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Bridge Dynamic Deflection Monitoring Method Based on Optimal Arrangement of Inclinometers

An inclinometer and dynamic deflection technology, which is applied in the field of bridge dynamic deflection monitoring based on the optimal layout of inclinometers, can solve problems such as potential safety hazards, redundant sensor layout, and unsuitable inclination-dynamic deflection monitoring methods, etc., to achieve Improve the effectiveness of automation

Active Publication Date: 2021-01-22
CHINA RAILWAY DESIGN GRP CO LTD +1
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  • Abstract
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  • Application Information

AI Technical Summary

Problems solved by technology

[0005] In order to solve the problem that the existing inclination-dynamic deflection monitoring method cannot be well applied to the dynamic deflection monitoring of large complex structure bridges, there are huge safety hazards in predicting bridge dynamic deflection and judging whether the bridge is safe or not, and the inclinometer The number and location of sensors are often selected and arranged according to the experience of engineers, which may cause excessive redundancy of sensor layout, resulting in a certain degree of waste. The invention proposes a bridge dynamic deflection monitoring method based on the optimal layout of inclinometers

Method used

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  • Bridge Dynamic Deflection Monitoring Method Based on Optimal Arrangement of Inclinometers
  • Bridge Dynamic Deflection Monitoring Method Based on Optimal Arrangement of Inclinometers
  • Bridge Dynamic Deflection Monitoring Method Based on Optimal Arrangement of Inclinometers

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Embodiment 1

[0065] A bridge dynamic deflection monitoring method based on the optimal arrangement of inclinometers, the steps are as follows:

[0066] Step 1, establish the inclination angle of the bridge node where the inclinometer is located to predict the structural dynamics equation of the key section displacement of the bridge;

[0067] The steps to establish the structural dynamic equation are as follows:

[0068] Step 11. For the beam structure, the equation of motion is established according to the mode superposition method in structural dynamics:

[0069] v N = Φ N q m (1)

[0070] where v N ∈ R N×1 represents the vertical displacement matrix, Φ N ∈ R N×m Represents the vertical displacement mode shape matrix, q m ∈ R m×1 Represents the generalized coordinate vector matrix of the vertical displacement matrix, N represents the number of inclinometers deployed, m represents the order of the formation vector used, in the vertical plane, Φ N is the function matrix about t...

Embodiment 2

[0108] A three-span continuous rigid frame bridge in the laboratory has a length of 8 meters and a width of 0.35 meters. The finite element model of the three-span continuous rigid frame bridge was established with Midas Civil 2017. The finite element model of the three-span continuous rigid frame bridge consists of 200 beam elements and 201 nodes. There are 127 nodes on the bridge surface as the installation of the inclinometer. Candidate locations, a total of 9 key sections are used as monitoring sections for bridge dynamic deflection. The schematic diagram of the model and its key sections is shown in figure 1 shown.

[0109] Step 1, establish the inclination angle of the bridge node where the inclinometer is located to predict the structural dynamics equation of the key section displacement of the bridge;

[0110] In this example, the inclination angles of nodes where M (M=3,4,...,15) inclinometer sensors are established in the laboratory to predict the structural dynami...

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Abstract

The present invention proposes a bridge dynamic deflection monitoring method based on the optimized arrangement of inclinometers, which includes: establishing an inclination-dynamic deflection conversion equation, simulating bridge deck passing vehicles in the bridge finite element model, and extracting the inclination time of candidate nodes for inclinometer layout The process data and the displacement time history data of key bridge sections are used as the data set for genetic algorithm optimization training. In the optimization process, information entropy is used as the fitness function, so as to obtain the optimal layout position of the inclinometer under a fixed number and the corresponding information entropy. The critical information entropy is determined with the relative error of the time-history displacement of the key section of the bridge in the predicted finite element model equal to 5% as the limit, and the information less than or equal to the critical information is found in the information entropy corresponding to the number of sensors under the optimal arrangement of the inclinometer. The minimum value of the number of sensors in the entropy is the optimal number of sensors, and the optimal layout position corresponding to the optimal number of sensors is the layout position of the inclinometer. This method can accurately predict the dynamic deflection of the bridge.

Description

technical field [0001] The invention relates to the field of health monitoring of bridge engineering, in particular to a bridge dynamic deflection monitoring method based on the optimal arrangement of inclinometers. Background technique [0002] Bridges have an extremely important strategic position in modern transportation. In recent years, more and more highways and railway bridges have been built and put into service, which has greatly improved the efficiency of my country's transportation and promoted rapid economic growth. [0003] Bridge dynamic deflection monitoring is an important part of the bridge health monitoring system, and it is an important indicator for evaluating bridge bearing capacity and vehicle driving safety. However, there has been no general monitoring method. Fixing the pendant under the bridge limits the testing of bridges with water under the bridge or bridges whose deck is far away from the ground below the bridge; laser measurement of bridge dyn...

Claims

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Application Information

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Patent Type & Authority Patents(China)
IPC IPC(8): G01M5/00G06F30/13G06F30/23G06F119/14
CPCG01M5/0008G01M5/005G06F30/13G06F30/23G06F2119/06
Inventor 苏伟李顺龙王鑫禚一刘洪占王旭顾津申邸昊魏剑峰王菲孟繁增杨学林李忠龙李惠
Owner CHINA RAILWAY DESIGN GRP CO LTD
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