respectively: Where x is the segment mileage, y is the segment elevation, i is the segment number, and n is the total number of completed construction segments.

4. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 2, characterized in that, The centroid fitting line of the main beam is a polynomial of degree m (m < n), and the expression is: P(x) = k0 + k1x 1 + k2x 2 + … + k m x m ; Where k is the polynomial coefficient, m is the polynomial degree, and x is the segment mileage.

5. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 1, characterized in that Lift the beam segment S i to the erection position, and measure the elevation of beam segment S i-2 , beam segment S i-1 and beam segment S i on site, and calculate the real-time temperature correction value λ i of beam segment S. The specific content of i is as follows: Step 3.1: After the construction of beam segment S i-1 is completed, the elevation of the main beam is measured throughout the stable temperature period. This elevation is the elevation of the main beam in the reference state. Subtract the corresponding theoretical elevation from the elevation of the main beam in the reference state to obtain the reference elevation errors of all beam segments; Step 3.2: After the beam segment S i is hoisted in place, the elevation of S i-2 , S i-1 and S i beam segments is measured in real time. This elevation is the elevation of the main beam in the hoisting state. By subtracting the corresponding theoretical elevation from the elevation of the main beam in the hoisting state, the measured elevation error of the beam segment in the installation state is obtained; Step 3.3: Subtract the measured elevation error of the S i-2 and S i-1 beam segments from their respective reference elevation errors to obtain the influence of temperature on the elevation of the S i-2 and S i-1 beam segments, denoted as λ i-2 and λ i-1 ; Step 3.4: Based on the geometric relationship, combined with λ i-2 and λ i-1 Calculate the elevation correction amount λ i for the installation and alignment of the S beam segment caused by the temperature effect i .

6. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 5, characterized in that Elevation correction amount λ i The expression is: Among them, L i is the length of the segment to be installed, and L i-1 is the length of the segment completed in the last construction.

7. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 5, characterized in that, When the lengths of beam segments S i and S i-1 are equal, i.e., L i = L i-1 , the elevation correction amount λ i caused by temperature can be simplified to: λ i = 2λ i-1 -λ i-2 。 8. The real-time correction method for the installation elevation of the cable-stayed bridge main girder according to claim 1, characterized in that New beam segment S i The actual installation elevation H i can be expressed as: H i = H t + δ i + λ i ; Among them, H i is the actual installation elevation of the new beam segment S i on site; H t is the theoretical installation elevation of the new beam segment S i obtained through numerical analysis; δ i is the construction error correction amount of the new beam segment S i ; λ i is the temperature correction amount of the new beam segment S i obtained according to the on-site real-time temperature measurement.

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