CN102509005B - Bridge bearing capacity evaluation method based on field tested influence line - Google Patents

Abstract

The invention discloses a bridge bearing capacity evaluation method based on a field tested influence line. The method is composed of such basic methods as a direct calculation evaluation method, a comparison evaluation method, a finite element model modification evaluation method and the like and mainly comprises the following steps: testing the field tested influence line of a bridge structure if the bearing capacity of the bridge structure can not be obtained by the conventional calculation evaluation method; then on the basis of actually measuring the field tested influence line, evaluating the bridge bearing capacity by the three basic evaluation methods of the method; and further evaluating the bridge bearing capacity with the help of such evaluation methods as load test if the evaluation conclusions can not be made by the three basic evaluation methods. The method has the following advantages: the existing bridge bearing capacity evaluation system is supplemented and perfected; and the method is mainly applied to general survey of the technical conditions of the bridges and evaluation of the bearing capacities of the conventional bridges and can also be applied to evaluation of the bearing capacities of special-shaped bridges, bridges for overweight vehicles to pass temporarily and dangerous bridges.

Description

Based on the Evaluation Method of Bridge Bearing Capacity of quasistatic broad sense effect string

Technical field

The present invention relates to science of bridge building field, particularly a kind of Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string.

Background technology

Existing highway bridge structural bearing capacity assessment technology mainly adopts the Structure Checking Method method (being called for short: conventional inspection is calculated) detected because of the present circumstance on basis to evaluate bridge structure bearing capacity, first conventional inspection algorithm is the testing result according to bridge structure or component, obtain the occurrence such as geometrical parameters, reduction coefficient, then carry out Structure Checking Method according to technical information such as design drawing, as-constructed drawing and present situation testing results to bridge, last comprehensive PE result and inspection are calculated result and are evaluated load carrying capacity of bridge.When routine inspection calculation can not provide evaluation conclusion, just can only understand the response condition of bridge structure under actual loading effect further by means such as loading tests, more further evaluation is done to bridge structure.But loading test method needs the long period to interrupt or close traffic, affects the unimpeded operation of traffic; Meanwhile, existing review approach can not be evaluated exactly to the bearing capacity of unsafe bridge, special-shaped bridge, can not carry out man-rate to the bridge of overweight car temporary traffic.Patent " a kind of quick load test method for bridge carrying capacity " (ZL 200910030761.0) that invented by Jiangsu Province Communication Science Research Institute Co., Ltd Zhang Yufeng only gives and after effect string correction, model carries out cloth by loading test requirement and carry, calculate the efficiency factor of amount of deflection, do not provide the concrete grammar and step how bridge structure bearing capacity evaluated.

Therefore, a kind of reliable method that can directly apply to the generaI investigation of bridge technology situation and load carrying capacity of bridge evaluation is badly in need of.

Summary of the invention

Given this, in order to solve the problem, the present invention proposes the reliable method that can directly apply to the generaI investigation of bridge technology situation and load carrying capacity of bridge evaluation.

The object of the present invention is achieved like this:

Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string provided by the invention, comprises the following steps:

S1: judge the conventional inspection no bearing capacity evaluating bridge structure at last, if can, then enter step S6;

S2: if can not, then need the quasistatic broad sense effect string testing bridge structure key position;

S3: judge whether quasistatic broad sense effect string assessment method can evaluate the bearing capacity of bridge structure;

S4: if quasistatic broad sense effect string assessment method can not evaluate the bearing capacity of bridge structure, then enter S5; If can evaluate, then enter step S6;

S5: judge whether loading test can evaluate the bearing capacity of bridge structure, if can, then enter S6; If can not evaluate, then monographic study evaluation is carried out to bridge capacity;

S6: the evaluation conclusion drawing bridge structure bearing capacity.

Further, the assessment method of the broad sense effect string in described step S3, specifically comprises the following steps:

S31: judge that the bearing capacity whether rating method can evaluate bridge structure is calculated in directly inspection, if can evaluate, then enter step S6; If can not evaluate, then enter S32;

S32: judge to contrast the bearing capacity whether rating method can evaluate bridge structure, if can evaluate, then enter step S6; If can not evaluate, then enter S33;

S33: judge whether FEM updating rating method can evaluate the bearing capacity of bridge structure, if can evaluate, then enter step S6; If can not evaluate, then enter S5;

Further, rating method is calculated in described direct inspection is carry out Structure Checking Method and Bearing capacity assessment with the effect string that the quasistatic broad sense effect string of actual measurement substitutes theory calculate to bridge structure;

Further, described contrast rating method comprises direct trade-off method, and described direct trade-off method comprises the following steps:

S321: calculated by following formula and directly evaluate the factor:

$\mathrm{\λ}\left(k\right)=\mathrm{\η}\frac{y\left(k\right)}{\tilde{y}\left(k\right)},$

Wherein, λ represents and directly evaluates the factor, and η represents safety coefficient, and y (k) represents practical influence line, representation theory effect string, k represents controlling sections sequence number;

S322: analyze and directly evaluate the factor, conclusion of passing a judgement, specifically comprises the following steps:

S3221: for any controlling sections k, all has λ (k) < δ ^lduring establishment, then bridge structure bearing capacity meets the demands;

S3222: if some or multiple controlling sections, have λ (k) > δ ^uduring establishment, then bridge capacity does not meet the demands, and enters step S5;

S3223: if all controlling sections all have 0.0 < λ (k)≤δ ^uand there is δ in part controlling sections ^l≤ λ (k)≤δ ^utime, then conclusion of can not passing a judgement, enters step S33;

Wherein, δ ^u, δ ^lbe respectively upper limit assessed value and lower limit assessed value, described upper limit assessed value, lower limit assessed value and the concrete value of safety coefficient η can be determined according to the setting in specification or actual conditions;

Further, described contrast rating method also comprises and directly combines evaluation, specifically comprises the following steps:

S3231: carry out various load cases combination with the broad sense effect string of controlling sections, obtain combined value;

S3232: carry out the load-bearing capacity that bridge is evaluated in direct comparative analysis with the combined value of broad sense effect string and the combined value of theoretical effect string;

S3233: the method may be used for the evaluation of structural safety before loading test, avoids the security incident caused because trial load is overweight, is particularly suitable among the bridge of overweight car temporary traffic and the man-rate of unsafe bridge evaluation;

Further, described Modifying model rating method, specifically comprises the following steps:

S331: the effect string residual error being calculated FEM updating by following formula:

$F_Z=\underset{k=1}{\overset{N}{\mathrm{\&Sigma;}}}{\mathrm{\&omega;}}_k\underset{i=1}{\overset{M}{\mathrm{\&Sigma;}}}{\left(\frac{{\stackrel{\&OverBar;}{Z}}_i^k-\mathrm{\&eta;}{Z}_i^k}{\mathrm{\&eta;}{Z}_i^k}\right)}^2$

Wherein, i represents load loading position; M represents load loading position sum; K represents effect string measuring point; N represents effect string measuring point sum; represent that load is when loading position i place, the theoretical value of effect string measuring point k; represent that load is when loading position i place, the measured value of effect string measuring point k; η represents safety coefficient; ω _krepresent the weighting coefficient at Different Effects line measuring point place,

S332: monolateral correction conditions is added to revise goal by following formula:

${\stackrel{\&OverBar;}{Z}}_i^k\&GreaterEqual;\mathrm{\&eta;}{Z}_i^k;$

S333: the constraint condition of corrected parameter should tally with the actual situation:

$x_i^l\&le;x_i\&le;x_i^u,$ i＝1，2，…，n，

Wherein, represent higher limit and the lower limit of corrected parameter respectively, upper limit value and lower limit value can be determined according to the setting in specification or actual conditions;

S334: utilize effect string residual error, monolateral correction conditions and revise ginseng constraint condition and set up FEM updating column, the finite element model of bridge structure is revised, obtains reliable finite element model;

S335: adopt the bearing capacity of revised finite element to bridge structure to evaluate, if can, then enter step S6; If can not evaluate, then enter S5.

Further, described monographic study evaluation calculates evaluation, based on the bridge structure Bearing capacity assessment that the Evaluation Method of Bridge Bearing Capacity of quasistatic broad sense effect string and the evaluation conclusion basis of loading test evaluation carry out in routine inspection;

Further, further comprising the steps of: if bridge capacity evaluation conclusion is qualified, then bridge capacity evaluation terminates, if the evaluation conclusion of bridge capacity is defective, then takes reinforcing, reconstructional measures to bridge;

Further, the concrete value of described upper limit assessed value, lower limit assessed value can be determined, safety coefficient η > 1.0 according to the setting in specification or actual conditions.

The invention has the advantages that: the present invention adopts the effect string of influence line wireless remote automatic test equipment for bridge structure to bridge structure to test, and extract the quasistatic broad sense effect string of bridge structure, its quantity of information comprised is than loading test more horn of plenty; The various assessment methods based on actual measurement quasistatic broad sense effect string are utilized directly to evaluate the bearing capacity of bridge structure.Existing highway bridge Bearing capacity assessment technology that the present invention is perfect, improves reliability and the efficiency of bridge capacity evaluation, saves evaluation cost.The present invention can directly apply in the generaI investigation of bridge technology situation and the evaluation of conventional load carrying capacity of bridge, also can be applied among Special-Shaped Bridge, the bridge of overweight car temporary traffic and the Bearing capacity assessment of unsafe bridge.

Other advantage of the present invention, target and feature will be set forth to a certain extent in the following description, and to a certain extent, based on will be apparent to those skilled in the art to investigating hereafter, or can be instructed from the practice of the present invention.The objects and other advantages of the present invention can be realized by structure specifically noted in instructions below, claims and accompanying drawing and be obtained.

Accompanying drawing explanation

In order to make the object, technical solutions and advantages of the present invention clearly, below in conjunction with accompanying drawing, the present invention is described in further detail, wherein:

The process flow diagram of the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string that Fig. 1 provides for the embodiment of the present invention.

Embodiment

Below with reference to accompanying drawing, the preferred embodiments of the present invention are described in detail; Should be appreciated that preferred embodiment only in order to the present invention is described, instead of in order to limit the scope of the invention.

The Evaluation Method of Bridge Bearing Capacity process flow diagram based on quasistatic broad sense effect string that the embodiment of the present invention provides, as shown in Figure 1: the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string provided by the invention, comprises the following steps:

S0: bridge structure is simply investigated and periodic detection;

S1: judge whether to adopt conventional inspection to calculate the Bearing capacity assessment carrying out bridge structure, if can, then enter step S6;

Routine inspection in the embodiment of the present invention refers at last: according to the bridge capacity checking method of regulation in " Capacity of Old Bridge on Highway authentication method " that Ministry of Communications promulgates.

S2: if can not, then need the quasistatic broad sense effect string of surveying bridge structure key position; The present invention mainly adopts the patent No. to be the influence line wireless remote automatic test equipment for bridge structure that the patent of (ZL 200810070102.5) provides, the quasistatic broad sense effect string of test bridge structure, its quantity of information comprised is than loading test more horn of plenty.Influence line wireless remote automatic test equipment for bridge structure, reliable technical equipment is provided for extracting quasistatic broad sense effect string efficiently, this device is captured in the response such as displacement, strain of bridge structure under the effect of low speed sport car continuously, it is high that this equipment has automaticity, contain much information, reliability high, can shorten the time of on-the-spot test, and then can realize the on-the-spot test not interrupting or suspend traffic less.

S3: judge whether the assessment method that can adopt broad sense effect string, specifically comprise the following steps:

S31: judge whether to adopt directly inspection to calculate rating method, directly rating method is calculated in inspection is carry out Structure Checking Method and Bearing capacity assessment with the effect string that the quasistatic broad sense effect string of actual measurement substitutes theory calculate to bridge structure, if can evaluate, then enters step S6; If can not evaluate, then enter S32;

S32: contrast rating method comprises direct trade-off method, and direct trade-off method comprises the following steps:

S321: calculated by following formula and directly evaluate the factor:

$\mathrm{\&lambda;}\left(k\right)=\mathrm{\&eta;}\frac{y\left(k\right)}{\tilde{y}\left(k\right)},$

Wherein, λ represents and directly evaluates the factor, and η represents safety coefficient, and y (k) represents practical influence line, representation theory effect string, k represents controlling sections sequence number;

S322: analyze and directly evaluate the factor, conclusion of passing a judgement, specifically comprises the following steps:

S3221: for any controlling sections k, all has λ (k) < δ ^lduring establishment, then bridge structure bearing capacity meets the demands;

S3222: if some or multiple controlling sections, have λ (k) > δ ^uduring establishment, then bridge capacity does not meet the demands, and enters step S5;

S3223: if all controlling sections all have 0.0 < λ (k)≤δ ^uand there is δ in part controlling sections ^l≤ λ (k)≤δ ^utime, then conclusion of can not passing a judgement, enters step S33;

Wherein, wherein, δ ^u, δ ^lbe respectively upper limit assessed value and lower limit assessed value, described upper limit assessed value, lower limit assessed value and the concrete value of safety coefficient η can be determined according to the setting in specification or actual conditions, can realize the quantitative evaluation of bridge capacity.

Judge whether to adopt contrast rating method, if can evaluate, then enter step S6, if can not evaluate, then enter S33;

Certainly, contrast rating method also can adopt and directly combine evaluation, directly combines assessment method, specifically comprises the following steps:

S3231: carry out various load cases combination with the broad sense effect string of controlling sections, obtain combined value;

S3232: carry out the load-bearing capacity that bridge is evaluated in direct comparative analysis by the combined value of broad sense effect string and the theoretical controlling value of loading test;

S3233: may be used for the safety evaluation before loading test, avoids causing security incident because load is overweight, be particularly suitable for unsafe bridge evaluation or overweight car temporary traffic bridge man-rate among.

If directly combine assessment method can evaluate, then enter step S6, if can not evaluate, then enter S33;

S33: judge whether to adopt FEM updating rating method, if can evaluate, then enters step S6, if can not evaluate, then enters S5,

Modifying model rating method, specifically comprises the following steps:

S331: the effect string residual error being calculated FEM updating by following formula:

$F_Z=\underset{k=1}{\overset{N}{\mathrm{\&Sigma;}}}{\mathrm{\&omega;}}_k\underset{i=1}{\overset{M}{\mathrm{\&Sigma;}}}{\left(\frac{{\stackrel{\&OverBar;}{Z}}_i^k-\mathrm{\&eta;}{Z}_i^k}{\mathrm{\&eta;}{Z}_i^k}\right)}^2$

Wherein, i represents loading position; M represents load loading position sum; K represents measuring point; N represents effect string measuring point sum; represent that load is when loading position i place, the theoretical effect string of measuring point k, represent that load is when loading position i place, the practical influence line of measuring point k; η represents safety coefficient; ω _krepresent the weighting coefficient at different measuring points place,

S332: monolateral correction conditions is added to revise goal by following formula:

${\stackrel{\&OverBar;}{Z}}_i^k\&GreaterEqual;\mathrm{\&eta;}{Z}_i^k;$

S333: the constraint condition of corrected parameter should tally with the actual situation:

$x_i^l\&le;x_i\&le;x_i^u,$ i＝1，2，…，n，

Wherein, represent higher limit and the lower limit of corrected parameter respectively, upper limit value and lower limit value can be determined according to setting in specification or actual conditions, can realize the quantitative evaluation of bridge capacity.

S334: utilize effect string residual error, monolateral correction conditions and revise the finite element correction column that ginseng constraint condition sets up bridge structure, finite element model is revised, obtains reliable finite element model;

S335: adopt the bearing capacity of revised finite element to bridge structure to evaluate, if can, then enter step S6; If can not evaluate, then enter S5.

S5: judge whether to adopt loading test to evaluate, if can, then enter S6, if can not evaluate, then carry out monographic study evaluation; Monographic study is evaluated, the Committee of Experts can use for reference conventional inspection calculate rating method, based on conclusions such as the bridge capacity rating method of quasistatic broad sense effect string and loading test evaluations, the bearing capacity of evaluation bridge structure further.

S6: the evaluation conclusion drawing bridge capacity.

Finally, if the evaluation conclusion of bridge capacity is qualified, then bridge capacity evaluation terminates, if the evaluation conclusion of bridge capacity is defective, then takes the measures such as reinforcing, reconstruction to bridge.

To sum up, by the bridge structure quasistatic broad sense effect string extracted, routine inspection is first adopted to calculate evaluation, if when can not provide inspection calculation evaluation conclusion, be not adopt load load test to evaluate immediately, but adopt the assessment method based on quasistatic broad sense effect string.Namely the first step adopts directly inspection to calculate rating method to evaluate, if can not evaluate, then by means of contrast evaluation; If when contrast evaluation can not provide evaluation conclusion, more just adopt FEM updating rating method; If when FEM updating rating method can not provide evaluation conclusion, just enter loading test evaluation or special evaluation.In depth can understanding the actual state of bridge so step by step, filtering out a part of bridge without the need to carrying out the loading test of somewhat expensive, and then save evaluation cost, reach the object that existing highway bridge structural bearing capacity evaluating system is improved.

The foregoing is only the preferred embodiments of the present invention, be not limited to the present invention, obviously, those skilled in the art can carry out various change and modification to the present invention and not depart from the spirit and scope of the present invention.Like this, if these amendments of the present invention and modification belong within the scope of the claims in the present invention and equivalent technologies thereof, then the present invention is also intended to comprise these change and modification.

Claims (6)

1., based on the Evaluation Method of Bridge Bearing Capacity of quasistatic broad sense effect string, comprise the following steps:

S1: judge the conventional inspection no bearing capacity evaluating bridge structure at last, if can, then enter step S6;

S2: if can not, then test the quasistatic broad sense effect string of bridge structure key position;

S3: judge whether quasistatic broad sense effect string assessment method can evaluate the bearing capacity of bridge structure;

S4: if quasistatic broad sense effect string assessment method can not evaluate the bearing capacity of bridge structure, then enter S5; If can evaluate, then enter step S6;

S5: judge whether loading test can evaluate the bearing capacity of bridge structure, if can, then enter S6; If can not evaluate, then monographic study evaluation is carried out to bridge capacity;

S6: the evaluation conclusion drawing bridge structure bearing capacity;

The assessment method of the broad sense effect string in described step S3, specifically comprises the following steps:

S31: judge that the bearing capacity whether rating method can evaluate bridge structure is calculated in directly inspection, if can evaluate, then enter step S6; If can not evaluate, then enter S32;

S32: judge to contrast the bearing capacity whether rating method can evaluate bridge structure, if can evaluate, then enter step S6; If can not evaluate, then enter S33;

S33: judge whether FEM updating rating method can evaluate the bearing capacity of bridge structure, if can evaluate, then enter step S6; If can not evaluate, then enter S5;

It is characterized in that: described contrast rating method comprises direct trade-off method, described direct trade-off method comprises the following steps:

S321: calculated by following formula and directly evaluate the factor:

$\mathrm{\&lambda;}\left(k\right)=\mathrm{\&eta;}\frac{y\left(k\right)}{\tilde{y}\left(k\right)},$

Wherein, λ represents and directly evaluates the factor, and η represents safety coefficient, and y (k) represents practical influence line, representation theory effect string, k represents controlling sections sequence number;

S322: analyze and directly evaluate the factor, conclusion of passing a judgement, specifically comprises the following steps:

S3221: for any controlling sections k, all has λ (k) < δ ^lduring establishment, then bridge structure bearing capacity meets the demands;

S3222: if some or multiple controlling sections, have λ (k) > δ ^uduring establishment, then bridge capacity does not meet the demands, and enters step S5;

S3223: if all controlling sections all have 0.0 < λ (k)≤δ ^uand there is δ in part controlling sections ^l≤ λ (k)≤δ ^utime, then conclusion of can not passing a judgement, enters step S33;

Wherein, δ ^lfor lower limit assessed value, δ ^ufor upper limit assessed value, described lower limit assessed value, upper limit assessed value and the concrete value of safety coefficient η can be determined according to the setting in specification or actual conditions.

2. the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string according to claim 1, is characterized in that: it is carry out Structure Checking Method and Bearing capacity assessment with the effect string that the quasistatic broad sense effect string of actual measurement substitutes theory calculate to bridge structure that rating method is calculated in described direct inspection.

3. the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string according to claim 1, is characterized in that: described Modifying model rating method, specifically comprises the following steps:

S331: the effect string residual error being calculated FEM updating by following formula:

$F_Z=\underset{k=1}{\overset{N}{\mathrm{\&Sigma;}}}{\mathrm{\&omega;}}_k\underset{i=1}{\overset{M}{\mathrm{\&Sigma;}}}{\left(\frac{{\stackrel{\&OverBar;}{Z}}_i^k-\mathrm{\&eta;}{Z}_i^k}{\mathrm{\&eta;}{Z}_i^k}\right)}^2$

Wherein, i represents load loading position; M represents load loading position sum; K represents effect string measuring point; N represents effect string measuring point sum; represent that load is when loading position i place, the theoretical value of effect string measuring point k; represent that load is when loading position i place, the measured value of effect string measuring point k; η represents safety coefficient; ω _krepresent the weighting coefficient at Different Effects line measuring point place,

S332: monolateral correction conditions is added to revise goal by following formula:

${\stackrel{\&OverBar;}{Z}}_i^k\&GreaterEqual;\mathrm{\&eta;}{Z}_i^k;$

S333: the constraint condition of corrected parameter should tally with the actual situation:

$x_i^l\&le;x_i\&le;x_i^u,i=\mathrm{1,2},...,n,$

Wherein, represent higher limit and the lower limit of corrected parameter respectively, described upper limit assessed value, lower limit assessed value and the concrete value of safety coefficient η can be determined according to the setting in specification or actual conditions;

S334: utilize effect string residual error, monolateral correction conditions and revise the correction column that ginseng constraint condition sets up finite element model, bridge structure finite element model is revised, obtains reliable finite element model;

S335: adopt the bearing capacity of revised finite element to bridge structure to evaluate, if can, then enter step S6; If can not evaluate, then enter S5.

4. the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string according to claim 1, is characterized in that: described monographic study evaluation calculates evaluation, based on the bridge structure Bearing capacity assessment on the bases such as the Bearing capacity assessment of quasistatic broad sense effect string and loading test evaluation in routine inspection.

5. the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string according to claim 1, is characterized in that: further comprising the steps of: if bridge capacity evaluation conclusion is qualified, then bridge capacity evaluation terminates; If the evaluation conclusion of bridge capacity is defective, then reinforcing, reconstructional measures are proposed.

6. the Evaluation Method of Bridge Bearing Capacity based on quasistatic broad sense effect string according to claim 1, it is characterized in that: the concrete value of described upper limit assessed value, lower limit assessed value can be determined, safety coefficient η > 1.0 according to the setting in specification or actual conditions.