CN112001019B - Performance monitoring method for 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 the 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 detected atmospheric temperature change and the support relative displacement change; and 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 of a bridge rubber support.
Background
The bridge support is an important component for connecting the upper structure and the lower structure of the bridge, and can reliably transmit the counter force and deformation (displacement and rotation angle) of the upper structure of the bridge to the lower structure of the bridge, so that the stress and deformation conditions of the bridge body are consistent with theoretical calculation patterns, and the quality and performance of the bridge directly influence the usability and durability of the bridge. Due to poor construction or later operation and other reasons, the rubber support diseases are quite common, and are mainly manifested by support void, uneven bearing, support plate distortion and fracture, weld cracking, support displacement larger than tolerance, permanent deformation of the support, fixed bolt cutting and the like. Uneven or empty support stress will change the structure stress mode, lead to girder internal force, crossbeam internal force, support counter force to change, damage girder, bridge floor and pier, reduce support life.
In a conventional safety monitoring system for a bridge, the relative displacement of a girder and a pier or the vertical pressure of a support are often monitored, so that unstable diseases such as overturning and sliding are monitored. The performance of the support can influence the long-term durability of the bridge, so that the secondary damage can be reduced by repairing and replacing the support in time, the service time of the bridge is prolonged, and the comprehensive maintenance cost is reduced. However, the diseases of the support are common, and the unified judging standard for the working performance of the support is lacking, so that the maintenance and replacement priorities of a plurality of diseases of the support cannot be evaluated in a customized mode.
If the vertical pressure sensor is installed on the existing bridge, the beam body needs to be jacked up, so that the cost is huge, and the bridge is likely to be cracked due to improper operation. By constructing performance monitoring indexes related to the support, the working performance of the support is evaluated, and then the basis can be provided for evaluating the overall working performance of the concrete beam bridge structure. Therefore, it is necessary to provide a performance monitoring method for the bridge rubber support against the defects 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 timely detect the health state of the bridge rubber support.
In order to achieve the above purpose, the invention provides a performance monitoring method of a bridge rubber support, which comprises the following steps:
s1, calculating theoretical horizontal rigidity of a rubber support, and calculating the theoretical horizontal rigidity of the rubber support according to bridge structure data and support material data;
s2, calculating the horizontal rigidity of the rubber support after friction sliding, and calculating the critical horizontal rigidity of the rubber support according to support product test data;
s3, calculating a 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 index values, and evaluating the performance of the support;
and S5, auxiliary maintenance priority decision.
Preferably, in S1, the method for calculating the theoretical horizontal stiffness of the rubber support is as follows:
K 1 ＝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 rigidity of the rubber support is greatly reduced after frictional sliding, so as to meet the condition that the horizontal shearing force exceeds the critical friction force, and the horizontal friction force of the rubber support is shown as the following formula:
F max ＝μN,
wherein mu is a sliding friction coefficient, and N is a vertical acting force borne by the support;
after frictional slip occurs, the rubber mount horizontal stiffness satisfies the following equation:
K 2 ＝μN/x y ，
wherein x is y Is the critical relative displacement.
Preferably, in S3, step S301 is included,
the relationship of horizontal shear to relative displacement can be described by a linear relationship as shown in the formula:
F(x)＝kx
wherein k is the equivalent shear rigidity of the rubber support, and x is the relative displacement between the rubber superstructure and the pier top.
Preferably, in S3, the method further includes step S302, the sources of the horizontal shear force are mainly lateral load, dynamic load, ambient temperature change, and concrete shrinkage creep, as shown in the formula:
F(x)＝F D +F L +F T +F C
in practical engineering, the bridge health monitoring system is usually installed after the bridge structure is built, the constant load and shrinkage creep actions are completed at the moment, and the sensor installed at the later stage cannot measure the relative displacement generated by the sensor, so that the relative displacement only receives the influence of the horizontal shearing force under the action of temperature and traffic load:
F(x)＝F T +F L ＝kx T +kx L
wherein F is T F is a horizontal shear force generated by temperature L X is the horizontal shear force generated by traffic load T X is the relative displacement caused by temperature change L For the relative displacement caused by traffic load, when no traffic load is present, the relative displacement is caused by temperature change, and when traffic load passes through the bridge, the traffic load is caused by the change of relative displacement due to short passing time.
Preferably, step S303 is also included in S3,
because the condition of the support horizontal force generated by traffic load is complex and the requirement on the monitored frequency is high, only the condition of the horizontal force caused by the expansion and contraction effect of temperature change Liang Tire 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, and the rigidity coefficient index of the rubber support is defined as follows:
K 3 ＝ΔT/Δx
wherein, deltaT is the temperature variation between the continuous monitoring time nodes, and Deltax is the displacement variation between the continuous monitoring time nodes.
Preferably, in S4, the rigidity index K of the rubber support is set 3 Theoretical horizontal rigidity K with rubber support 1 K after friction sliding of rubber support 2 Comparing the ranges;
if K 3 And K is equal to 1 Equal, the current support performance condition is better;
if K 3 Fall into K 2 Within 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 likely to be damaged by void;
if K 3 Beyond K 2 And if the rubber support is out of the critical range, the rubber support exceeds the critical value of friction slip, and the rubber support reaches a failure state.
The invention has the following beneficial effects:
the performance monitoring method for the bridge rubber support provided by the invention 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 quantitatively evaluates the maintenance and replacement priority of numerous support diseases.
Drawings
The invention is further described and illustrated below with reference to the accompanying drawings.
Fig. 1 is a flow chart of a performance monitoring method of a bridge rubber support provided by the invention.
FIG. 2 is a view showing shear deformation of a plate rubber mount.
FIG. 3 is a graph of 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 performance monitoring method of the bridge rubber support 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 support is as follows:
K 1 ＝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.
Elastic modulus E of rubber support e And shear modulus G e Can be determined experimentally. The hardness of the common chloroprene rubber is required to be 55-60 degrees Shore, and the chloroprene rubber is suitable for areas with the temperature not lower than-25 ℃. According to domestic dataThe value of the elastic modulus can be determined by the following formula:
E e ＝5.4G e S 2
wherein: s is the planar shape factor of the support, calculated by the following formula:
wherein a is 0 Is a rectangular support with short side length, b 0 The long side length of the rectangular support is t is the thickness of a single-layer rubber sheet of the middle layer of the support, and d 0 Is the diameter of the circular support.
Shear modulus G of rubber support at normal temperature e The value can be 1000kPa.
As shown in fig. 2, when the support is only subjected to shear deformation, no relative sliding occurs between the different rubber layers and the steel plate layers, and the relative displacement between the top and the bottom of the support is equal to the shear deformation length of the rubber layers, as shown in the following formula:
where δ is the relative displacement of the support, t is the total height of the rubber layer, γ is the shear angle of the rubber layer, G is the shear modulus, τ is the average shear stress acting on the support, and can be calculated by the following formula:
wherein V is shearing force acting on the support, and A is the contact area of the support and the main beam. The relation between shearing force and support relative displacement is as follows:
therefore, when the support only undergoes shear deformation without 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 ages and cracks or the support is in a void state, the equivalent horizontal rigidity of the support can change.
S2, calculating the horizontal rigidity of the rubber support after friction sliding, and calculating the critical horizontal rigidity of the rubber support according to the test data of the support product.
As shown in fig. 3, in this embodiment, the horizontal rigidity of the rubber support is greatly reduced after the frictional sliding occurs, and the condition that the horizontal shearing force exceeds the critical friction force is satisfied, and the horizontal friction force of the rubber support is shown as follows:
F max ＝μN,
wherein mu is a sliding friction coefficient, and N is a vertical acting force borne by the support;
after frictional slip occurs, the rubber mount horizontal stiffness satisfies the following equation:
K 2 ＝μN/x y ，
wherein x is y Is the critical relative displacement.
In summary, when frictional sliding occurs, the horizontal rigidity of the support is greatly reduced, and the critical displacement of the frictional sliding is influenced by the vertical acting force of the support, the sliding friction coefficient and the shearing rigidity of the support. If the damage such as partial void or support cracking occurs, the critical displacement of the friction slip can be reduced, so that the friction slip occurs, and the equivalent horizontal rigidity of the support can be 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 this embodiment, S3 includes steps S301, S302 and S303,
s301, the relation between the horizontal shearing force and the relative displacement can be described by using a linear relation, and the relation is shown as a formula:
F(x)＝kx
wherein k is the equivalent shear rigidity of the rubber support, and x is the relative displacement between the rubber superstructure and the pier top.
S302, the sources of the horizontal shearing force mainly comprise transverse load, dynamic load, environmental temperature change and concrete shrinkage creep action, and the formula is shown as follows:
F(x)＝F D +F L +F T +F C
in practical engineering, the bridge health monitoring system is usually installed after the bridge structure is built, the constant load and shrinkage creep actions are completed at the moment, and the sensor installed at the later stage cannot measure the relative displacement generated by the sensor, so that the relative displacement only receives the influence of the horizontal shearing force under the action of temperature and traffic load:
F(x)＝F T +F L ＝kx T +kx L
wherein F is T F is a horizontal shear force generated by temperature L X is the horizontal shear force generated by traffic load T X is the relative displacement caused by temperature change L For the relative displacement caused by traffic load, when no traffic load is present, the relative displacement is caused by temperature change, and when traffic load passes through the bridge, the traffic load is caused by the change of relative displacement due to short passing time.
S303, because the condition of the support horizontal force generated by traffic load is complex and the requirement on the monitored frequency is high, only the condition of the horizontal force caused by the expansion and contraction effect of temperature change Liang Tire 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, and the rigidity coefficient index of the rubber support is defined as follows:
K 3 ＝ΔT/Δx
wherein, deltaT is the temperature variation between the continuous monitoring time nodes, and Deltax is the displacement variation between the continuous monitoring time nodes.
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 laminated rubber, the laminated rubber firstly undergoes shear deformation under the action of shearing force, and when the horizontal load born by the laminated rubber exceeds the maximum static friction force of the friction material, the friction material is driven to move together.
When the rubber support is only subjected to shear deformation and does not undergo frictional sliding, the horizontal shear force acting on the rubber support and the relative displacement of the rubber support are in linear relation 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 rubber layer of the support.
When frictional sliding occurs, the horizontal rigidity of the support is greatly reduced, and the critical displacement of the frictional sliding is influenced by the vertical acting force of the support, the sliding friction coefficient and the shearing rigidity of the support.
In the embodiment, the rigidity index K of the rubber support is used 3 Theoretical horizontal rigidity K with rubber support 1 K after friction sliding of rubber support 2 Comparing the ranges;
if K 3 And K is equal to 1 Equal, the current support performance condition is better;
if K 3 Fall into K 2 Within 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 likely to be damaged by void;
if K 3 Beyond K 2 And if the rubber support is out of the critical range, the rubber support exceeds the critical value of friction slip, and the rubber support reaches a failure state.
And S5, auxiliary maintenance priority decision.
In the embodiment, the auxiliary maintenance and the maintenance are carried out on the bridge with the rubber support in the failure state preferentially, and then the auxiliary maintenance is carried out on the bridge with the rubber layer in the aging cracking or support void diseases.
The above detailed description is merely illustrative of the preferred embodiments of the present invention and is not intended to limit the scope of the present invention. Various modifications, substitutions and improvements of the technical scheme of the present invention will be apparent to those skilled in the art from the description and drawings provided herein without departing from the spirit and scope of the invention. The scope of the invention is defined by the claims.
Claims (4)
1. The performance monitoring method of the bridge rubber support is characterized by comprising the following steps of:
s1, calculating theoretical horizontal rigidity of a rubber support, and calculating the theoretical horizontal rigidity of the rubber support according to bridge structure data and support material data;
s2, calculating critical horizontal rigidity of the rubber support after friction sliding, and calculating the critical horizontal rigidity of the rubber support according to test data of a 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, wherein the method comprises the following steps:
in step S301, the relationship between the horizontal shear force and the relative displacement can be described by a linear relationship, as shown in the formula:
；
in the method, in the process of the invention,is equivalent shear rigidity of the rubber support saddle, +.>The relative displacement between the rubber upper structure and the pier top is shown;
in step S302, the sources of the horizontal shear force mainly include a transverse load, a dynamic load, an environmental temperature change, and a concrete shrinkage creep effect, and in the actual engineering, the bridge health monitoring system is installed after the bridge structure is built, and the constant load and the shrinkage creep effect are completed, and the sensor installed in the later stage cannot measure the relative displacement generated by the sensor, so that the relative displacement is only affected by the horizontal shear force under the action of the temperature and the traffic load:
；
in the method, in the process of the invention,for horizontal shear forces generated by temperature, +.>For horizontal shear forces generated by traffic loads, +.>For the relative displacement caused by the temperature change, +.>When the traffic load passes through the bridge, the traffic load is short, and the change of the relative displacement is generated by the traffic load;
in step S303,
because the condition of the support horizontal force generated by traffic load is complex and the requirement on the monitored frequency is high, only the condition of the horizontal force caused by the expansion and contraction effect of temperature change Liang Tire 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, and the rigidity coefficient index of the rubber support is defined as follows:；
in the method, in the process of the invention,for continuously monitoring the temperature change between the time nodes, < >>For continuously monitoring the displacement variation between the time nodes;
s4, comparing theoretical range and index numberThe value and the performance of the rubber support are evaluated; index of rigidity coefficient of rubber supportTheoretical horizontal stiffness with rubber support>After friction sliding of the rubber support>Comparing the ranges;
and S5, auxiliary maintenance priority decision.
2. The method for monitoring the performance of the bridge rubber support according to claim 1, wherein in S1, the method for calculating the theoretical horizontal stiffness of the rubber support is as follows:
，
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 support according to claim 1, wherein in S2, the critical horizontal stiffness of the rubber support after friction sliding is greatly reduced, the condition that the horizontal shearing force exceeds the critical friction force is satisfied, and the horizontal friction force of the rubber support is represented by the following formula:
；
in the method, in the process of the invention,the sliding friction coefficient is that N is the vertical acting force born by the support;
after frictional slip occurs, the rubber mount horizontal stiffness satisfies the following equation:
；
in the method, in the process of the invention,is the critical relative displacement.
4. A method for monitoring the performance of a bridge rubber support according to any one of claims 1 to 3, wherein ifAnd->Equal, the current support performance condition is better;
if it isFall into->Within 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 likely to be damaged by void;
if it isBeyond->And if the rubber support is out of the critical range, the rubber support exceeds the critical value of friction slip, and the rubber support reaches a failure state.
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| CN105930571A (en) * | 2016-04-15 | 2016-09-07 | 东南大学 | Unit temperature response monitoring value based correction method for finite element model of large-span steel bridge |
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| RU2650812C1 (en) * | 2017-03-13 | 2018-04-17 | Федеральное государственное бюджетное учреждение науки Институт вычислительных технологий Сибирского отделения Российской академии наук (ИВТ СО РАН) | Method of monitoring the technical condition of bridge structures in the process of their operation (variants) |
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