Method, system and storage medium for damage assessment of hinge joints in hollow slab beam bridges

Abstract

The present application provides a hinged joint damage assessment method, system and storage medium for hollow slab girder bridges, including the following contents: the displacement data of the slab beams on both sides of the hinged joint are measured by displacement sensors, and the correlation coefficient of adjacent slab beams is calculated based on the displacement data; a number of hollow slab girder bridges with different seat plate widths and / or spans are selected to construct a hinged joint damage assessment model for hollow slab girder bridges, and the plate width correction coefficient and span correction coefficient of hollow slab girder bridges with different plate widths and spans are obtained by inverting a set of two-variable quadratic equations; the hinged joint damage assessment index of the hinged joint to be assessed is calculated; and the hinged joint damage warning level of the hinged joint to be assessed is determined based on the hinged joint damage assessment index. The present application comprehensively considers the influence of span, plate width, hinged joint form, etc. on structural damage, and can objectively and accurately reflect the damage state of the hinged joint of the hollow slab girder; the construction difficulty of the present application is greatly reduced compared with the prior art, and only displacement sensors need to be installed at the bottom of the slab beams on both sides of the hinged joint, which significantly reduces the on-site measurement work.

Description

Technical Field

[0001] The present application relates to the technical field of bridge assessment, and in particular to a method, system and storage medium for assessing damage of hinged joints in hollow slab beam bridges. Background Art

[0002] Prefabricated hollow slab beam bridges use hollow slabs as the main beam structure, which has the advantages of prefabrication, high construction efficiency, simple structure, economy and environmental protection. Taking a certain province in China as an example, among the 144 newly built lightweight monitoring system bridges in recent years, the number of hollow slab beam bridges accounts for the largest proportion, accounting for 31.9%, which is much larger than other structural forms of bridges such as integral box girder bridges, arch bridges, and rigid frame bridges. The span of reinforced concrete hollow slabs is 6m and 8m, which has been less used in recent years. The span size of prestressed hollow slabs is mostly 13m, 16m, 20m, 25m, and 30m. There are two types: simply supported and simply supported to continuous. The bottom plate width is mostly 99cm and 124cm; hinged joints are divided into small hinged joints and deep hinged joints according to their size. The tongue and groove reserved size of small hinged joints is small, which is not easy to vibrate and the construction quality is difficult to guarantee. In addition, there are fewer pre-buried connecting steel bars between beams and slabs, and sometimes even no connecting steel bars are provided, and the tensile capacity is low, resulting in weak lateral connection effect. Due to the lateral connection (hinge joint) of the structure, hollow slab girder bridges will inevitably involve all main beams in the work to varying degrees, and as the load position changes, the load borne by a certain main beam will also change accordingly. During the service life of hollow slab girder bridges, due to design or construction reasons, or due to the repeated action of overloaded vehicles, the hinge joints are prone to longitudinal cracking, the overall stiffness of the structure is reduced, the vertical shear force transmission gradually fails, and the single beam is stressed, which seriously threatens the safety and durability of the bridge. How to monitor and evaluate the damage degree of the hinge joints of hollow slab girder bridges has become a technical problem that needs to be solved urgently.

[0003] In related technologies, visual inspection is mostly used for the detection of hinged joints of hollow slab beam bridges. However, visual inspection is greatly affected by subjective factors and experience. The "Highway Bridge Technical Condition Assessment Standard" (JTG / T H21-2011) issued by the Ministry of Transport in 2011 is the current recommended standard for the highway bridge engineering industry (see the website "https: / / xxgk.mot.gov.cn / 2020 / jigou / glj / 202006 / t20200623_3312369.html"). This standard does not provide an assessment plan for the damage of hinged joints of hollow slab beam bridges. In actual inspection work, front-line inspectors are required to roughly judge the damage location of the hinged joints, which relies on the subjective experience of the inspectors and cannot quantify the degree of damage.

[0004] Scholars have conducted relevant research on this issue and proposed a series of quantitative assessment schemes for hinged joint damage. Based on a large amount of actual bridge experience, the inspection personnel found that the hinged joint damage assessment conclusion determined by combining the hinged joint crack width, hinged joint depth, water seepage, concrete spalling degree and other indicators inspected on site is more credible. In order to facilitate the classification of hinged joint damage levels, the inspection personnel usually give quantitative hinged joint damage empirical assessment indicators based on the bridge inspection report, and then divide the quantitative hinged joint damage empirical assessment indicators into different damage levels, such as minor damage, moderate damage, severe damage, etc. Each level corresponds to different repair measures and maintenance requirements to ensure the safety and durability of the bridge structure. However, in actual applications, the implementation of this evaluation method is still highly dependent on the subjective judgment and on-site inspection work of front-line inspectors. The assessors need to complete the quantitative assessment of the damage based on the indicators collected by the inspectors. This process requires inspectors to conduct a large number of on-site measurements of various indicators, which has high implementation costs and inconvenient operations. In order to ensure the objectivity and accuracy of the assessment and avoid judgment errors caused by human subjective factors, inspectors need to conduct multiple on-site inspections, thereby investing a lot of manpower, material and financial resources. Secondly, some on-site measurements need to be carried out on bridges, which will have a certain impact on traffic and may even require traffic interruption, causing inconvenience to society.

[0005] Some other scholars have inverted the damage of hinged joints through bridge vibration modes. However, bridge modal test sensors are easily affected by noise and have high costs. Some scholars have also conducted research on the force transmission performance evaluation of hinged joints in hollow slab beam bridges based on deflection monitoring. However, they generally only consider the relative displacement ratio of adjacent plates of the hinged joints, without considering the effects of span, plate width, hinged joint form, etc. on structural damage. Summary of the invention

[0006] In response to the problems existing in the prior art, this application proposes a new hinge joint damage assessment method, system and storage medium for hollow slab girder bridges. It only needs to monitor the displacement of the slab beam, with low difficulty in on-site implementation and high assessment efficiency. The assessment method takes into account the damage of the hinge joint and the slab beam at the same time, and can more comprehensively reflect the service status of the hollow slab girder bridge, providing support for bridge maintenance decisions.

[0007] A method for evaluating hinge joint damage of a hollow slab beam bridge comprises the following steps:

[0008] S1, install displacement sensors on the plate beams on both sides of the hinged joint of the target lane, measure the displacement data of the plate beams on both sides of the hinged joint through the displacement sensors, and determine the correlation coefficient D of the adjacent plate beams of the i-th hinged joint according to the linear relationship of the displacement data i ;

[0009] S2, select several hollow slab girder bridges with different base plate widths and / or spans, and the width of the hollow slab girder bridge, the span of the hollow slab girder, the hinge joint correction coefficient, and the correlation coefficient D of adjacent slab beams are known.i , combined with the evaluation results of the bridge inspection report, a hinge joint damage assessment model for hollow slab beam bridges is constructed:

[0010] ;

[0011] In the formula, represents the empirical evaluation index of hinged joint damage of the i-th hinged joint, which is determined according to the bridge inspection report; B represents the width of the hollow slab beam, in cm; L represents the span of the hollow slab beam, in m; γ represents the hinge correction coefficient; α B Indicates the slab width correction coefficient when the width of the hollow slab beam is B, which is a dimensionless parameter; β L It represents the span correction factor of the hollow slab beam with a span of L, which is a dimensionless parameter;

[0012] The slab width correction coefficient α corresponding to the hollow slab girder bridge with different slab width and / or span is obtained by inversion. B and span correction factor β L ;

[0013] S3, construct the hinged joint damage assessment index of the hinged joint to be assessed:

[0014] ;

[0015] In the formula, represents the hinge damage assessment index of the i-th hinge;

[0016] S4, based on the hinge damage assessment index of the i-th hinge Determine the hinge damage warning level of the hinge to be evaluated.

[0017] In a possible implementation of the first aspect, the displacement sensor of step S1 is installed on a cross section of a beam bottom span of a plate beam on both sides of a hinged joint of the target lane.

[0018] In a possible implementation of the first aspect, step S1 calculates the adjacent plate beam correlation coefficient D according to the real-time displacement data measured by the displacement sensor. i :

[0019] ;

[0020] Where D i represents the correlation coefficient of the adjacent plate beams of the i-th hinged joint; it is defined that the left and right sides of the i-th hinged joint are the n-th and n+1-th plate beams respectively, represents the displacement of the lower left end of the plate beam on the right side of the i-th hinged joint at time t, represents the displacement of the lower right end of the plate beam on the left side of the i-th hinged joint at time t, i∈[1,N], N is the number of hinged joints.

[0021] In a possible implementation of the first aspect, step S1 fits the adjacent plate beam correlation coefficient D according to the historical displacement data measured by the displacement sensor. i Specific contents include the following:

[0022] Select the historical displacement data sequence of the plate beams on both sides of the i-th hinged joint in the time interval [0, T], and construct the linear first-order equation of the displacement of the plate beams on both sides of the i-th hinged joint:

[0023] ;

[0024] In the formula, the left and right sides of the i-th hinged joint are defined as the n-th and n+1-th plate beams, respectively. represents the displacement of the lower left end of the plate beam on the right side of the i-th hinged joint, represents the displacement of the lower right end of the plate beam on the left side of the i-th hinged joint, i∈[1,N], N is the number of hinged joints;

[0025] The slope k is obtained by fitting the historical displacement data series. i , slope k i That is, the correlation coefficient of adjacent plate beams of the i-th hinged joint.

[0026] Preferably, data points with absolute displacement values ​​less than 0.5 mm in the historical displacement data sequence are filtered out to filter out displacements caused by small fluctuations.

[0027] In a possible implementation of the first aspect, the hinged joint correction coefficient in step S2 is taken as follows:

[0028] When the hinge depth does not exceed 22cm and the widest part does not exceed 15cm, γ =1.2; when the hinge depth is greater than 22cm and the widest part is greater than 15cm, take γ =1.0.

[0029] In a possible implementation of the first aspect, typical sizes of the hollow slab beam width B and the hollow slab beam span L in step S2 include hollow slab beam span L=13m, 16m, 20m, 25m, 30m, and hollow slab beam width B=99cm, 124cm;

[0030] For different combinations of the above typical dimensions, the board width correction factor α B and span correction factor β L The values ​​of are as follows:

[0031] When the span of the hollow slab beam is L=13m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03;

[0032] When the span of the hollow slab beam is L=13m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.03;

[0033] When the span of the hollow slab beam is L=16m and the width of the hollow slab beam is B=99cm, α B =0.01, β L =0.02;

[0034] When the span of the hollow slab beam is L=16m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.02;

[0035] When the span of the hollow slab beam is L=20m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03;

[0036] When the span of the hollow slab beam is L = 20m and the width of the hollow slab beam is B = 124cm, α B =0.02, β L =0.02;

[0037] When the span of the hollow slab beam is L=25m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03;

[0038] When the span of the hollow slab beam is L = 25m and the width of the hollow slab beam is B = 124cm, α B =0.02, β L =0.01;

[0039] When the span of the hollow slab beam is L=30m and the width of the hollow slab beam is B=99cm, α B =0.03, β L =0.02;

[0040] When the span of the hollow slab beam is L=30m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.01.

[0041] In a possible implementation of the first aspect, the hinge joint damage warning level in step S4 includes 4 levels, which are specifically classified as follows:

[0042] When the value is less than 0.5, the warning level is level 1, indicating that the hinge joint is intact;

[0043] 0.5≤ When the value is less than 0.8, the warning level is level 2, indicating that the hinge joint is slightly damaged;

[0044] 0.8≤ When the value is less than 1, the warning level is level 3, indicating moderate damage to the hinge joint;

[0045] When ≥1, the warning level is level 4, indicating that the hinge joint is severely damaged.

[0046] In a second aspect, the present application provides a system for executing the hollow slab girder bridge hinge joint damage assessment method, comprising:

[0047] Sensors are arranged on the plate beams on both sides of the hinged joint of the target lane to measure the displacement data of the plate beams on both sides of the hinged joint;

[0048] The adjacent plate beam correlation coefficient calculation unit is electrically connected to the sensor unit and determines the adjacent plate beam correlation coefficient according to the linear relationship of the displacement data;

[0049] The hinged joint damage assessment model is electrically connected / communication connected with the adjacent slab beam correlation coefficient processing unit. According to the hinged joint damage empirical assessment index of the hollow slab beam bridge, the width of the hollow slab beam bridge, the span of the hollow slab beam, the hinged joint correction coefficient, and the adjacent slab beam correlation coefficient, the slab width correction coefficient and the span correction coefficient corresponding to the hollow slab beam bridge with different slab widths and spans are inverted.

[0050] The hinged joint damage assessment unit is used to calculate the hinged joint damage assessment index and determine the hinged joint damage warning level of the hinged joint to be assessed according to the hinged joint damage index.

[0051] In a third aspect, the present application provides a computer-readable storage medium having computer program instructions stored thereon, and the computer program instructions, when executed by a processor, implement the method for assessing hinged joint damage of a hollow slab beam bridge.

[0052] Compared with the existing methods, this application has the following beneficial effects:

[0053] This application is based on a large amount of real bridge data, and takes into account the hinged joint size, the width and span of the hollow slab, to determine the hinged joint damage assessment standard; the hinged joint damage assessment model indicators of this application are reasonably set, which can more accurately and comprehensively reflect the damage state of the hinged joint of the hollow slab beam; specifically,

[0054] (1) The correlation between the adjacent plate beams on both sides of the hinged joint is established through the displacement of the plate beams on both sides of the hinged joint;

[0055] (2) An empirical assessment index of hinged joint damage was determined based on the bridge inspection report. The correction coefficients corresponding to various plate widths and spans were obtained by inverting the empirical assessment index of hinged joint damage. The plate width correction coefficient was used for stiffness correction, and the span correction coefficient was used for force correction.

[0056] (3) The hinge correction coefficient is set for hinges of different sizes;

[0057] Since the hinged joint form affects the size of the shear section and thus affects the force transmission performance of the hinged joint, the plate width and span are related to the stiffness and force of the bridge structure; this application uses a correction coefficient to normalize the force transmission performance, stiffness and force under hinged joints of different sizes, plate widths and spans to the same evaluation standard, so that the evaluation results have universal significance. This evaluation scheme is applicable to different types of hollow slab girder bridges and has strong applicability;

[0058] During implementation, workers only need to install displacement sensors at the bottom of the plate beam on both sides of the hinged joint. Based on the real-time monitoring data of the sensors or a large amount of historical monitoring data, they can complete the damage assessment of the hinged joint at different times or periods. Its construction difficulty and operation process are simpler and more feasible than the existing technology, which improves the assessment efficiency and greatly reduces the workload of inspection personnel and the cost of bridge operation and maintenance, and has promotion significance. BRIEF DESCRIPTION OF THE DRAWINGS

[0059] Figure 1 A flowchart of a method for evaluating hinged joint damage in a hollow slab girder bridge provided in an embodiment of the present application;

[0060] Figure 2 This is a diagram showing the arrangement of transverse connection monitoring points of the main beam of a continuous hollow slab beam bridge in one embodiment of the present application;

[0061] Figure 3 for Figure 2 Deflection monitoring values ​​of measuring points ND010101 and ND010102 in March 2024 in the illustrated embodiment;

[0062] Figure 4 for Figure 2 Deflection monitoring values ​​of measuring points ND010102 and ND010103 in March 2024 in the illustrated embodiment;

[0063] Figure 5 for Figure 2 Deflection monitoring values ​​of measuring points ND010103 and ND010201 in March 2024 in the illustrated embodiment;

[0064] Figure 6 for Figure 2 Deflection monitoring values ​​of measuring points ND010201 and ND010202 in March 2024 in the illustrated embodiment;

[0065] Figure 7 for Figure 2 Deflection monitoring values ​​of measuring points ND010202 and ND010203 in March 2024 in the illustrated embodiment;

[0066] Figure 8 for Figure 2 Deflection monitoring values ​​of measuring points ND010203 and ND010204 in March 2024 in the illustrated embodiment;

[0067] Fig. 9 for Figure 2 Deflection monitoring values ​​of measuring points ND010204 and ND010301 in March 2024 in the illustrated embodiment;

[0068] Fig.10 for Figure 2 The on-site bridge inspection picture of the 7#-8# slab beam bottom showing water seepage in the hinge joint in the illustrated embodiment. DETAILED DESCRIPTION

[0069] In order to make the objectives, technical solutions and advantages of the present application clearer, the present application will be further described in detail below in conjunction with the accompanying drawings.

[0070] It should be clear that the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present application.

[0071] The terms used in the embodiments of the present application are only for the purpose of describing specific embodiments, and are not intended to limit the present application. The singular forms "a", "said" and "the" used in the embodiments of the present application and the claims are also intended to include plural forms, unless the context clearly indicates other meanings.

[0072] It should be understood that the term "and / or" used in this article is only a description of the same field of the associated objects, indicating that there can be three relationships. For example, A and / or B can represent: A exists alone, A and B exist at the same time, and B exists alone. In addition, the character " / " in this article generally indicates that the associated objects before and after are in an "or" relationship.

[0073] First, as Figure 1 As shown, the present application provides a method for evaluating hinge joint damage of a hollow slab beam bridge, comprising the following steps:

[0074] S1, install displacement sensors on the plate beams on both sides of the hinged joint of the target lane, measure the displacement data of the plate beams on both sides of the hinged joint through the displacement sensors, and determine the correlation coefficient D of the adjacent plate beams of the i-th hinged joint according to the linear relationship of the displacement data i ;

[0075] Preferably, the displacement sensor is installed in the cross section of the bottom span of the plate beam on both sides of the hinged joint of the target lane;

[0076] S2, select several hollow slab girder bridges with different base plate widths and / or spans, and the width of the hollow slab girder bridge, the span of the hollow slab girder, the hinge joint correction coefficient, and the correlation coefficient D of adjacent slab beams are known. i , combined with the evaluation results of the bridge inspection report, the hinged joint damage assessment standard of the hollow slab beam bridge is determined, and the following hinged joint damage assessment model is constructed:

[0077] ;

[0078] In the formula, represents the empirical evaluation index of hinged joint damage of the i-th hinged joint, which is determined according to the bridge inspection report; B represents the width of the hollow slab beam, in cm; L represents the span of the hollow slab beam, in m; γ represents the hinge correction coefficient; α B Indicates the slab width correction coefficient when the width of the hollow slab beam is B, which is a dimensionless parameter; β L It represents the span correction factor of the hollow slab beam with a span of L, which is a dimensionless parameter;

[0079] The slab width correction coefficient α corresponding to hollow slab girder bridges with different slab widths and spans is obtained by inverting several binary quadratic equations. B and span correction factor β L ;

[0080] S3, construct the hinged joint damage assessment index of the hinged joint to be assessed:

[0081] ;

[0082] In the formula, represents the hinge damage assessment index of the i-th hinge;

[0083] S4, based on the hinge damage assessment index of the i-th hinge Determine the hinge damage warning level of the hinge to be evaluated.

[0084] In a possible implementation, step S1 uses the real-time displacement data collected by the displacement sensor to calculate the correlation coefficient D of adjacent plate beams. i :

[0085] ;

[0086] Where D i represents the correlation coefficient of the adjacent plate beams of the i-th hinged joint; it is defined that the left and right sides of the i-th hinged joint are the n-th and n+1-th plate beams respectively, represents the displacement of the lower left end of the plate beam on the right side of the i-th hinged joint at time t, It represents the displacement of the lower right end of the plate beam on the left side of the i-th hinged joint at time t. The displacement is positive if it is vertically downward. i∈[1,N], where N is the number of hinged joints.

[0087] In another possible implementation, step S1 uses the historical displacement data collected by the displacement sensor to fit the correlation coefficient D of the adjacent plate beams. i Specific contents include the following:

[0088] Select the historical displacement data sequence of the plate beams on both sides of the i-th hinged joint in the time interval [0, T], and construct the linear first-order equation of the displacement of the plate beams on both sides of the i-th hinged joint:

[0089] ;

[0090] In the formula, the left and right sides of the i-th hinged joint are defined as the n-th and n+1-th plate beams, respectively. represents the displacement of the lower left end of the plate beam on the right side of the i-th hinged joint, represents the displacement of the lower right end of the plate beam on the left side of the i-th hinged joint. The displacement is positive when it is vertically downward. i∈[1,N], where N is the number of hinged joints.

[0091] The slope k of the linear equation is obtained by fitting the historical displacement data series. i , slope k i That is, the correlation coefficient of adjacent plate beams of the i-th hinge joint;

[0092] Preferably, in the above fitting process, considering that wind, ground pulsation, etc. may cause small fluctuations in the bridge without vehicle load, in order to improve the calculation accuracy of hinge joint damage assessment index, data points with absolute displacement values ​​less than 0.5 mm are filtered out, mainly considering the large deflection caused by the passage of vehicles.

[0093] Further, in step S2, the hinged joint is divided into a small hinged joint and a deep hinged joint according to the size; usually, the depth of the small hinged joint of the prestressed concrete hollow slab is 22 cm, and the widest part is 15 cm, while the small hinged joint of the ordinary reinforced concrete hollow slab is smaller, the depth is generally 14 cm, and the widest part is 11 cm. When the hinged joint is a small hinged joint, the γ =1.2; The specific value of the deep hinged joint varies depending on the specific design of the bridge. This application defines a hinged joint with a smaller depth and a deeper hinged joint, and a hinged joint with a smaller width and a wider hinged joint as a deep hinged joint. When the hinged joint is a deep hinged joint, take γ =1.0.

[0094] In a possible implementation, considering the span L of the hollow slab beam to be 13m, 16m, 20m, 25m and 30m, and the slab width B to be 99cm and 124cm, the slab width correction coefficient α under different combinations of the above typical dimensions is calculated. B and span correction factor β L , the values ​​are shown in Table 1.

[0095] Table 1 Plate width and span correction factor settings

[0096]

[0097] In a possible implementation, step S4 divides the hinged joint damage of hollow slab beam bridges with different spans and slab widths into four levels, and the hinged joint damage warning level classification is shown in Table 2.

[0098] Table 2 Setting of warning thresholds for hinge joint damage classification

[0099]

[0100] In a second aspect, the present application provides a system for executing the above-mentioned hollow slab beam bridge hinge joint damage assessment method, comprising:

[0101] Sensors are arranged on the plate beams on both sides of the hinged joint of the target lane to measure the displacement data of the plate beams on both sides of the hinged joint;

[0102] The adjacent plate beam correlation coefficient calculation unit is electrically connected to the sensor unit and determines the adjacent plate beam correlation coefficient D of the i-th hinge joint according to the linear relationship of the displacement data. i ;

[0103] The hinge joint damage assessment model is electrically connected / communication connected to the adjacent plate beam correlation coefficient processing unit. According to the hinge joint damage experience assessment index of hollow slab beam bridge and the width of hollow slab beam bridge, span of hollow slab beam, hinge joint correction coefficient, and adjacent plate beam correlation coefficient D i , the slab width correction coefficient α corresponding to the hollow slab girder bridge with different slab width and span is obtained by inversion B and span correction factor β L ;

[0104] Hinge joint damage assessment unit, used to calculate hinge joint damage assessment index According to the hinge damage index Determine the hinge damage warning level of the hinge to be evaluated.

[0105] In a third aspect, the present application provides a computer-readable storage medium having computer program instructions stored thereon, wherein the computer program instructions, when executed by a processor, implement the method in the above embodiment;

[0106] For example, the above can be achieved Figure 1 The steps of the hollow slab beam bridge hinge joint damage assessment method are shown in .

[0107] Computer readable storage media can be tangible devices that can hold and store instructions used by instruction execution devices. Computer readable storage media can be, for example, but not limited to, electronic storage devices, magnetic storage devices, optical storage devices, electromagnetic storage devices, semiconductor storage devices, or any suitable combination of the above.

[0108] The computer program instructions used to perform the operations of the present application may be source code or object code written in any combination of one or more programming languages, and the computer-readable program instructions may be executed entirely on the user's computer, partially on the user's computer, as an independent software package, partially on the user's computer and partially on a remote computer, or entirely on a remote computer or server.

[0109] like Figure 2 As shown, taking a continuous hollow slab beam bridge with a slab width of 99 cm and a main span of 20 m in Wuxi City as an example, the application process of a hinged joint damage assessment method for a hollow slab beam bridge of the present application is explained.

[0110] (1) Measurement point arrangement

[0111] like Figure 2 As shown, this embodiment includes 8 measuring points, which are numbered ND010101~ND010103, ND010201~ND010204, and ND010301, corresponding to the 4#~11# transverse plate beams of the main beam; sensors are arranged at the bottom of the 4#~11# transverse plate beams of the main beam corresponding to the measuring points, and the sensors are numbered NS-DIS-G02-001-01~NS-DIS-G02-001-08.

[0112] Table 3 Layout of main beam transverse connection monitoring points

[0113]

[0114] (2) Calculation of correlation coefficient and correction coefficient of adjacent slab beams

[0115] This embodiment uses deflection to characterize displacement (deflection is a special form of displacement, referring only to displacement in the vertical direction). Deflection monitoring data from March 1 to March 31, 2024 are selected for correlation analysis. Figure 3-Figure 9 Shown are the deflection monitoring values ​​of adjacent measuring points at the bottom of the 4#~11# slab beams in the main span in March 2024. According to the fitting algorithm, the linear relationship y=kx+b of the deflection of adjacent measuring points is obtained, where x and y represent the deflection monitoring values ​​of adjacent measuring points, respectively, and the slope k is the correlation coefficient of adjacent slab beams.

[0116] Construct the hinge joint damage assessment model of the hollow slab girder bridge:

[0117] ;

[0118] According to the evaluation results of the bridge inspection report, several reliable empirical evaluation indicators of hinged joint damage are determined. , the span and width of the hollow slab beam of the bridge are known, and a set of quadratic equations for the slab width correction coefficient and span correction coefficient are obtained. The slab width correction coefficient α is obtained by solving the equations.B =0.02, span correction factor β L =0.03.

[0119] (3) Assessment of hinge damage

[0120] Taking the hinge joint formed by 7#-8# plate beam as an example, according to Figure 6 It can be seen that the correlation coefficient of the deflection on the left and right sides of the bottom hinge joint of the 7#-8# plate beam is D4=0.7.

[0121] The hinge joint of the bridge is a deep hinge joint. γ =1.0; hollow slab beam width B=99cm, hollow slab beam span L=20m;

[0122] The hinged joint damage assessment index of the corresponding hinged joint is obtained:

[0123] ;

[0124] According to Table 2 , the damage degree of the hinge joint is moderate;

[0125] like Fig.10 The photo shows the on-site bridge inspection of this embodiment. Whitening defects appear in the bottom joints of the 7#-8# slab beams in the main span of the bridge, indicating that water seepage exists in the corresponding hinged joints.

[0126] In summary, the evaluation conclusion of this application is highly consistent with the bridge inspection results, indicating that the hinge joint damage diagnosis method provided in this application is feasible.

[0127] The above embodiments are only used to illustrate the technical solutions of the present application, rather than to limit them. Although the present application has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. These modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present application, and should all be included in the protection scope of the present application.

Claims

1. A method for evaluating hinge joint damage of a hollow slab girder bridge, characterized in that: The steps include: S1, respectively install displacement sensors at the plate beams on both sides of the hinged joint of the target lane, measure the displacement data of the plate beams on both sides of the hinged joint by the displacement sensors, and calculate the correlation coefficient D of the adjacent plate beams of the i-th hinged joint according to the linear relationship of the real-time displacement data or historical displacement data of the plate beams on both sides of the hinged joint measured by the displacement sensors i ; (1) When the correlation coefficient D of adjacent plate beams is calculated based on the real-time displacement data measured by the displacement sensor i When the left and right sides of the ith hinged joint are defined as the nth and n+1th plate beams respectively, the displacement of the lower left end of the plate beam on the right side of the ith hinged joint at time t is , the displacement of the lower right end of the plate beam on the left side of the i-th hinged joint at time t is , i∈[1,N], N is the number of hinged joints, ; (2) When the correlation coefficient D of the adjacent plate beams is calculated based on the historical displacement data measured by the displacement sensor i When the historical displacement data sequence of the plate beams on both sides of the ith hinged joint in the time interval [0, T] is selected, the left and right sides of the ith hinged joint are defined as the nth and n+1th plate beams respectively, and the displacement of the lower left end of the plate beam on the right side of the ith hinged joint is , the displacement of the lower right end of the plate beam on the left side of the i-th hinge joint is , i∈[1,N], N is the number of hinged joints; construct the linear first-order equation of the displacement of the plate beam on both sides of the i-th hinged joint: ； The slope k is obtained by fitting the historical displacement data series. i , slope k i That is, the correlation coefficient of adjacent plate beams of the i-th hinge joint; S2, select several hollow slab girder bridges with different base plate widths and / or spans. The width of the hollow slab girder bridge, the span of the hollow slab girder, the hinge joint correction coefficient, and the correlation coefficient D of adjacent slab beams are known. i , combined with the evaluation results of the bridge inspection report, a hinge joint damage assessment model for hollow slab beam bridges is constructed: ； In the formula, represents the empirical evaluation index of hinged joint damage of the i-th hinged joint; B represents the width of the hollow slab beam, in cm; L represents the span of the hollow slab beam, in m; γ Indicates the hinge correction coefficient, which is used when the hinge depth does not exceed 22cm and the widest part does not exceed 15cm γ =1.2, when the hinge depth is greater than 22cm and the widest part is greater than 15cm γ =1.0; α B Indicates the slab width correction coefficient when the width of the hollow slab beam is B, which is a dimensionless parameter; β L It represents the span correction factor of the hollow slab beam with a span of L, which is a dimensionless parameter; The slab width correction coefficient α corresponding to the hollow slab girder bridge with different slab width and / or span is obtained by inversion. B and span correction factor β L ; The typical sizes of the hollow slab beam span L and the hollow slab beam width B include the hollow slab beam span L=13m, 16m, 20m, 25m, 30m, and the hollow slab beam width B=99cm, 124cm. For different combinations of the above typical sizes, the slab width correction coefficient α B and span correction factor β L The values ​​of are as follows: When the span of the hollow slab beam is L=13m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03; When the span of the hollow slab beam is L=13m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.03; When the span of the hollow slab beam is L=16m and the width of the hollow slab beam is B=99cm, α B =0.01, β L =0.02; When the span of the hollow slab beam is L=16m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.02; When the span of the hollow slab beam is L=20m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03; When the span of the hollow slab beam is L = 20m and the width of the hollow slab beam is B = 124cm, α B =0.02, β L =0.02; When the span of the hollow slab beam is L=25m and the width of the hollow slab beam is B=99cm, α B =0.02, β L =0.03; When the span of the hollow slab beam is L = 25m and the width of the hollow slab beam is B = 124cm, α B =0.02, β L =0.01; When the span of the hollow slab beam is L=30m and the width of the hollow slab beam is B=99cm, α B =0.03, β L =0.02; When the span of the hollow slab beam is L=30m and the width of the hollow slab beam is B=124cm, α B =0.01, β L =0.01; S3, construct the hinged joint damage assessment index of the hinged joint to be assessed: ； In the formula, represents the hinge damage assessment index of the i-th hinge; S4, based on the hinge damage assessment index of the i-th hinge Determine the hinge damage warning level of the hinge to be evaluated.

2. The damage assessment method for hinged joints of hollow slab girder bridges according to claim 1 is characterized in that: In step S1, the displacement sensor is installed on the cross section of the bottom span of the plate beams on both sides of the hinged joint of the target lane.

3. The damage assessment method for hinged joints of hollow slab girder bridges according to claim 1 is characterized in that: Data points with absolute displacement values ​​less than 0.5 mm in the historical displacement data series are filtered out.

4. The damage assessment method for hinged joints of hollow slab girder bridges according to claim 1 is characterized in that: In step S4, the hinge joint damage warning level includes 4 levels, and the specific levels are as follows: When the value is less than 0.5, the warning level is level 1, indicating that the hinge joint is intact; 0.5≤ When the value is less than 0.8, the warning level is level 2, indicating that the hinge joint is slightly damaged; 0.8≤ When the value is less than 1, the warning level is level 3, indicating moderate damage to the hinge joint; When ≥1, the warning level is level 4, indicating that the hinge joint is severely damaged.

5. A system for executing the hinge joint damage assessment method for hollow slab girder bridge according to any one of claims 1 to 4, characterized in that: include: Sensors are arranged on the plate beams on both sides of the hinged joint of the target lane to measure the displacement data of the plate beams on both sides of the hinged joint; The adjacent plate beam correlation coefficient calculation unit is electrically connected to the sensor unit and determines the adjacent plate beam correlation coefficient according to the linear relationship of the displacement data; The hinged joint damage assessment model is electrically connected / communication connected with the adjacent slab beam correlation coefficient processing unit. According to the hinged joint damage empirical assessment index of the hollow slab beam bridge, the width of the hollow slab beam bridge, the span of the hollow slab beam, the hinged joint correction coefficient, and the adjacent slab beam correlation coefficient, the slab width correction coefficient and the span correction coefficient corresponding to the hollow slab beam bridge with different slab widths and spans are inverted. The hinged joint damage assessment unit is used to calculate the hinged joint damage assessment index and determine the hinged joint damage warning level of the hinged joint to be assessed according to the hinged joint damage index.

6. A computer-readable storage medium having computer program instructions stored thereon, characterized in that: When the computer program instructions are executed by a processor, the method for evaluating hinged joint damage of a hollow slab girder bridge described in any one of claims 1 to 4 is implemented.

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