CN112001019A - Performance monitoring method of bridge rubber support - Google Patents
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Abstract
The invention discloses a performance monitoring method of a bridge rubber support, which relates to the field of bridge detection and comprises the steps of calculating theoretical horizontal rigidity of the rubber support according to bridge structure data and support material data; calculating theoretical horizontal rigidity of the rubber support according to the bridge structure data and the support material data; calculating the rigidity coefficient index of the rubber support according to the monitored atmospheric temperature change and the relative displacement change of the support; comparing the theoretical range with the index value, and evaluating the performance of the support.
Description
Technical Field
The invention relates to the field of bridge structure health monitoring, in particular to a performance monitoring method for a bridge rubber support.
Background
The bridge bearing is an important part for connecting the upper structure and the lower structure of the bridge, and can reliably transmit the counter force and the deformation (displacement and corner) of the upper structure of the bridge to the lower structure of the bridge, so that the stress and the deformation of a beam body are consistent with a theoretical calculation diagram, and the quality and the performance of the bridge bearing directly influence the usability and the durability of the bridge. Due to poor construction or later-stage operation and other reasons, the rubber support is quite common in diseases, and mainly shows that the support is empty, the pressure bearing is uneven, the support plate is distorted and broken, a welding seam is cracked, the support displacement is larger than an allowable deviation, the support is permanently deformed, a fixing bolt is cut off and the like. The bearing stress is uneven or the bearing is empty, the structure stress mode is changed, the internal force of the main beam, the internal force of the cross beam and the counter force of the bearing are caused to change, the main beam, the bridge floor and the abutment are damaged, and the service life of the bearing is shortened.
In the conventional safety monitoring system of bridge, often can monitor the relative displacement of girder and pier or the vertical pressure of support to monitor unstability diseases such as toppling and sliding. Because the performance of the support can influence the long-term durability of the bridge, the secondary diseases can be reduced by timely repairing and replacing the support, the service time of the bridge is prolonged, and the comprehensive maintenance cost is reduced. However, the support diseases are common, the unified judgment standard for the working performance of the support is lacked, and the priority of maintenance and replacement cannot be evaluated in a visitor quantitative manner in a plurality of support diseases.
If the vertical pressure sensor is installed on the existing bridge, the beam body needs to be jacked, the cost is huge, and the bridge can be cracked due to improper operation. The working performance of the support is evaluated by constructing performance monitoring indexes related to the support, and then a basis can be provided for evaluating the overall working performance of the concrete beam bridge structure. Therefore, it is necessary to provide a method for monitoring the performance of a rubber bearing for a bridge in order to overcome the shortcomings of the prior art.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention provides a performance monitoring method of a bridge rubber support, which can detect the health state of the bridge rubber support in time.
In order to achieve the purpose, the invention provides a performance monitoring method of a bridge rubber support, which comprises the following steps:
s1, calculating the theoretical horizontal rigidity of the rubber support, and calculating the theoretical horizontal rigidity of the rubber support according to the bridge structure data and the support material data;
s2, calculating the horizontal stiffness of the rubber support after friction sliding, and calculating the critical horizontal stiffness of the rubber support according to the test data of the support product;
s3, calculating the rigidity coefficient index of the rubber support, and calculating the rigidity coefficient index of the rubber support according to the monitored atmospheric temperature change and the support relative displacement change;
s4, comparing the theoretical range with the index value and evaluating the performance of the support;
and S5, assisting maintenance priority decision.
Preferably, in S1, the method for calculating the theoretical horizontal stiffness of the rubber mount includes:
K1＝GA/t，
wherein G is determined by the material of the rubber support, A is the contact area of the support and the main beam, and t is the total height of the rubber layer of the rubber support.
Preferably, in S2, the horizontal stiffness of the rubber mount is greatly reduced after the rubber mount undergoes frictional slip, and the condition that the horizontal shearing force exceeds the critical frictional force is satisfied, and the horizontal frictional force of the rubber mount is as follows:
Fmax＝μN,
in the formula, mu is a sliding friction coefficient, and N is a vertical acting force borne by the support;
after the friction sliding occurs, the horizontal rigidity of the rubber seat meets the following formula:
K2＝μN/xy，
in the formula, xyIs the critical relative displacement.
Preferably, in S3, including step S301,
the horizontal shear force versus relative displacement can be described by a linear relationship, as shown in the formula:
F(x)＝kx
in the formula, k is the equivalent shear stiffness of the rubber support, and x is the relative displacement of the rubber upper structure and the pier top.
Preferably, in S3, step S302 is further included, the sources of the horizontal shearing force are mainly transverse load, dynamic load, ambient temperature change, and concrete shrinkage creep effect, as shown in the formula:
F(x)＝FD+FL+FT+FC
in actual engineering, a bridge health monitoring system is usually installed after a bridge structure is built, the constant load and shrinkage creep effects are completed at the moment, and a sensor installed at a later stage cannot measure relative displacement generated by the sensor, so that the relative displacement is only influenced by horizontal shear force under the effects of temperature and traffic load:
F(x)＝FT+FL＝kxT+kxL
in the formula, FTIn order to generate horizontal shear force due to temperature, FLFor horizontal shear forces generated by traffic loads, xTFor relative displacement due to temperature change, xLThe relative displacement caused by the traffic load is generated by the temperature change when there is no traffic load, and the relative displacement is generated by the traffic load when the traffic load passes through the bridge due to the short transit time.
Preferably, step S303 is further included in S3,
because the condition of the horizontal force of the support generated by traffic load is complex and has high requirement on the monitoring frequency, only the condition of the horizontal force caused by the expansion with heat and contraction with cold of the temperature change beam body is considered, a displacement sensor is arranged between the girder end of the main girder and the pier, the relative displacement of the support is monitored, the atmospheric temperature is measured at the same time, and the rigidity coefficient indexes of the rubber support are defined as follows:
K3＝ΔT/Δx
in the formula, Δ T is a temperature variation between the continuous monitoring time nodes, and Δ x is a displacement variation between the continuous monitoring time nodes.
Preferably, in S4, the rubber mount stiffness coefficient index K is set3And theoretical horizontal rigidity K of rubber support1After friction sliding of the rubber support K2Comparing the ranges;
if K3And K1Equality indicates that the current support performance condition is better;
if K3Fall into K2Within the critical range, the equivalent horizontal rigidity of the rubber support is reduced, and the rubber layer of the rubber support is likely to age and crack or the support is prone to void;
if K3Exceeds K2Outside the critical range, the rubber support reaches a failure state when the critical value of the friction slip is exceeded.
The invention has the following beneficial effects:
the performance monitoring method for the bridge rubber support can objectively and quantitatively evaluate the actual performance of the rubber support, solves the problem that the performance evaluation of the rubber support lacks quantitative basis, and objectively and quantitatively evaluates the priority of maintenance and replacement in numerous support diseases.
Drawings
The present invention will be further described and illustrated with reference to the following drawings.
FIG. 1 is a flow chart of a method for monitoring the performance of a bridge rubber bearing provided by the invention.
Fig. 2 is a shear deformation diagram of the plate type rubber support.
FIG. 3 is a diagram of a rubber mount lateral force versus displacement model.
Detailed Description
The technical solution of the present invention will be more clearly and completely explained by the description of the preferred embodiments of the present invention with reference to the accompanying drawings.
Examples
As shown in fig. 1, the method for monitoring the performance of a bridge rubber bearing provided by the invention comprises the following steps:
and S1, calculating the theoretical horizontal rigidity of the rubber support, and calculating the theoretical horizontal rigidity of the rubber support according to the bridge structure data and the support material data.
In this embodiment, the method for calculating the theoretical horizontal stiffness of the rubber mount is as follows:
K1＝GA/t，
wherein G is determined by the material of the rubber support, A is the contact area of the support and the main beam, and t is the total height of the rubber layer of the rubber support.
Modulus of elasticity E of rubber mounteAnd shear modulus GeCan be determined by experimentation. The hardness requirement of the common chloroprene rubber is Shore 55-60 degrees, and the chloroprene rubber is suitable for areas with the temperature not lower than-25 ℃. According to domestic data, the value of the modulus of elasticity can be determined by the following formula:
Ee＝5.4GeS2
in the formula: s is a plane shape coefficient of the support and is calculated by the following formula:
in the formula, a0Is the short side length of a rectangular support, b0Is the length of the long side of a rectangular support, t is the thickness of a single-layer rubber sheet of the middle layer of the support, d0The diameter of the circular support.
Shear modulus G of rubber support at normal temperatureeThe value may be 1000 kPa.
As shown in fig. 2, when the mount is only subjected to shear deformation, no relative slip occurs between different rubber layers and steel plate layers, and the relative displacement between the top and the bottom of the mount is equal to the shear deformation length of the rubber layers, as shown in the following formula:
where t is the total height of the rubber layer, γ is the shear angle of the rubber layer, G is the shear modulus, and τ is the average shear stress acting on the support, for the relative displacement of the support, and can be calculated by the following equation:
in the formula, V is the shearing force acting on the support, and A is the contact area of the support and the main beam. In summary, the relationship between the shear force and the relative displacement of the support can be as follows:
therefore, when the support is only subjected to shear deformation and does not undergo frictional sliding, the horizontal shear force acting on the support and the relative displacement of the support are in a linear relationship and are influenced by the shear modulus of the chloroprene rubber, the contact area of the support and the main beam and the thickness of the support rubber layer. When the rubber layer is aged and cracked or the support is empty, the equivalent horizontal rigidity of the support can be changed.
And S2, calculating the horizontal stiffness of the rubber support after friction sliding, and calculating the critical horizontal stiffness of the rubber support according to the test data of the support product.
As shown in fig. 3, in this embodiment, the horizontal stiffness of the rubber mount is greatly reduced after the rubber mount undergoes the friction slip, and the condition that the horizontal shearing force exceeds the critical friction force is satisfied, and the horizontal friction force of the rubber mount is as follows:
Fmax＝μN,
in the formula, mu is a sliding friction coefficient, and N is a vertical acting force borne by the support;
after the friction sliding occurs, the horizontal rigidity of the rubber seat meets the following formula:
K2＝μN/xy，
in the formula, xyIs the critical relative displacement.
In conclusion, when the friction slip occurs, the horizontal rigidity of the support is greatly reduced, and the critical displacement of the friction slip is influenced by the vertical acting force of the support, the sliding friction coefficient and the shear rigidity of the support. If the damage such as the solid local void or the support cracking occurs, the critical displacement of the friction slip is reduced, so that the friction slip occurs, and the equivalent horizontal rigidity of the support is greatly reduced.
And S3, calculating the rigidity coefficient index of the rubber support, and calculating the rigidity coefficient index of the rubber support according to the monitored atmospheric temperature change and the support relative displacement change.
In the present embodiment, S3 includes steps S301, S302 and S303,
s301, the relationship between the horizontal shearing force and the relative displacement can be described by a linear relationship, as shown in the formula:
F(x)＝kx
in the formula, k is the equivalent shear stiffness of the rubber support, and x is the relative displacement of the rubber upper structure and the pier top.
S302, the sources of the horizontal shearing force mainly include transverse load, dynamic load, environment temperature change and concrete shrinkage and creep action, and the horizontal shearing force is shown as a formula:
F(x)＝FD+FL+FT+FC
in actual engineering, a bridge health monitoring system is usually installed after a bridge structure is built, the constant load and shrinkage creep effects are completed at the moment, and a sensor installed at a later stage cannot measure relative displacement generated by the sensor, so that the relative displacement is only influenced by horizontal shear force under the effects of temperature and traffic load:
F(x)＝FT+FL＝kxT+kxL
in the formula, FTIn order to generate horizontal shear force due to temperature, FLFor horizontal shear forces generated by traffic loads, xTFor relative displacement due to temperature change, xLThe relative displacement caused by the traffic load is generated by the temperature change when there is no traffic load, and the relative displacement is generated by the traffic load when the traffic load passes through the bridge due to the short transit time.
S303, because the condition of the horizontal force of the support generated by traffic load is complex and the requirement on the monitoring frequency is high, only the condition of the horizontal force caused by the expansion and contraction effect of the temperature change beam body is considered, a displacement sensor is arranged between the girder end and the pier, the relative displacement of the support is monitored, the atmospheric temperature is measured at the same time, and the rigidity coefficient indexes of the rubber support are defined as follows:
K3＝ΔT/Δx
in the formula, Δ T is a temperature variation between the continuous monitoring time nodes, and Δ x is a displacement variation between the continuous monitoring time nodes.
And S4, comparing the theoretical range with the index value, and evaluating the performance of the support.
The horizontal rigidity of the rubber support is mainly provided by the laminated rubber, the laminated rubber firstly generates shearing deformation under the action of shearing force, and when the horizontal load borne by the laminated rubber exceeds the maximum static friction force of the friction material, the laminated rubber drives the friction material to move together.
When the rubber support only generates shearing deformation but does not generate friction sliding, the horizontal shearing force acting on the rubber support and the relative displacement of the rubber support are in a linear relation and are influenced by the shearing modulus of the chloroprene rubber, the contact area of the support and the main beam and the thickness of the support rubber layer.
When friction slippage occurs, the horizontal rigidity of the support is greatly reduced, and the critical displacement of the friction slippage is influenced by the vertical acting force of the support, the sliding friction coefficient and the shear rigidity of the support.
In the present embodiment, the stiffness index K of the rubber mount is set3And theoretical horizontal rigidity K of rubber support1After friction sliding of the rubber support K2Comparing the ranges;
if K3And K1Equality indicates that the current support performance condition is better;
if K3Fall into K2Within the critical range, the equivalent horizontal rigidity of the rubber support is reduced, and the rubber layer of the rubber support is likely to age and crack or the support is prone to void;
if K3Exceeds K2Outside the critical range, it is indicated that the rubber support reaches the critical value of friction slipA failure state.
And S5, assisting maintenance priority decision.
In this embodiment, the auxiliary maintenance and repair are preferentially performed on the bridge with the rubber bearing in the failure state, and then the auxiliary maintenance is performed on the bridge with the rubber layer suffering from aging cracking or bearing void.
The above detailed description merely describes preferred embodiments of the present invention and does not limit the scope of the invention. Without departing from the spirit and scope of the present invention, it should be understood that various changes, substitutions and alterations can be made herein by those skilled in the art without departing from the spirit and scope of the invention as defined by the appended claims and their equivalents. The scope of the invention is defined by the claims.
Claims (7)
1. A performance monitoring method of a bridge rubber support is characterized by comprising the following steps:
s1, calculating the theoretical horizontal rigidity of the rubber support, and calculating the theoretical horizontal rigidity of the rubber support according to the bridge structure data and the support material data;
s2, calculating the horizontal stiffness of the rubber support after friction sliding, and calculating the critical horizontal stiffness of the rubber support according to the test data of the support product;
s3, calculating the rigidity coefficient index of the rubber support, and calculating the rigidity coefficient index of the rubber support according to the monitored atmospheric temperature change and the support relative displacement change;
s4, comparing the theoretical range with the index value, and evaluating the performance of the rubber support;
and S5, assisting maintenance priority decision.
2. The method for monitoring the performance of the bridge rubber bearing according to claim 1, wherein in the step S1, the method for calculating the theoretical horizontal stiffness of the rubber bearing comprises the following steps:
K1＝GA/t，
wherein G is determined by the material of the rubber support, A is the contact area of the support and the main beam, and t is the total height of the rubber layer of the rubber support.
3. The method for monitoring the performance of the bridge rubber bearing according to claim 1, wherein in S2, the horizontal stiffness of the rubber bearing is greatly reduced after the rubber bearing undergoes frictional slip, and the condition that the horizontal shearing force exceeds the critical frictional force is satisfied, and the horizontal frictional force of the rubber bearing is represented by the following formula:
Fmax＝μN,
in the formula, mu is a sliding friction coefficient, and N is a vertical acting force borne by the support;
after the friction sliding occurs, the horizontal rigidity of the rubber seat meets the following formula:
K2＝μN/xy，
in the formula, xyIs the critical relative displacement.
4. The method for monitoring the performance of the rubber bridge bearing according to claim 1, wherein S3 includes step S301,
the horizontal shear force versus relative displacement can be described by a linear relationship, as shown in the formula:
F(x)＝kx
in the formula, k is the equivalent shear stiffness of the rubber support, and x is the relative displacement of the rubber upper structure and the pier top.
5. The method for monitoring the performance of the rubber bridge support according to claim 4, wherein in step S3, the method further comprises step S302, wherein the sources of the horizontal shearing force are mainly transverse load, dynamic load, environmental temperature change and concrete shrinkage creep action, as shown in the formula:
F(x)＝FD+FL+FT+FC
in actual engineering, a bridge health monitoring system is usually installed after a bridge structure is built, the constant load and shrinkage creep effects are completed at the moment, and a sensor installed at a later stage cannot measure relative displacement generated by the sensor, so that the relative displacement is only influenced by horizontal shear force under the effects of temperature and traffic load:
F(x)＝FT+FL＝kxT+kxL
in the formula, FTIn order to generate horizontal shear force due to temperature, FLFor horizontal shear forces generated by traffic loads, xTFor relative displacement due to temperature change, xLThe relative displacement caused by the traffic load is generated by the temperature change when there is no traffic load, and the relative displacement is generated by the traffic load when the traffic load passes through the bridge due to the short transit time.
6. The method for monitoring the performance of the rubber bridge support according to claim 5, wherein the step S3 further comprises the step S303,
because the condition of the horizontal force of the support generated by traffic load is complex and has high requirement on the monitoring frequency, only the condition of the horizontal force caused by the expansion with heat and contraction with cold of the temperature change beam body is considered, a displacement sensor is arranged between the girder end of the main girder and the pier, the relative displacement of the support is monitored, the atmospheric temperature is measured at the same time, and the rigidity coefficient indexes of the rubber support are defined as follows:
K3＝ΔT/Δx
in the formula, Δ T is a temperature variation between the continuous monitoring time nodes, and Δ x is a displacement variation between the continuous monitoring time nodes.
7. The method for monitoring the performance of the bridge rubber bearing according to any one of claims 1 to 6, wherein in S4, the stiffness coefficient index K of the rubber bearing is used3And theoretical horizontal rigidity K of rubber support1After friction sliding of the rubber support K2Comparing the ranges;
if K3And K1Equality indicates that the current support performance condition is better;
if K3Fall into K2Within the critical range, the equivalent horizontal rigidity of the rubber support is reduced, and the rubber layer of the rubber support is likely to age and crack or the support is prone to void;
if K3Exceeds K2Outside the critical range, the rubber support reaches a failure state when the critical value of the friction slip is exceeded.
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| CN112693494A (en) * | 2020-12-31 | 2021-04-23 | 浙大城市学院 | Method for monitoring permanent deformation caused by aging of floating plate rubber support |
| WO2024013878A1 (en) * | 2022-07-13 | 2024-01-18 | 三菱電機株式会社 | Crack inspection device, crack monitoring system, and crack inspection method |
| CN118427947A (en) * | 2024-06-28 | 2024-08-02 | 四川公路桥梁建设集团有限公司 | Mechanical property evaluation method and device for steel-rubber combined bridge support |
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| 马玉宏;赵桂峰;罗佳润;崔杰;周福霖;: "不均匀老化对近海桥梁隔震橡胶支座性能影响及简易预测方法", 中南大学学报(自然科学版), no. 10 * |
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| CN112693494A (en) * | 2020-12-31 | 2021-04-23 | 浙大城市学院 | Method for monitoring permanent deformation caused by aging of floating plate rubber support |
| CN112693494B (en) * | 2020-12-31 | 2022-03-01 | 浙大城市学院 | Method for monitoring permanent deformation caused by aging of floating plate rubber support |
| WO2024013878A1 (en) * | 2022-07-13 | 2024-01-18 | 三菱電機株式会社 | Crack inspection device, crack monitoring system, and crack inspection method |
| JP7466798B1 (en) | 2022-07-13 | 2024-04-12 | 三菱電機株式会社 | CRACK INSPECTION DEVICE, CRACK MONITORING SYSTEM, AND CRACK INSPECTION METHOD |
| CN118427947A (en) * | 2024-06-28 | 2024-08-02 | 四川公路桥梁建设集团有限公司 | Mechanical property evaluation method and device for steel-rubber combined bridge support |
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