CN102509005A - Bridge bearing capacity evaluation method based on field tested influence line - Google Patents
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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
Technical Field
The invention relates to the field of bridge engineering, in particular to a bridge bearing capacity evaluation method based on a quasi-static generalized influence line.
Background
The existing bridge structure bearing capacity evaluation technology mainly adopts a structure detection algorithm (short for conventional detection) based on current situation detection to evaluate the bridge structure bearing capacity, the conventional detection algorithm firstly obtains specific values such as structure geometric parameters, reduction coefficients and the like according to the detection result of a bridge structure or a member, then carries out structure detection on the bridge according to technical data such as a design drawing, a completion drawing, a current situation detection result and the like, and finally evaluates the bridge bearing capacity by integrating the current situation detection result and the detection result. When the conventional detection and calculation can not give an evaluation conclusion, the response condition of the bridge structure under the actual load action can be further known only by means of load tests and the like, and then the bridge structure is further evaluated. However, the load test method needs a long time to interrupt or close traffic, which affects the smooth operation of the traffic; meanwhile, the current evaluation standard cannot accurately evaluate the bearing capacity of dangerous bridges and special-shaped bridges and cannot evaluate the safety of bridges where overweight vehicles temporarily pass. The patent of Zhangfeng, a bridge bearing capacity rapid load test method (ZL 200910030761.0) invented by Zhang Yufeng, a member of the national institute of traffic science, Jiangsu province, only provides a method for distributing load on a model after correcting an influence line according to the load test requirement, calculating the efficiency coefficient of deflection, and does not provide a specific method and steps for evaluating the bearing capacity of a bridge structure.
Therefore, a reliable method which can be directly applied to the general survey of the technical condition of the bridge and the evaluation of the bearing capacity of the bridge is urgently needed.
Disclosure of Invention
In view of the above, in order to solve the above problems, the present invention provides a reliable method that can be directly applied to bridge technical status census and bridge load-bearing capacity assessment.
The purpose of the invention is realized as follows:
the invention provides a bridge bearing capacity evaluation method based on a quasi-static generalized influence line, which comprises the following steps of:
s1: judging whether the bearing capacity of the bridge structure can be evaluated through conventional detection and calculation, and if so, entering the step S6;
s2: if not, testing the quasi-static generalized influence line of the key part of the bridge structure;
s3: judging whether the quasi-static generalized influence line evaluation method can evaluate the bearing capacity of the bridge structure;
s4: if the quasi-static generalized influence line evaluation method cannot evaluate the bearing capacity of the bridge structure, the step S5 is carried out; if yes, go to step S6;
s5: judging whether the load test can evaluate the bearing capacity of the bridge structure, and if so, entering S6; if the bridge bearing capacity cannot be evaluated, carrying out special research evaluation on the bridge bearing capacity;
s6: and obtaining the evaluation conclusion of the bearing capacity of the bridge structure.
Further, the method for evaluating the generalized influence line in step S3 specifically includes the following steps:
s31: judging whether the direct evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering step S6; if the evaluation is impossible, the routine proceeds to S32;
s32: judging whether the comparative evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering the step S6; if the evaluation is impossible, the routine proceeds to S33;
s33: judging whether the finite element model correction evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering step S6; if the evaluation is impossible, the routine proceeds to S5;
further, the direct detection and calculation evaluation method is to use a quasi-static generalized influence line of actual measurement to replace an influence line of theoretical calculation to carry out structure detection and bearing capacity evaluation on the bridge structure;
further, the comparison assessment method comprises a direct comparison assessment method, the direct comparison assessment method comprising the steps of:
s321: the direct rating factor is calculated by the following formula:
wherein λ represents a direct evaluation factor, η represents a safety factor, y (k) represents an actual measurement influence line,
representing a theoretical influence line, and k represents a control section serial number;
s322: analyzing the direct evaluation factor and making an evaluation conclusion, wherein the method specifically comprises the following steps:
s3221: for any control section k, λ (k) < δlWhen the bridge structure is erected, the bearing capacity of the bridge structure meets the requirement;
s3222: if one or more of the control sections has λ (k) > δuWhen the bridge is erected, the bearing capacity of the bridge does not meet the requirement, andgo to step S5;
s3223: if all the control sections have the value of 0.0 < lambda (k) to deltauAnd a part of the control section appears deltal≤λ(k)≤δuIf so, the evaluation conclusion cannot be made, and the flow proceeds to step S33;
wherein, deltau、δlThe safety coefficient n is a specific value of an upper limit evaluation value and a specific value of a lower limit evaluation value, and the specific values of the upper limit evaluation value, the lower limit evaluation value and the safety coefficient n can be determined according to specified values or actual conditions in the specification;
further, the comparison evaluation method also comprises direct combination evaluation, and specifically comprises the following steps:
s3231: combining various working conditions by using a generalized influence line of a control section to obtain a combined value;
s3232: carrying out direct comparative analysis on the combination value of the generalized influence lines and the combination value of the theoretical influence lines to evaluate the bearing capacity of the bridge;
s3233: the method can be used for structural safety assessment before a load test, avoids safety accidents caused by overweight of test loads, and is particularly suitable for safety assessment of temporary passing bridges and dangerous bridges of overweight vehicles;
further, the model modification evaluation method specifically includes the following steps:
s331: the influence line residual of the finite element model correction is calculated by the following formula:
wherein i represents a load loading position; m represents the total number of load loading positions; k represents an influence line measurement point; n represents the total number of the influence line measuring points;
when the load is at the loading position i, the theoretical value of a line measuring point k is influenced;representing the actual measurement value of the line measurement point k when the load is at the loading position i; eta represents a safety factor; omegakRepresenting the weighting coefficients at the survey points of the different influence lines,
s332: adding a one-sided correction condition to the correction target by the following formula:
s333: the constraint conditions of the correction parameters should be in accordance with the actual situation:
wherein,
the upper limit value and the lower limit value of the correction parameter are respectively expressed, and the upper limit value and the lower limit value can be determined according to specified values or actual conditions in the specification;
s334: establishing a finite element model correction array by utilizing the influence line residual error, the single-side correction condition and the correction parameter constraint condition, and correcting the finite element model of the bridge structure to obtain a reliable finite element model;
s335: evaluating the bearing capacity of the bridge structure by using the corrected finite element, and if the bearing capacity of the bridge structure is judged to be capable, entering the step S6; if the evaluation is impossible, the routine proceeds to S5.
Further, the special research evaluation is the evaluation of the bearing capacity of the bridge structure on the basis of the evaluation conclusion of conventional check calculation evaluation, a bridge bearing capacity evaluation method based on a quasi-static generalized influence line and load test evaluation;
further, the method also comprises the following steps: if the evaluation conclusion of the bridge bearing capacity is qualified, the evaluation of the bridge bearing capacity is finished, and if the evaluation conclusion of the bridge bearing capacity is unqualified, reinforcing and rebuilding measures are taken for the bridge;
further, the specific values of the upper limit evaluation value and the lower limit evaluation value can be determined according to specified values or actual conditions in the specification, and the safety coefficient eta is greater than 1.0.
The invention has the advantages that: the influence line of the bridge structure is tested by adopting the wireless remote measurement automatic testing device for the influence line of the bridge structure, and the quasi-static generalized influence line of the bridge structure is extracted, so that the information content of the influence line is richer than that of a load test; the bearing capacity of the bridge structure can be directly evaluated by utilizing various evaluation methods based on the measured quasi-static generalized influence line. The invention improves the existing bridge bearing capacity evaluation technology, improves the reliability and efficiency of bridge bearing capacity evaluation, and saves the evaluation cost. The method can be directly applied to the general survey of the technical condition of the bridge and the evaluation of the bearing capacity of the conventional bridge, and also can be applied to the evaluation of the bearing capacity of a special-shaped bridge, a bridge with overweight vehicles passing temporarily and a dangerous bridge.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention will be realized and attained by the structure particularly pointed out in the written description and claims hereof as well as the appended drawings.
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In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention will be further described in detail with reference to the accompanying drawings, in which:
fig. 1 is a flowchart of a method for evaluating a bridge bearing capacity based on a quasi-static generalized influence line according to an embodiment of the present invention.
Detailed Description
The preferred embodiments of the present invention will be described in detail below with reference to the accompanying drawings; it should be understood that the preferred embodiments are illustrative of the invention only and are not limiting upon the scope of the invention.
The embodiment of the invention provides a flow chart of a bridge bearing capacity evaluation method based on a quasi-static generalized influence line, which is shown in figure 1: the invention provides a bridge bearing capacity evaluation method based on a quasi-static generalized influence line, which comprises the following steps of:
s0: carrying out simple investigation and regular detection on the bridge structure;
s1: judging whether the bearing capacity of the bridge structure can be evaluated by adopting conventional detection, and if so, entering the step S6;
the conventional detection in the embodiment of the invention refers to: the method is based on the bridge bearing capacity checking and calculating method specified in 'method for identifying old bridge bearing capacity of highway' issued by Ministry of transportation.
S2: if not, the quasi-static generalized influence line of the key part of the bridge structure needs to be actually measured; the invention mainly adopts the wireless remote measuring automatic testing device of the bridge structure influence line provided by the patent with the patent number of ZL 200810070102.5 to test the quasi-static generalized influence line of the bridge structure, and the contained information content is richer than that of a load test. The device has the characteristics of high automation degree, large information quantity, high reliability and the like, can shorten the time of field test, and further can realize the field test of uninterrupted or less interrupted traffic.
S3: the evaluation method for judging whether the generalized influence line can be adopted specifically comprises the following steps:
s31: judging whether a direct detection and calculation evaluation method can be adopted, wherein the direct detection and calculation evaluation method is to use a quasi-static generalized influence line of actual measurement to replace an influence line of theoretical calculation to carry out structure detection calculation and bearing capacity evaluation on the bridge structure, and if the influence line can be evaluated, the step S6 is carried out; if the evaluation is impossible, the routine proceeds to S32;
s32: the comparison evaluation method comprises a direct comparison evaluation method, and the direct comparison evaluation method comprises the following steps:
s321: the direct rating factor is calculated by the following formula:
wherein λ represents a direct evaluation factor, η represents a safety factor, y (k) represents an actual measurement influence line,
representing a theoretical influence line, and k represents a control section serial number;
s322: analyzing the direct evaluation factor and making an evaluation conclusion, wherein the method specifically comprises the following steps:
s3221: for any control section k, λ (k) < δlWhen the bridge structure is erected, the bearing capacity of the bridge structure meets the requirement;
s3222: if one or more of the control sections has λ (k) > δuWhen the bridge bearing capacity does not meet the requirement, the step S5 is carried out;
s3223: if all the control sections have the value of 0.0 < lambda (k) to deltauAnd a part of the control section appears deltal≤λ(k)≤δuIf so, the evaluation conclusion cannot be made, and the flow proceeds to step S33;
wherein, δu、δlThe bridge bearing capacity evaluation method is characterized by comprising the following steps of respectively obtaining an upper limit evaluation value and a lower limit evaluation value, wherein the upper limit evaluation value, the lower limit evaluation value and the safety coefficient eta specific value can be determined according to specified values or actual conditions in specifications, and the quantitative evaluation of the bridge bearing capacity can be realized.
Judging whether a comparison evaluation method can be adopted or not, if so, entering the step S6, and if not, entering the step S33;
of course, the comparison evaluation method can also adopt direct combination evaluation, and the direct combination evaluation method specifically comprises the following steps:
s3231: combining various working conditions by using a generalized influence line of a control section to obtain a combined value;
s3232: carrying out direct comparative analysis on the combination value of the generalized influence line and the theoretical control value of the load test to evaluate the bearing capacity of the bridge;
s3233: the method can be used for safety evaluation before a load test, avoids safety accidents caused by overweight of the load, and is particularly suitable for dangerous bridge evaluation or safety evaluation of temporary passing bridges of overweight vehicles.
If the direct combination rating method can be rated, proceeding to step S6, if it cannot be rated, proceeding to S33;
s33: judging whether a finite element model correction evaluation method can be adopted, if the finite element model correction evaluation method can be adopted, entering step S6, if the finite element model correction evaluation method cannot be adopted, entering step S5,
the model correction evaluation method specifically comprises the following steps:
s331: the influence line residual of the finite element model correction is calculated by the following formula:
wherein i represents a loading position; m represents the total number of load loading positions; k represents a measurement point; n represents the total number of the influence line measuring points;
representing the theoretical influence line of the measuring point k when the load is at the loading position i,
when the load is at the loading position i, the actual measurement influence line of the measuring point k is shown; eta represents a safety factor; omegakRepresenting the weighting coefficients at the different points of measurement,
s332: adding a one-sided correction condition to the correction target by the following formula:
s333: the constraint conditions of the correction parameters should be in accordance with the actual situation:
wherein,
the upper limit value and the lower limit value of the correction parameter are respectively represented, the upper limit value and the lower limit value can be determined according to specified values or actual conditions in the specification, and quantitative evaluation of the bearing capacity of the bridge can be achieved.
S334: establishing a finite element correction array of the bridge structure by using the influence line residual error, the single-side correction condition and the correction parameter constraint condition, and correcting the finite element model to obtain a reliable finite element model;
s335: evaluating the bearing capacity of the bridge structure by using the corrected finite element, and if the bearing capacity of the bridge structure is judged to be capable, entering the step S6; if the evaluation is impossible, the routine proceeds to S5.
S5: judging whether the load test evaluation can be adopted, if so, entering S6, and if not, performing special research evaluation; in the special research evaluation, the expert committee can further evaluate the bearing capacity of the bridge structure by using the conventional detection and calculation evaluation method, the bridge bearing capacity evaluation method based on the quasi-static generalized influence line, the load test evaluation and other conclusions.
S6: and obtaining the evaluation conclusion of the bridge bearing capacity.
And finally, if the evaluation conclusion of the bridge bearing capacity is qualified, the evaluation of the bridge bearing capacity is finished, and if the evaluation conclusion of the bridge bearing capacity is unqualified, measures such as reinforcement, reconstruction and the like are taken for the bridge.
In summary, the extracted quasi-static generalized influence line of the bridge structure is firstly evaluated by conventional detection and calculation, and if a detection and calculation evaluation conclusion cannot be given, the evaluation is not immediately evaluated by a load test, but an evaluation method based on the quasi-static generalized influence line is adopted. Namely, the first step is to adopt a direct check calculation evaluation method for evaluation, and if the evaluation cannot be carried out, the evaluation is carried out by means of comparison; if the comparative evaluation can not give an evaluation conclusion, adopting a finite element model correction evaluation method; and if the finite element model correction evaluation method cannot give an evaluation conclusion, entering load test evaluation or special evaluation. Therefore, the actual conditions of the bridges can be known step by step, a part of bridges are screened out without carrying out expensive load tests, the evaluation cost is saved, and the aims of perfecting and improving the existing bridge structure bearing capacity evaluation system are fulfilled.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and it is apparent that those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if such modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include such modifications and variations.
Claims (9)
1. The bridge bearing capacity evaluation method based on the quasi-static generalized influence line is characterized by comprising the following steps of: the method comprises the following steps:
s1: judging whether the bearing capacity of the bridge structure can be evaluated through conventional detection and calculation, and if so, entering the step S6;
s2: if not, testing a quasi-static generalized influence line of a key part of the bridge structure;
s3: judging whether the quasi-static generalized influence line evaluation method can evaluate the bearing capacity of the bridge structure;
s4: if the quasi-static generalized influence line evaluation method cannot evaluate the bearing capacity of the bridge structure, the step S5 is carried out; if yes, go to step S6;
s5: judging whether the load test can evaluate the bearing capacity of the bridge structure, and if so, entering S6; if the bridge bearing capacity cannot be evaluated, carrying out special research evaluation on the bridge bearing capacity;
s6: and obtaining the evaluation conclusion of the bearing capacity of the bridge structure.
2. The method for evaluating the bearing capacity of the bridge based on the quasi-static generalized influence line according to claim 1, wherein: the method for evaluating the generalized influence line in step S3 specifically includes the following steps:
s31: judging whether the direct evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering step S6; if the evaluation is impossible, the routine proceeds to S32;
s32: judging whether the comparative evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering the step S6; if the evaluation is impossible, the routine proceeds to S33;
s33: judging whether the finite element model correction evaluation method can evaluate the bearing capacity of the bridge structure, and if so, entering step S6; if the evaluation is impossible, the routine proceeds to S5.
3. The quasi-static generalized influence line-based bridge bearing capacity evaluation method according to claim 2, wherein: the direct detection and calculation evaluation method is used for replacing the influence line of theoretical calculation with the quasi-static generalized influence line of actual measurement to carry out structure detection and bearing capacity evaluation on the bridge structure.
4. The quasi-static generalized influence line-based bridge bearing capacity evaluation method according to claim 2, wherein: the comparison assessment method comprises a direct comparison assessment method, the direct comparison assessment method comprising the steps of:
s321: the direct rating factor is calculated by the following formula:
wherein λ represents a direct evaluation factor, η represents a safety factor, y (k) represents an actual measurement influence line,representing a theoretical influence line, and k represents a control section serial number;
s322: analyzing the direct evaluation factor and making an evaluation conclusion, wherein the method specifically comprises the following steps:
s3221: for any control section k, λ (k) < δlWhen the bridge structure is erected, the bearing capacity of the bridge structure meets the requirement;
s3222: if one or more of the control sections has λ (k) > δuWhen the bridge bearing capacity does not meet the requirement, the step S5 is carried out;
s3223: if all the control sections have the value of 0.0 < lambda (k) to deltauAnd a part of the control section appears deltal≤λ(k)≤δuIf so, the evaluation conclusion cannot be made, and the flow proceeds to step S33;
wherein, deltalIs a lower limit rating, δuThe specific values of the lower limit evaluation value, the upper limit evaluation value and the safety coefficient eta can be determined according to specified values or actual conditions in the specification.
5. The quasi-static generalized influence line-based bridge bearing capacity evaluation method according to claim 2, wherein: the comparative evaluation method also comprises direct combination evaluation, and specifically comprises the following steps:
s3231: combining various working conditions by using a generalized influence line of a control section to obtain a combined value;
s3232: carrying out direct comparative analysis on the combination value of the generalized influence lines and the combination value of the theoretical influence lines to evaluate the bearing capacity of the bridge;
s3233: the method can be used for structural safety assessment before a load test, avoids safety accidents caused by overweight of test loads, and is particularly suitable for assessment of temporary passing bridges and dangerous bridges of overweight vehicles.
6. The quasi-static generalized influence line-based bridge bearing capacity evaluation method according to claim 2, wherein: the model correction evaluation method specifically comprises the following steps:
s331: the influence line residual of the finite element model correction is calculated by the following formula:
wherein i represents a load loading position; m represents the total number of load loading positions; k represents an influence line measurement point; n represents the total number of the influence line measuring points;
when the load is at the loading position i, the theoretical value of a line measuring point k is influenced;
representing the actual measurement value of the line measurement point k when the load is at the loading position i; eta represents a safety factor; omegakRepresenting the weighting coefficients at the survey points of the different influence lines,
s332: adding a one-sided correction condition to the correction target by the following formula:
s333: the constraint conditions of the correction parameters should be in accordance with the actual situation:
wherein, deltau、δlThe safety coefficient n is a specific value of an upper limit evaluation value and a specific value of a lower limit evaluation value, and the specific values of the upper limit evaluation value, the lower limit evaluation value and the safety coefficient n can be determined according to specified values or actual conditions in the specification;
s334: establishing a correction array of the finite element model by using the influence line residual error, the unilateral correction condition and the correction parameter constraint condition, and correcting the bridge structure finite element model to obtain a reliable finite element model;
s335: evaluating the bearing capacity of the bridge structure by using the corrected finite element, and if the bearing capacity of the bridge structure is judged to be capable, entering the step S6; if the evaluation is impossible, the routine proceeds to S5.
7. The method for evaluating the bearing capacity of the bridge based on the quasi-static generalized influence line according to claim 1, wherein: the special research and evaluation is the evaluation of the bearing capacity of the bridge structure on the basis of conventional detection and calculation evaluation, quasi-static generalized influence line-based bearing capacity evaluation, load test evaluation and the like.
8. The method for evaluating the bearing capacity of the bridge based on the quasi-static generalized influence line according to claim 1, wherein: further comprising the steps of: if the bridge bearing capacity evaluation conclusion is qualified, the bridge bearing capacity evaluation is finished; and if the evaluation conclusion of the bridge bearing capacity is unqualified, providing reinforcement and reconstruction measures.
9. The method for evaluating the bearing capacity of the bridge based on the quasi-static generalized influence line according to claim 4, wherein: the specific values of the upper limit evaluation value and the lower limit evaluation value can be determined according to specified values or actual conditions in the specification, and the safety coefficient eta is larger than 1.0.
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| CN106407734A (en) * | 2016-12-15 | 2017-02-15 | 广西交通科学研究院 | Parameter lambda introduced bridge technology state degradation evaluation method |
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| CN104268670A (en) * | 2014-09-02 | 2015-01-07 | 司徒毅 | Highway bridge technical condition examination and evaluation system |
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| CN104819813B (en) * | 2015-04-29 | 2017-04-26 | 中南大学 | Bridge influence line dynamic test method |
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| CN108844702A (en) * | 2018-05-31 | 2018-11-20 | 南京东南建筑机电抗震研究院有限公司 | The measuring method of Bridge Influence Line when vehicle at the uniform velocity passes through |
| CN108844702B (en) * | 2018-05-31 | 2020-07-31 | 南京东南建筑机电抗震研究院有限公司 | Method for measuring bridge influence line when vehicle passes through at constant speed |
| WO2019232737A1 (en) * | 2018-06-07 | 2019-12-12 | 大连理工大学 | Iteration-based quasi-static bridge influence line identification method |
| CN109341989A (en) * | 2018-09-03 | 2019-02-15 | 大连理工大学 | A kind of Bridge Influence Line recognition methods that can reject vehicle power effect |
| CN110186630A (en) * | 2019-05-10 | 2019-08-30 | 哈尔滨工业大学 | A kind of bridge state-detection and appraisal procedure based on distributed optical fiber sensing and girder overall length Strain Distribution |
| CN113420964A (en) * | 2021-06-07 | 2021-09-21 | 煤炭科学研究总院 | Bridge safety detection method and device and electronic equipment |
| CN113627060A (en) * | 2021-08-09 | 2021-11-09 | 苏交科集团股份有限公司 | Method for evaluating bearing capacity of road beam bridge based on measured deflection influence line |
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