CN101532919B - Dynamic and static combination method used for engineering structure health diagnosis - Google Patents
Dynamic and static combination method used for engineering structure health diagnosis Download PDFInfo
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Abstract
The invention relates to a dynamic and static combination method used for engineering structure health diagnosis, aiming at solving the problems in current structural damage identification methods, such as difficult instrument erection, uneasy realization of test, long test time and the like during static load test. The method comprises the following major steps: fixing objects to be tested; working out test plan; carrying out stepped loading test on two samples based on the fixed test plan; judging whether the obtained two groups of static and dynamic parameters (f1, k1) and (f2, k2) are valid measuring data; establishing dynamic and static relation model; testing frequency values of others structures in the objects to be tested, including f3, f4...f<n>; calculating stiffness values of other structures based on f<k> equal to a1K<a2>, including k3, k4...k<n>; evaluating damage. The method of the invention is characterized by strong operability, short test period, time saving, cost reducing, safety, reliability, rapidness, low cost and the like.
Description
Technical field
The present invention relates to a kind of method of engineering structure health diagnosis.
Background technology
Engineering structure its tenure of use decades in addition on century-old; couplings such as environmental attack, material aging fatigue effect and burst disaster will inevitably cause the damage accumulation and the drag decay of structure; thereby cause structure opposing natural disaster; even the ability drop of home effect, can cause the disaster accident under the extreme condition.For the health that guarantees structure is that security, integrality, applicability, permanance need detect and evaluate its health status to existing structure.
Damage Assessment Method based on monitoring structural health conditions and detection technique is focus, the difficult point problem of civil engineering work industry at present, will require practical structures is carried out safety evaluation according to current specifications usually.For example, " the structural deflection limit value under the normal operating limit condition be span 1/250 " according to " evaluation of covil construction reliability " regulation and stipulation waits clause to can be used as the benchmark of arrangement works performance and security performance evaluation.But some difficulties often take place in concrete enforcement: 1, the instrument of static load experiment sets up difficulty.For reliability and the acquisition certain precision of the equipment that is used for engineering monitoring and evaluation because of guaranteeing measured data, so instrument sets up strict.Be limited to the objective operating conditions of engineering site, the ad-hoc location instrument sets up difficulty even can't set up, and directly has influence on the process and the effect of testing.2, the behavioral test of on-the-spot objective conditionality structure.In the process of carrying out the static(al) test; need stop to produce or sealing the structure of intending test; such as forbidding all vehicles by intending surveying bridge etc., the while static load adds, unloads process and takes a long time usually, causes the test of some necessity can't carry out or cause bigger economic loss.3, with high costs.Static(al) test need be implemented very big load to structure, particularly large-scale structure, load apply the consumption lot of manpower and material resources, the experimentation cost costliness, simultaneously consuming time huge.4, vibration-testing does not still have peace and comments foundation.Be that based on the problem of the dynamic test method maximum of structural dynamic parameter serviceability to structure lacks clause such as standard and instructs, all be difficult to the serviceability of the structure especially security performance of structure make quantitatively, qualitative conclusions.
As previously mentioned, there are some difficult problems that need to be resolved hurrily in Damage Assessment Method and the evaluation reinforcement technique based on monitoring structural health conditions and detection.Above problem has restricted the application of the Structural Damage Identification of monitoring structural health conditions and detection technique in engineering practice.
Summary of the invention
Existing Structural Damage Identification exists the static load testing tool to set up difficulty, test is difficult for problems such as realization, test duration length in order to solve in the present invention, and then a kind of method of being association of activity and inertia that is used for engineering structure health diagnosis is provided.
The present invention solves the problems of the technologies described above the technical scheme of taking to be: the method for being association of activity and inertia that is used for engineering structure health diagnosis of the present invention realizes according to following steps:
Wherein: k
1And k
2Be rigidity, unit is ox/rice;
f
1And f
2Be natural frequency, unit is a hertz;
Two groups of quiet, moving parameter (f of step 4, judgement gained in step 3
1, k
1) and (f
2, k
2) whether be effective measurement data; If setting up procedure five, otherwise; Repeating step two and step 3 are revised testing scheme or are tested other composition of sample according to detecting information, up to obtaining two groups of effectively quiet, moving parameter (f
1, k
1) and (f
2, k
2) till;
a
1And a
2Be unknowm coefficient, utilize two groups of effectively quiet, moving parameter (f that obtain in above-mentioned steps
1, k
1) and (f
2, k
2) measured value obtains the unknowm coefficient a in (1) formula
1And a
2
The frequency values f of other structure in step 6, the test object to be measured
3, f
4F
n, obtain the rigidity value k of other structure by (1) formula
3, k
4K
n
Step 7, assessment of impairments: try according to public affairs
Obtain each deflection value Δ of object to be measured
1, Δ
2Δ
nJudge Δ
nWhether satisfy Δ
n≤ [Δ]; And then draw the assessment of impairments result;
Wherein: P is the load under the extreme operating conditions, and the P value can rationally be estimated from engineering design data, field statistics or in conjunction with the engineering actual conditions.
The invention has the beneficial effects as follows: the static(al) method of testing that the present invention is quite traditional or only based on the dynamic test method of structural dynamic parameter has that strong operability, test period are lacked, save time, reduced cost, safe and reliable, quick, characteristics such as cost is low.During concrete enforcement, only need several structures are wherein carried out the joint test of static(al) and power, remaining detected object only needs dynamic test can reach the effect that static(al) detects.Particularly, at first choose several structures as sample in structure to be measured, by the mode of hierarchical loading, gather the deflection value of each sample key position (as the steel truss span centre), utilization experimental analysis technology obtains the rigidity information of sample; Then sample is carried out dynamic test, obtain the modal information (as structural natural frequencies) of the composition of sample, set up the regression relation of the two by mathematical statistics method.Only need carry out dynamic test to all the other structures that sample is outer, obtain the rigidity information of structure, pass judgment on the health status of structure in conjunction with rigidity of structure relevant regulations in the current Chinese code of practice by the corresponding relation of dynamic and static parameter.The inventive method has merged the characteristics of vibration-testing and static(al) measuring technology, can solve the health detection and the Gernral Check-up problem of the some class engineering structures with symmetry or broad sense symmetry.The present invention is applicable to have Generalized Symmetry and the Gernral Check-up method of striding girder structure greatly that have some, and this method is through quiet---moving---quiet technical staff's artistic skill economy, convenience, carry out the Gernral Check-up of existing structure efficiently.The present invention relates to health monitoring, the detection range of civil engineering structures such as bridge, worker's covil construction, be particularly useful for having Generalized Symmetry and possess the Gernral Check-up of striding girder structure greatly of some, as the identic some truss-frame structures of topology, some bridges that pattern is identical etc.Specifically, relate to mechanical characteristic, Test Strategy, information acquisition and processing, the security diagnostics etc. of existing structure.
The present invention is mainly reflected in down several aspects to the contribution of prior art:
(1) it is long to have overcome the static(al) method implementation cycle, the shortcoming that expense is high, and method of the present invention can economical, convenient, the security of posit structure efficiently.
(2) this invention is adopted based on correct test figure and mathematical statistic method and is set up the relation of moving between survey, the quiet survey data, solves the measuring and calculating problem of some ad-hoc location structural deflection conscientiously, the error of bringing with estimation approach before can avoiding.
(3) solved in a creative way by the technical barrier of structural dynamic test data the safety of structure quantitative and qualitative analysis.
Description of drawings
Fig. 1 is a FB(flow block) of the present invention, Fig. 2 is that load-(A represents to infer the internal force amount of deflection to amount of deflection principle curve map, B represents that test loads, C represents former internal force, D represents that test measures amount of deflection, E represents truss distortion combined deflection, F represents the amount of deflection limit value of regulation and stipulation, G represents the clear and definite display structure safety military service of this legend), Fig. 3 is the simple beam structure loading scheme figure of steel pipe structure, Fig. 4 is the load-sag curve figure (sample 2) that obtains the rigidity of structure by the slow test data, and Fig. 5 is the dynamic load measurement result figure (sample 2) that process software shows.
Embodiment
Embodiment one: as illustrated in fig. 1 and 2, the described method of being association of activity and inertia that is used for engineering structure health diagnosis of present embodiment realizes according to following steps:
Selected a plurality of (at least three) girder structure is as tested object, and described a plurality of girder structures all should satisfy the broad sense symmetric condition.Girder structure means that calculation diagram is a free beam in engineering, the long fine texture of the beam of encorbelmenting, rigid mount beam.(as the pontic of bridge, crane girder, stride greatly truss-frame structure, chimney, signal transmitting tower etc.).All same or similar on physical dimension, material, boundary condition between a plurality of girder structures that the broad sense symmetric condition refers to select.20 cell towers building according to a drawing for example, difference is very little on the build-in condition at bearing place at the bottom of scantling, material and the tower, then the tested object that constitutes of these 20 tower structures can use the method for being association of activity and inertia to carry out Gernral Check-up, and of can be considered as in the tested object of each tower treats geodesic structure
Wherein: k
1And k
2Be rigidity, unit is ox/rice;
f
1And f
2Be natural frequency, unit is a hertz;
Two groups of quiet, moving parameter (f of step 4, judgement gained in step 3
1, k
1) and (f
2, k
2) whether be effective measurement data; If setting up procedure five, otherwise; Repeating step two and step 3 are revised testing scheme or are tested other composition of sample according to detecting information, up to obtaining two groups of effectively quiet, moving parameter (f
1, k
1) and (f
2, k
2) till;
a
1And a
2Be unknowm coefficient, utilize two groups of effectively quiet, moving parameter (f that obtain in above-mentioned steps
1, k
1) and (f
2, k
2) measured value obtains the unknowm coefficient a in (1) formula
1And a
2
The frequency values f of other structure in step 6, the test object to be measured
3, f
4F
n, obtain the rigidity value k of other structure by (1) formula
3, k
4K
n
Step 7, assessment of impairments: try according to public affairs
Obtain each deflection value Δ of object to be measured
1, Δ
2Δ
nJudge Δ
nWhether satisfy Δ
n≤ [Δ]; And then draw the assessment of impairments result;
Wherein: P is the load under the extreme operating conditions, and the P value can rationally be estimated from engineering design data, field statistics or in conjunction with the engineering actual conditions.
In step 7, comparing result obtains the damage information of structure, by following criterion practical structures is carried out safety assessment: (1) is restricted to the health guidelines of structure with the rigidity of structure of stipulating in the relevant clause in the existing structure of China " standard ".Judge the security performance of structure by the rigidity information of comparison structure.Load is proposed among the present invention first---amount of deflection principle curve, principle can be judged the security performance under institute's geodesic structure serviceability limit state condition according to this.(2) error of structure practical frequency and sample practical frequency should not surpass 4%, surpasses this value and should carry out static trial.When (3) structure being carried out safety assessment, the support situation of structure, local intact degree all should be paid attention to by current specifications.
In step 2, testing scheme comprises that instrument sets up and loading scheme.Displacement measurement can be selected the clock gauge (dial gauge) of appropriate amount journey for use, and instrument calibration stands on the rigid mount, perhaps selects for use such as the accurate Other Instruments of Displacement Measurement such as backguy displacement meter, laser displacement device.The used sensor of vibration-testing answers reasonable Arrangement can react on the key position of structural vibration characteristics to be measured, also needs placement sensor to make things convenient for the identification of modal parameters on adjacent structure simultaneously.Loading equipemtn can be selected suitable method for use according to engineering characteristic, but requires in the loading equipemtn loading procedure quality controllable.As adopt standard counterweight hierarchical loading or water filling, parking, moving track formula to play crane etc.
In step 2, adopt hierarchical loading, stablize after every grade of loading is finished and carried out meter reading again in 15 minutes, carry out the test of (vibration) dynamic load after reading is finished immediately.Vibration-testing refers to gather near the structural vibration information that is caused by the environment pulsation works static(al) load(ing) point by sensor and Acquisition Instrument, can adopt methods such as artificial pulse, vibrator frequency sweep, white noise (white noise is general specialty, can look in undergraduate course, postgraduate's textbook) exciting to the structure exciting during conditions permit.The precision of data acquisition and data storage instrument is answered engineering demands.
The rigidity information of the composition of sample normally obtains according to meter reading and the load information mode by linear regression.Modal information according to the vibration signal of collector record in the analysis of time domain or the analytical technology acquisition by FFT (Fourier variations), auto-power spectrum equifrequent and phase place.
The quantitative relationship of setting up dynamic and static parameter refers to set up static(al) parameter (rigidity) relation of the modal parameter (frequency) of structure etc. and structure, this relation can be the statistical relationship that point-to-point corresponding relation also has strong correlation, its objective is the static(al) parameter that rationally estimates structure under the condition of known kinetic parameter.
The present invention according to structure static load experiment load---amount of deflection principle curve (as Fig. 2) can be realized the Rigidity Calculation of computation structure neatly in conjunction with the condition of engineering site, and then be finally inversed by the absolute amount of deflection of structure under the working load effect.Particularly, if load is filled it up with in test, then the direct maximum defluxion of test structure if be subjected to condition restriction, can't be filled it up with load, then can load the rigidity of structure reckoning structure that the obtains maximum defluxion at full load according to part.Allowing maximum defluxion with maximum defluxion and standard is the military service security that the contrast index can accurately define structure.
The of the present invention proposition first in detected object as there being the structure that possesses the basic application conditions of the method for being association of activity and inertia, can be to the vibrating of the part composition of sample wherein, static load Combined Trials, set up dynamic and static parameter correlation relation, relation is only inferred the Gernral Check-up thinking of structural static parameter to the remaining structure vibration-testing according to this.Thinking can significantly reduce static(al) and tests this expensive operation according to this.In conjunction with the accuracy requirement of engineering detecting, form and be applicable to that a cover trace routine and a precision equipment of the present invention, test period are lacked, the engineering strong operability.
Embodiment two: as illustrated in fig. 1 and 2, present embodiment is stablized after every grade of loading is finished in step 3 and was carried out meter reading again in 15 minutes, carries out the dynamic load test after reading is finished immediately; Vibration-testing refers to by near the structural vibration information that is caused by the environment pulsation sensor and the Acquisition Instrument collection works static(al) load(ing) point or adopts artificial pulse, vibrator frequency sweep, white noise excitation method to the structure exciting.Other step is identical with embodiment one.
Embodiment three: as illustrated in fig. 1 and 2, present embodiment rigidity information of the composition of sample in step 3 is to obtain according to meter reading and the load information mode by linear regression; The modal information of vibration-testing changes acquisition according to the vibration signal of collector record in the analysis of time domain or by Fourier.Other step is identical with embodiment one or two.
The damage identification of the inventive method (method of being association of activity and inertia) validation verification---petroleum pipeline:
The test explanation:
Tested object is the seamless high-strength long steel pipe of a collection of oil field conveying crude oil, and the steel pipe geometric properties is 30 * 3 (external diameter 30mm, wall thickness 3mm), and length is 9.8 meters.The steel pipe that participates in test has 9 altogether, and wherein 6 steel pipes are excellent, and 3 steel pipes have certain artificial damage.3 have in the damage steel pipe, and one is to pound out place depression at 4.4 meters of steel pipe length with hammer; In addition two is manually to cut small gap at steel pipe total length 1/3 place (degree of depth is respectively 1mm, 5mm).
The steel pipe of test is arranged on the bearing of design in advance, and a steel pipe and a toilet are configured to a free beam that the border is hinged, and structure diagram as shown in Figure 3.All steel pipes are constructed with " symmetry " structure of same material, same cross-sectional, equal length, identical supporting condition, same test conditions like this.
One, the be association of activity and inertia test process of method
(1) preparatory stage before the test
1, tested object is 9 steel pipes, and every steel pipe all satisfies the condition of the girder structure of broad sense symmetric condition.
2, the integrated structure characteristics are arranged on the dead load load(ing) point span centre (seeing accompanying drawing 3) of steel pipe, a vertical direction sensor 3 (vertical direction sensor 3 is connected to Acquisition Instrument by connecting line 4) is set, the vibration information of record free beam vertical direction near load(ing) point.
3, in static load when test, apply the load of every grade of 2Kg at load(ing) point with standard counterweight branch Pyatyi, 10Kg counterweight (in the accompanying drawing 3 shown in the mark 5) altogether, and wait tended towards stability clock gauge 6 readings in 15 minutes after every grade of loading was finished, and read the clock gauge dial plate then.Dial plate reading difference by forward and backward load stage correspondence obtains structure mid-span deflection information.Once complete loading procedure comprises 5 loadings and 5 unloadings, repeats this loading procedure and obtains many group (load, amount of deflection) information.
4, during dynamic test (vibration-testing), exciting mode adopts displacement method for releasing just, and concrete operations are to apply the 2kg weight at the free beam span centre to make steel pipe produce certain deformation, remove weight then suddenly, steel pipe generation free vibration attenuation.Amplitude by sensor real time record structure---time vibration information (seeing accompanying drawing 5).
(2) test phase of sample
The joint test of static(al) and power (vibration) is carried out in loading of formulating according to " test before preparatory stage " and data acquisition plan respectively to sample 1 and sample 2.Obtain static(al), the dynamic test data of two samples.See Table 1 preceding two row.
(3) sample data arrangement, the determining of dynamic and static relation
1, static(al) finish message: the static load data of each sample that " test phase of sample " obtained are inserted amount of deflection---in the load rectangular coordinate system, by amount of deflection---the load curve of linear fit acquisition structure, the slope of this fitting a straight line is exactly the rigidity value of this sample.(seeing accompanying drawing 4 for details)
2, vibration information is handled: with amplitude---the temporal information that vibration-testing records, by change into auto-power spectrum figure from power transfer, wherein the peak point of curve is the natural frequency of structure.(seeing accompanying drawing 5)
3, determining of dynamic and static dependence on parameter: with quiet, moving parameter (f
1, k
1) (f
2, k
2) for the be association of activity and inertia function general formula of method of people
In, obtain a
1=0.895 a
2=0.523.So the sound parameter relationship in this example is f
n=0.895k
n 0.523
(4) other structural vibrations test phase
Remaining seven steel pipe simple beam structures are only carried out dynamic test, obtain the dynamic and static parameter (f of each structure
n,, n is 3,4,5,6,7,8,9), according to sound parameter relationship f
n=0.895k
n 0.523Calculate f
nThe results are shown in Table 1.
(5) assessment of structural damage state
The difference of rigidity that numbering 7,8,9 steel pipe calculates rigidity and sample is bigger, according to the judging basis of " method of being association of activity and inertia " 7,8,9 steel pipe is carried out static test again, the results are shown in subordinate list 1.Faulted condition according to all rigidity value judgement structures the results are shown in the subordinate list 1.Because of this example is the relevant regulations judgement safety of structure that proving test can't be applied mechanically structure static load rigidity in China's current engineering structure " standard " clause.
Two, test findings
Test result is listed in the table 1
Table 1 test result gathers
| The steel pipe numbering | Calculated rigidity value (10 4N/m) | Frequency values (Hz) | Actual measurement rigidity value (10 4N/m) | Rod member is described |
| 1 (sample 1) | 1.7794 | 3.7201 | Intact | |
| 2 (samples 2) | 1.7813 | 3.7276 | Intact | |
| 3 | 3.7284 | 1.7813 | Intact | |
| 4 | 3.7360 | 1.7832 | Intact | |
| 5 | 3.7208 | 1.7794 | Intact | |
| 6 | 3.7284 | 1.7813 | Intact | |
| 7 | 3.6535 | 1.7625 | 3.6745 | 1mm otch (not sawing steel pipe) |
| 8 | 3.3620 | 1.6875 | 3.4133 | The 5mm otch |
| 9 | 3.5896 | 1.7463 | 3.5985 | Span centre " recessed string " damage |
Conclusion
1, shown in table 1 test figure, the very little and dynamic and static parameter of 6 quiet parameters of not damaged steel pipe (rigidity) and moving parameter (frequency values) difference has f
n=0.895k
n 0.523Funtcional relationship.The calculated rigidity of steel pipe 7,8,9 proves that with the contrast effect of actual measurement rigidity this funtcional relationship is accurately.
2, this routine process of the test proves, by the saving test step of dynamic and static combined techniques---and the static(al) test, cost and labour cost can significantly save time.The time of adopting dynamic test in this example is set to the data acquisition mean consumption 20 minutes that finishes from instrument stand, and the time of static(al) test then needs 2 hours.Damage check task with 100 steel pipes is an example, adopt and traditional damage identification based on the static(al) detection technique and then need 200 hours, and the utilization method of being association of activity and inertia is carried out the static(al) test duration that damage check can be saved 90 steel pipes at least, needs 22 hours times spent altogether, and efficient improves 10 times.
Claims (3)
1. method of being association of activity and inertia that is used for engineering structure health diagnosis: it is characterized in that: described method realizes according to following steps:
Step 1, determine object to be measured: selected at least three tested objects, and described at least three tested objects all satisfy the girder structure of broad sense symmetric condition;
Step 2, formulation testing scheme: from object to be measured, choose two structures and carry out dynamic load, static load test, determine the static(al) load(ing) point and draft the loading magnitude according to the field engineering condition and the load metamorphism ability of object to be measured as sample; And on the composition of sample, arrange displacement meter, acceleration transducer and supporting acquisition instrument and computing machine are installed on the composition of sample;
Step 3, the set testing scheme of foundation carry out the hierarchical loading test to two samples; Obtain the rigidity value k of two composition of samples respectively by several static(al) test data matches
1, k
2Obtain the natural frequency value f of two composition of samples respectively by mode identification
1And f
2Thereby obtain two groups of quiet, moving parameter (f
1, k
1) and (f
2, k
2);
Wherein: k
1And k
2Be rigidity, unit is ox/rice;
f
1And f
2Be natural frequency, unit is a hertz;
Two groups of quiet, moving parameter (f of step 4, judgement gained in step 3
1, k
1) and (f
2, k
2) whether be effective measurement data; If setting up procedure five, otherwise; Repeating step two and step 3 are revised testing scheme or are tested other composition of sample according to detecting information, up to obtaining two groups of effectively quiet, moving parameter (f
1, k
1) and (f
2, k
2) till;
Step 5, set up dynamic and static relation model:
a
1And a
2Be unknowm coefficient, utilize two groups of effectively quiet, moving parameter (f that obtain in above-mentioned steps
1, k
1) and (f
2, k
2) measured value obtains the unknowm coefficient a in (1) formula
1And a
2
The frequency values f of other structure in step 6, the test object to be measured
3, f
4F
n, obtain the rigidity value k of other structure by (1) formula
3, k
4K
n
Step 7, assessment of impairments: try according to public affairs
Obtain each deflection value Δ of object to be measured
1, Δ
2Δ
nJudge Δ
nWhether satisfy Δ
n≤ [Δ]; And then draw the assessment of impairments result;
Wherein: P is the load under the extreme operating conditions.
2. the method for being association of activity and inertia that is used for engineering structure health diagnosis according to claim 1: it is characterized in that: after every grade of loading of step 3 is finished, stablize and carried out meter reading again in 15 minutes, carry out the dynamic load test after reading is finished immediately; The dynamic load test refers to by near the structural vibration information that is caused by the environment pulsation sensor and the Acquisition Instrument collection works static(al) load(ing) point or adopts artificial pulse, vibrator frequency sweep, white noise excitation method to the structure exciting.
3. the method for being association of activity and inertia that is used for engineering structure health diagnosis according to claim 1 and 2: it is characterized in that: in the rigidity information of the step 3 composition of sample is to obtain according to meter reading and the load information mode by linear regression; The modal information of dynamic load test changes acquisition according to the vibration signal of collector record in the analysis of time domain or by Fourier.
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| CN103911958B (en) * | 2014-04-04 | 2016-06-15 | 大连理工大学 | The damage reason location system of suspension bridge and arch bridge suspender periodic detection and method thereof |
| CN104568493B (en) * | 2015-01-27 | 2017-08-11 | 南京工业大学 | The quick damnification recognition method of structure based on displacement time-histories area under vehicular load |
| CN106556498B (en) * | 2016-10-31 | 2018-02-13 | 石家庄铁道大学 | Damage Identification Methods for Bridge Structures and system |
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Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2366823Y (en) * | 1998-06-23 | 2000-03-01 | 中国地震局工程力学研究所 | Electromagnetic induction type scanning instrument for steel bar |
-
2009
- 2009-04-22 CN CN2009100718514A patent/CN101532919B/en active Active
Patent Citations (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN2366823Y (en) * | 1998-06-23 | 2000-03-01 | 中国地震局工程力学研究所 | Electromagnetic induction type scanning instrument for steel bar |
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