CN110276133B - Box girder bridge anti-overturning monitoring system based on structural response measurement - Google Patents

Box girder bridge anti-overturning monitoring system based on structural response measurement Download PDF

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CN110276133B
CN110276133B CN201910551259.8A CN201910551259A CN110276133B CN 110276133 B CN110276133 B CN 110276133B CN 201910551259 A CN201910551259 A CN 201910551259A CN 110276133 B CN110276133 B CN 110276133B
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淡丹辉
余学文
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Abstract

The invention discloses a box girder bridge overturning prevention monitoring system based on structural response measurement, which comprises a plurality of pairs of vertical displacement sensors, wherein the vertical displacement sensors are arranged at two ends of a pier top support in pairs, the vertical displacement at a measuring point under the action of external load is continuously acquired, the support corner at a corresponding position is converted by the vertical displacement, whether the support is empty is judged according to the support corner, the possibility of whether a bridge structure has overturning risk is further judged, an information acquisition and network communication system is arranged on a monitoring site, and a general control system is deployed at a cloud end for information processing analysis. The invention has the advantages of simple calculation, low system cost, convenient construction and the like, and is suitable for anti-overturning monitoring of various box girder bridges.

Description

Box girder bridge anti-overturning monitoring system based on structural response measurement
Technical Field
The invention relates to the field of bridge health monitoring, in particular to a box girder bridge anti-overturning monitoring system based on structural response measurement, which is applicable to various box girder bridges.
Background
Box girder bridges, particularly single pier curve box girder bridges, are widely used in urban overpasses, interchange overpasses and ramp bridges. However, most of the box bridges are of integral hoisting structures, and the gravity center is high; the bridge pier tops of the single-column piers are narrower, so that the distance between the supports is limited, and sometimes even a single support can be adopted. Therefore, the box bridge has the problem of insufficient self anti-overturning capacity. On the other hand, the problem of overload of vehicles is increasingly serious and common, the probability that an overrun overturning moment is formed by single-side loading of a heavy vehicle or an overload vehicle is high, and the potential danger of overturning a structure cannot be ignored. In recent years, a multi-girder bridge overturning accident has occurred.
The existing anti-overturning research of the box bridge is mainly aimed at calculation of an anti-overturning stability coefficient and analysis of anti-overturning capacity influence factors, so that the calculation design of the transverse stability of the box bridge structure is guided. However, for the established bridge, due to the randomness of the vehicle load, the conditions of overload, abnormal traffic flow and the like are difficult to consider comprehensively in the design process; furthermore, the resistance of the structure itself is also subject to uncertainty. Therefore, although the anti-overturning stability coefficient is adopted to regulate the anti-overturning capacity of the bridge in the design, the structural safety cannot be completely ensured in the practical use.
Studies on the capsizing mechanism show that the capsizing process of the box bridge is described as: under the action of the overturning force of the automobile and other loads, the unidirectional compression support is sequentially emptied to the outside of the overturning shaft without other fulcrums, and the structural boundary condition is invalid to lose balance (as shown in figure 1). Under the conditions that the components such as the support of the bridge structure, the bridge pier and the like are reasonable in design and good in performance, the overlarge rotation angle of the beam body can cause the partial support to be emptied, so that Liang Tixing is a rotation mechanism and is a precondition for overturning.
In order to effectively grasp the actual safety state of a bridge during operation, whether the bridge is at risk of overturning or not is accurately estimated, and overturning accidents are avoided, early-warned and alarmed, which is a place to be improved seriously.
Disclosure of Invention
The invention aims to solve the technical problem of providing a box girder bridge anti-overturning monitoring system based on structural response measurement, which is used for monitoring and evaluating the anti-overturning state of the box girder bridge and avoiding, pre-warning and alarming the occurrence of overturning accidents.
In order to solve the technical problems, the invention provides a box girder bridge overturning prevention monitoring system based on structural response measurement, which comprises a plurality of pairs of vertical displacement sensors, wherein the vertical displacement sensors are arranged at two ends of a pier top support in pairs, continuously acquire vertical displacement at a measuring point under the action of external load, convert the vertical displacement into a support corner at a corresponding position, judge whether the support is empty according to the support corner, further judge whether the possibility of a bridge structure in overturning risk exists, monitor the field arrangement information acquisition and network communication system, and deploy an information processing analysis general control system at a cloud.
The bottom surface of the beam body is kept to be a plane and is tightly contacted with the top surface of the pier top support, the rotation angle of the beam body is equal to that of the support, and the vertical displacement at the measuring point is converted into the actual rotation angle of the support.
The pier top support comprises a pier top single support and a pier top double support, and the pier top single support is formed by defining that the edge of one side of a beam body and one side of the support are separated into the support to be separated; for the pier top double supports, the beam body and one side support are defined to be completely separated into supports for void; the critical rotation angle at which the support starts to be released is defined as the allowable rotation angle of the support.
And the allowable rotation angle of the support is gradually reduced along with the time, and an exponential decay model of the time-varying effect of the allowable rotation angle of the support is established.
And the support rotation angle is larger than the allowable rotation angle, and the support is judged to be in a void state at the moment, so that the support void probability in the observation period is calculated.
The possibility of whether the bridge structure has the overturning risk is that the actual supporting constraint condition of the bridge structure is determined according to the support void condition, and when the beam body is supported on a straight line, a rotating mechanism is formed to be in a critical state of overturning.
The vertical displacement obtained by measurement of the displacement sensor is converted into the support rotation angle at the corresponding position. And analyzing to obtain the allowable rotation angle of the support under the control condition that the support is not in a void state. And comparing the actually measured rotation angle with the allowable rotation angle to obtain whether each support of the bridge is in a void state, thereby determining the actual supporting constraint condition of the bridge structure and further judging whether the possibility of overturning the monitored bridge exists.
According to the method, the influence of ageing of the rubber material on the performance of the support is considered, an exponential decay model of the allowable corner time-varying effect of the support is established, and the influence of time-varying resistance decay is considered.
The invention has the advantages that:
1) The displacement sensor based on structural response measurement is low in price and convenient to construct; for the beam bridge with low manufacturing cost, the monitoring system has low cost;
2) The invention has simple calculation and small operand when processing data, and ensures the continuous real-time performance of analysis results;
3) The invention is based on the total response of the structure under the action of all external live loads (temperature load, vehicle load and the like) obtained by structural response monitoring, and more comprehensively and truly reflects the actual condition of the bridge.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention. In the drawings:
FIG. 1 is a schematic diagram of a bridge overturning mechanism;
FIG. 2 is a block diagram of the structural principles of the present invention;
FIG. 3 shows the actual environment and sensor arrangement of an embodiment of the present invention installed on an off-road EN ramp bridge;
FIG. 4 shows the probability of support void calculated by using the monitoring data of the same-channel EN ramp bridge (taking the observation data of 2017, 9 months and 30 consecutive days as an example) according to the embodiment of the invention;
FIG. 4a is a time-varying effect without considering the allowable rotation angle;
FIG. 4b is a graph of time-varying effects taking into account the allowable rotation angle;
FIG. 5 is a graph showing the relationship between the actual rotation angle and the allowable rotation angle of the support according to the embodiment of the present invention (taking 2017, 9, 1 data as an example);
FIG. 6 is a comparison of the probability of void between pedestals (for example, observed data for 30 consecutive days in 9 months in 2017) according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of a deformation of a rubber mount;
FIG. 8 is a model of the allowable rotation angle exponential decay;
reference numerals in the drawings indicate
v1-v 6-displacement sensor.
Detailed Description
Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
Fig. 2 shows a block diagram of an embodiment of the invention. As shown in fig. 2, the invention provides a box girder bridge anti-overturning monitoring system based on structural response measurement, which comprises a plurality of pairs of vertical displacement sensors, wherein the vertical displacement sensors are arranged at two ends of a pier top support in pairs, continuously acquire vertical displacement at measuring points under the action of external load, calculate support corners at corresponding positions through the vertical displacement, judge whether the supports are empty according to the support corners, further judge whether the possibility of overturning risk exists in a bridge structure, monitor the field, arrange an information acquisition and network communication system, and process and analyze a total control system at a cloud.
Partial support void forms a rotation mechanism, which is a precondition for the bridge to topple. The support cannot work normally after the support is emptied, the stress state of the structure is difficult to grasp, and the state is used as a critical state for evaluating the stability and safety of anti-overturning. The bridge overturning prevention analysis is carried out based on the support corner control by ensuring that the support is not in a run-out state to effectively avoid the occurrence of bridge overturning accidents, and specifically comprises the following steps:
1) Support void control conditions:
rubber supports are widely adopted in the box girder bridge, and the deformation of the rubber supports can be regarded as vertical average compression deformation delta of the supports no matter single supports or double supports are placed on the bridge pier cm And the support rotating deformation theta. When the beam body rotates less, the bottom of the box beam is completely contacted with the rubber support, the corner of the beam body is the corner of the rubber support, and the beam body and the support surface start to be separated along with the further rotation of the beam body to exceed the rotation capacity of the rubber support. For a single support at the pier top, defining that the edge of one side of a beam body and the edge of one side of the support are separated into support void; for pier top double supports, it is defined that the beam body and one side support are completely separated into support void, as shown in fig. 7.
As can be seen from fig. 7, for the case of a single pier top support, to prevent the support from falling out, it is required to satisfy the following conditions:
Figure BDA0002105544030000041
namely:
Figure BDA0002105544030000042
θ in the above formula (2) is a beam body rotation angle (support rotation angle), L is a support transverse bridge length, δ cm According to highway reinforced concrete and pre-stressThe force concrete bridge design Specification (JTG D62-2004) clause 8.4, calculated as:
Figure BDA0002105544030000043
thus, for the single support case, the support corner control angle is selected:
Figure BDA0002105544030000044
similarly, for the case of pier top double supports, the support corner control angle is:
Figure BDA0002105544030000045
wherein R is ck Is the standard value of the support pressure, t e For the total thickness of the rubber layer of the support, A e For the effective bearing area of the support E b For bulk modulus of rubber elastomer, E b ＝2000MPa，E e For the compressive modulus of elasticity, E e ＝5.4G e S 2 S is the shape factor of the support.
For convenience of expression, the support rotation angle control angle is recorded as theta 0 ：
Figure BDA0002105544030000046
In order to prevent the support from falling out and thus bringing the risk of bridge overturning, the support rotation angle should satisfy the following relationship during bridge operation:
θ＜θ 0 (7)
based on the reliability analysis of the support rotation angle control, the functional function expressing the support void can be expressed as:
Figure BDA0002105544030000051
wherein v is 1 ，v 2 For displacement values measured by displacement sensors, the values being random variables, θ, caused by external live loads 0 The allowable rotation angle of the support is regarded as constant.
The corresponding limit state equation for support void is:
Figure BDA0002105544030000052
when Z is more than 0, the support is not emptied;
when Z is less than 0, the support is empty;
when z=0, this indicates that the support is in a limit state in which it is about to be emptied but has not yet been emptied.
Let the probability density function of (8) Z be f Z (z) the failure probability of the support to void is:
Figure BDA0002105544030000053
(10) The formula is for continuous variables, since the observed displacement data is a discrete random variable, there is no f Z The probability density function of (z), formula (10) is written as:
Figure BDA0002105544030000054
wherein n is f The number of data points in unit observation time is such that the function (9) is smaller than 0, and n is the total number of data points in unit observation time. The probability of occurrence of void of each support in the observation time is calculated by the equation (11).
(11) The formula calculates the probability of a single support void, which is not equal to the occurrence of overturning of the entire bridge superstructure, because the bridge is supported on multiple supports, and the bridge superstructure will only form a turning mechanism and thus overturning if enough supports void to support the structure in a straight line.
2) Time-varying effect of allowable rotation angle of support
From (3), the support allows the corner and the compressive modulus E of the rubber material e Bulk modulus E b In connection with this, rubber materials have problems with aging. Under environmental effects (heat, oxygen, etc.), the properties of the rubber material may be reduced, thereby affecting the service life of the support. Research shows that after rubber is aged, the hardness is increased, and the elongation is reduced; compression modulus E e And bulk modulus E b Increasing; vertical average compressive deformation delta of support cm Will decrease. From equations (4) and (5), the allowable support angle is also reduced. Therefore, the allowable rotation angle of the rubber support is a function of time, the aging of the rubber material is deepened continuously with the lapse of time, and the allowable rotation angle of the support is gradually reduced, which is disadvantageous for the anti-overturning of the bridge, and it is necessary to consider the time-varying effect of the allowable rotation angle of the support.
According to the research of the existing rubber material performance aging rule, an exponential function is adopted to describe the time-varying effect of the allowable rotation angle of the bridge rubber support, namely:
θ 0,t ＝θ 0 e -kt (12)
wherein θ 0 For the allowable rotation angle at the initial time, given by the formula (4) or the formula (5), k is a constant to be determined, t is the time from the delivery date of the support to the calculation time, the unit is converted into the day, and theta 0,t And the allowable rotation angle of the support after the time t is shown.
Because of the difficulty in accurately describing the aging rule of rubber materials, the national academy of railroad science has carried out mechanical properties and analysis experiments on the natural rubber plate type supports used for 16 years, 19 years and 22 years on Beijing-Bao railway, the compression and shear elastic modulus of the support are respectively increased by about 20%, and the elongation is reduced by 15% -20%. From this experiment, it was observed that the allowable support rotation angle was reduced by about 30% by the formulas (3) - (5). Therefore, the coefficient k in the expression (12) is taken as follows: after 20 years (7300 d) of use of the mount, the allowable angle of rotation of the mount becomes 70% of the initial value, and there are:
θ 0,7300 ＝θ 0 e -7300k ＝0.7θ 0 (13)
and (3) solving to obtain:
Figure BDA0002105544030000061
substituting (14) into (12) yields the allowable corner attenuation law, as shown in fig. 8.
After considering the time-varying effect of the allowable rotation angle of the support, the functional function and the failure probability of the support void are rewritten by the formulas (8) and (11) respectively:
Figure BDA0002105544030000062
Figure BDA0002105544030000063
wherein p in formula (16) f,t The failure probability of the support void in the observation time period is shown after the support leaves the factory for t days; n is n f,t And n t The data points and the total number of data points are respectively set such that the functional function (15) is smaller than 0 in unit observation time.
The anti-overturning monitoring system disclosed by the invention is deployed on an Shanghai ataxia way EN ramp bridge (shown in figure 3), and the feasibility and effectiveness of the method are shown through analysis of monitoring data.
The analysis results give the probability of each support going empty every day (as shown in fig. 4a, 4 b-6), which shows that:
1. considering the time-varying effect of the allowable rotation angle of the support, the probability of the support to be out of the air is obviously increased, and it is expected that the rotation capacity of the support is continuously reduced along with the continuous aging of the rubber material, and the probability of the support to be out of the air and the risk of the bridge to be overturned are increased along with the continuous aging of the rubber material;
2. the support on the bridge pier at two ends is emptied before the support on the bridge pier in the midspan, the front half of the ramp bridge has poor sight distance, the vehicle stays on the bridge for a long time, and the support on the bridge pier positioned at the front half of the ramp is most prone to being emptied;
3. the single support is not empty, but the bridge is overturned, and enough attention should be paid and corresponding measures should be taken when the single support is empty too much from the safety point of view.
The above description is only of the preferred embodiments of the present invention and is not intended to limit the present invention, and various modifications and variations may be made to the present invention by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention should be included in the protection scope of the present invention.

Claims (2)

1. Box girder bridge prevents monitoring system that overturns based on structural response measures, its characterized in that: the monitoring system comprises a plurality of pairs of vertical displacement sensors, wherein the vertical displacement sensors are arranged at two ends of a pier top support in pairs, vertical displacement at a measuring point under the action of external load is continuously obtained, support corners at corresponding positions are converted through the vertical displacement, whether the support is empty or not is judged according to the support corners, the possibility of whether a bridge structure is at a overturning risk is further judged, an information acquisition and network communication system is arranged on a monitoring site, and an information processing and analyzing total control system is deployed at a cloud;
the pier top support comprises a pier top single support and a pier top double support, and the pier top single support is formed by defining that the edge of one side of a beam body and one side of the support are separated into the support to be separated; for the pier top double supports, the beam body and one side support are defined to be completely separated into supports for void; defining a critical rotation angle when the support starts to be released as an allowable rotation angle of the support;
for the condition of pier top list support, in order to prevent the support from taking off the sky, need satisfy:
Figure FDA0004132416090000011
namely:
Figure FDA0004132416090000012
θ in the formula (2) is a beam body rotation angle, L is a transverse bridge length of the support, and δ is a transverse bridge length of the support cm Calculated according to the specifications, namely:
Figure FDA0004132416090000013
thus, for the single support case, the support corner control angle is selected:
Figure FDA0004132416090000014
similarly, for the case of pier top double supports, the support corner control angle is:
Figure FDA0004132416090000015
wherein R is ck Is the standard value of the support pressure, t e For the total thickness of the rubber layer of the support, A e For the effective bearing area of the support E b For bulk modulus of rubber elastomer, E b ＝2000MPa，E e For the compressive modulus of elasticity, E e ＝5.4G e S 2 S is the shape coefficient of the support;
recording the support rotation angle control angle as theta 0 ：
Figure FDA0004132416090000021
In order to prevent the support from falling out and thus bringing the risk of bridge overturning, the support rotation angle should satisfy the following relationship during bridge operation:
θ＜θ 0 (7)
based on the reliability analysis of the support rotation angle control, the functional function expressing the support void is expressed as:
Figure FDA0004132416090000022
/>
wherein v is 1 ，v 2 For displacement values measured by displacement sensors, the displacement values being random variables, θ, caused by external live loads 0 The other is the allowable rotation angle of the support;
the corresponding limit state equation for support void is:
Figure FDA0004132416090000023
when Z is more than 0, the support is not emptied;
when Z is less than 0, the support is empty;
when z=0, it means that the support is in a limit state where it is about to be emptied but not yet emptied;
let the probability density function of (8) Z be f Z (z) the failure probability of the support to void is:
Figure FDA0004132416090000024
(10) The formula is for continuous variables, the observed displacement data is a discrete random variable, and f is absent Z The probability density function of (z), formula (10) is written as:
Figure FDA0004132416090000025
wherein n is f The number of data points with the function (9) being smaller than 0 in unit observation time, n being the total number of data points in unit observation time, and the probability of occurrence of void of each support in the observation time being calculated by the formula (11);
the support rotation angle is larger than the allowable rotation angle, and the support is judged to be in a void state at the moment, so that the support void probability in the observation period is calculated;
the possibility of whether the bridge structure has the overturning risk is that the actual supporting constraint condition of the bridge structure is determined according to the support void condition, and when the beam body is supported on a straight line, a rotating mechanism is formed to be in a critical state of overturning;
the allowable rotation angle of the support gradually becomes smaller along with the time, and an exponential decay model of the time-varying effect of the allowable rotation angle of the support is established; describing the time-varying effect of the allowable rotation angle of the bridge rubber support by adopting an exponential function, namely:
θ 0.t ＝θ 0 e -kt (12)
wherein θ 0 For the allowable rotation angle at the initial time, given by the formula (4) or the formula (5), k is a constant to be determined, t is the time from the delivery date of the support to the calculation time, the unit is converted into the day, and theta 0，t The allowable rotation angle of the support after the moment t is represented;
after considering the time-varying effect of the allowable rotation angle of the support, the functional function and the failure probability of the support void are rewritten by the formulas (8) and (11) respectively:
Figure FDA0004132416090000031
Figure FDA0004132416090000032
wherein p in formula (16) f，t The failure probability of the support void in the observation time period is shown after the support leaves the factory for t days; n is n f，t And n t The data points and the total number of data points are respectively set such that the functional function (15) is smaller than 0 in unit observation time.
2. The structural response measurement based box girder bridge anti-overturning monitoring system as claimed in claim 1, wherein: the bottom surface of the beam body is kept to be a plane and is tightly contacted with the top surface of the pier top support, the rotation angle of the beam body is equal to that of the support, and the vertical displacement at the measuring point is converted into the actual rotation angle of the support.
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