CN103279611A - Method for optimized arrangement of strain sensor - Google Patents
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- CN103279611A CN103279611A CN2013102113118A CN201310211311A CN103279611A CN 103279611 A CN103279611 A CN 103279611A CN 2013102113118 A CN2013102113118 A CN 2013102113118A CN 201310211311 A CN201310211311 A CN 201310211311A CN 103279611 A CN103279611 A CN 103279611A
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Abstract
The invention discloses a method for optimized arrangement of a strain sensor. The method comprises the following steps of building a simplified bridge model, confirming a monitoring cross section needing to be provided with the strain sensor, building a structural multi-scale finite element model on a bridge section including the monitoring cross section, obtaining the position which is located on the monitoring cross section, is stressed adversely and needs to be provided with the strain sensor, building a mesoscopic model of a local detail of a critical element on the monitoring cross section, carrying out hot spot stress analysis, and confirming the spot distribution position of the local detail. By the help of a multi-scale finite element modeling strategy, the method provides an optimized scheme of the strain sensor in a health monitoring system of a bridge, especially a long-span bridge by different levels, can obtain the comprehensive information of structural critical positions with few strain sensors, and is both safe and economical.
Description
Technical field
The present invention relates to bridge health monitoring, especially preferred arrangement is used for the method for the strain transducer of long span bridge beam Fitness Testing system.
Background technology
Through nearly 20 years development, health monitoring systems has been widely used in the state of monitoring large complicated civil engineering structures such as bridge.Realize long-term on-line monitoring by sensor, health monitoring systems can obtain the true response of civil engineering structure structure under operation state, these monitoring informations also can be used for assessing the safe condition of civil engineering structure, to formulate rational maintenance plan, guarantee the safety of structure during runing.
Effective operation of structural healthy monitoring system be unable to do without the sensor arranging system, and the layout of sensor (type, position and quantity) mode plays conclusive effect to monitoring result.Thereby the preferred arrangement sensor becomes the key point of health monitoring systems.Strain transducer arranges it is to obtain according to experience or simple sunykatuib analysis mostly at present, and systematic solution still lacks.
Summary of the invention
Goal of the invention: the present invention will provide a kind of optimizing layout method, to address the above problem.
Technical scheme: the preferred arrangement method of strain transducer of the present invention comprises the steps:
In described step 1, setting up the bridge simplified model is to comprise whole bridge is set up the spine beam model; Wherein, drag-line adopts the three-dimensional truss unit simulation, and girder, pylon tower column and crossbeam adopt the beam element simulation.Described truss element and beam element are of a size of 5m-20m.The method of determining the monitoring cross section is: adopt the Moving Unit loading method that the integral bridge structure influenced line analysis, the least favorable loading position when determining the maximum and moment of flexure maximum of axle power; Apply dead load and live load at the spine beam model, calculate the least favorable internal force combination of dead load and live load, determine the dangerous beam section of girder.
In described step 2, set up structure multi-scale finite meta-model and be divided into three parts: i) set up the yardstick of bridge at the three-dimension integrally finite element model of 0.5～2m; Ii) and set up yardstick at the finite element model of 0.05～0.2m according to prototype comprising the beam section of monitoring the cross section; Iii) the mode with submodel is connected between two yardsticks.In the described step I, the method of setting up the three-dimension integrally finite element model is: Sarasota and transition pier adopt three-dimensional beam element simulation, decking and U-shaped rib adopt the shell unit simulation of orthotropic material, and diaphragm plate adopts the shell unit simulation, and suspension cable adopts space bar unit simulation; The six-freedom degree on tower and ground is fixed, the direction across bridge Degree-of-freedom Coupling of king-post in decking and the Sarasota, the vertical displacement coupling of Sarasota sill and decking, vertical Degree-of-freedom Coupling between transition pier and the decking, other degree of freedom freedom.In described step I i, set up yardstick and in the method for the finite element model of 0.05～0.2m be: adopt size at shell unit and the beam element of 0.05～0.2m case beam prototype to be simulated.The beam section in monitoring cross section comprises decking, vertical U-shaped rib, diaphragm plate, midfeather and web.Among the described step I ii, the marching method of two kinds of yardstick models is: determine the displacement boundary conditions of structure partial beam cross-talk model relevant position node according to the nodal displacement of three-dimension integrally finite element model, simulate the load-up condition of local beam cross-talk model with corresponding dead load and the drag-line power that is thought of as nodal force.
In the described step 3, determine that the location method of layouting at local detail place is: it is the solid element simulation of 0.005～0.002m that local detail is adopted yardstick, analyzes this local focus stress distribution situation, obtains the position of layouting at required monitoring local detail place.Described local detail place comprises top board, top board U-shaped rib, base plate, the U-shaped rib of base plate, side base plate, the web of tower beam section and span centre section, and diaphragm plate.
Beneficial effect: the enough less strain transducers of the present invention's energy obtain the comprehensive information at structural key position, obtain the balance between security and the economy, realize optimizing layout; The present invention not only can be used for the design of auxiliary bridge health monitoring system, also can be used for improving mounted health monitoring and evaluating system.
Description of drawings
Fig. 1 is process flow diagram of the present invention;
Fig. 2 a to Fig. 2 c is the arrangement of the embodiment of the invention: wherein, Fig. 2 a shows girder internal force monitoring cross section; Fig. 2 b shows the measuring point in monitoring cross section and arranges, " T " expression roof station position, " U " expression U-shaped ribbed stiffener point position, point position at the bottom of " B " display plate; Fig. 2 c shows the point position of U-shaped rib weld seam annex;
Fig. 3 is spine beam simplified model and the crucial cross section thereof of the embodiment of the invention;
Fig. 4 is the control cross section of choosing in the simplified model of the embodiment of the invention;
Fig. 5 is that the control cross section of the simplified model of the embodiment of the invention influences line; Wherein Fig. 5 a influences line for control sectional axis power; Fig. 5 b is control cross section bending-moment influence line;
Fig. 6 is axle power and the moment of flexure distribution plan of embodiment of the invention girder section under the most unfavorable processing condition; Wherein, Fig. 6 a is each sectional axis power of 1 time girder of operating mode; Fig. 6 b is each cross section moment of flexure of 1 time girder of operating mode; Fig. 6 c is each sectional axis power of 2 times girders of operating mode; Fig. 6 d is each cross section moment of flexure of 2 times girders of operating mode;
Fig. 7 is the multi-scale finite meta-model synoptic diagram of the embodiment of the invention; Wherein Fig. 7 a is whole bridge model; Fig. 7 b is bridge deck span centre segment model; Fig. 7 c is the dividing elements figure of bridge deck span centre minor structure A;
Fig. 8 is for striding girder spaning middle section base plate collapsing stress cross direction profiles figure in described certain the Rail Highway bridge of the specific embodiment of the invention;
Fig. 9 is the span centre beam section of the embodiment of the invention and the stress envelope of position, outer track local detail; Wherein Fig. 9 a is the stress envelope of whole beam section; Fig. 9 b is the steel case back plate at kerb lane place and the stress envelope of U-shaped rib; Fig. 9 c is the stress envelope that place, outer track comprises one of them U-shaped rib of weld seam;
Figure 10 a to Figure 10 d is the tower beam section top board stress envelope of described certain the Rail Highway bridge of the specific embodiment of the invention, and the X-axis coordinate is the relative distance of Ta Liang junction, and the Z axial coordinate is the distance to the bridge longitudinal axis;
Embodiment
1 to 10 couple of the present invention does further explanation below in conjunction with accompanying drawing.
As shown in Figure 1, a kind of optimizing layout method of the present invention be a kind of be means, with different levels placement policies with multi-scale finite unit technology, specifically may further comprise the steps:
1, sets up the bridge simplified model, analyze and determine that crucial cross section, this cross section are exactly the monitoring cross section that needs to arrange strain transducer;
2, the beam section that comprises crucial cross section is set up structure multi-scale finite meta-model, obtain unfavorable position stressed on this cross section, this namely needs to arrange the position of strain transducer;
3, the thin sight model of setting up crucial component partial details on the monitoring cross section carries out the focus stress analysis, determines the position of layouting at local detail place.
Described multi-scale finite unit refers to set up finite element model from structure full size, local member yardstick and three aspects of damage details yardstick, the analytic target that each model dimension is paid close attention to, suitable theory and finite element element characteristic length all should be different, as shown in table 1 to some extent.
Table 1
Describe strain transducer of the present invention in conjunction with Fig. 2 a to Fig. 2 c and arrange that it specifically comprises position, quantity and the direction that strain transducer is arranged.As embodiment, this figure has provided the strain transducer arrangenent diagram of some part on certain bridge, and wherein Fig. 2 a represents girder monitoring cross section, and Fig. 2 b represents to monitor the monitoring point on the cross section, and Fig. 2 c represents the position of layouting at local detail place.
In step 1, set up the bridge simplified model and refer to whole bridge is set up the spine beam model.Wherein, drag-line adopts the three-dimensional truss unit simulation, and girder is simulated with beam element, and pylon tower column and crossbeam adopt the beam element simulation, and the size of these unit is general all in the magnitude of 10m.The six-freedom degree on tower and ground is fixed, the direction across bridge Degree-of-freedom Coupling of king-post in decking and the Sarasota, the vertical displacement coupling of Sarasota sill and decking.As embodiment, Fig. 3 has provided the large scale finite element model figure of certain bridge.
As shown in Figure 3, in step 1, the method of finding out crucial cross section is: 11, with girder axle power and vertical bending moment as the control index, select the control cross section, 12, when specific loading along vertical bridge when travelling, draw the line that influences in each control cross section, 13, select rational loading condition, comprise dead load and mobile load, 14, by axle power and the moment of flexure in computation structure each cross section under dead load and the effect of least favorable mobile load, choose crucial cross section.
In step 11, for the cable-stayed bridge of two rope face systems, girder mainly bears the longitudinal bending of axial pressure and whole bridge, with reference to the method for designing of general long span bridge beam, choose following four cross sections as chain of command: A girder end bay span centre, B Sarasota bearing place, C main span 1/4 place, D main span span centre.As an embodiment, Fig. 4 has provided influence and has controlled the external of cross section earlier.
Shown in Fig. 5 a, in step 12, make unit load move along the bridge vertical equity, sectional axis power is respectively controlled in drafting influences line, D place, main span middle section axle power influences the positive area maximum of line, as seen this place's girder is to be subjected to axial tension, and end bay span centre, Sarasota bearing, main span 1/4 section are to be subjected to axle pressure, wherein the axle power at Sarasota cross section B place influences the negative long-pending part maximum of line, when running car is near near span centre, the maximal value of axle pressure appears at the Sarasota cross section, and this is axle power least favorable position, is designated as operating mode 1.
Shown in Fig. 5 b, in step 12, make unit load move along the bridge vertical equity, draw and respectively control the cross section bending-moment influence line, main span middle section D sagging moment influences the positive area maximum of line, and visible this place's girder is curved to be subjected to, when running car is near near span centre, the maximal value of moment of flexure pressure appears at spaning middle section, and this is moment of flexure least favorable position, is designated as operating mode 2.
In step 13, the first phase dead load comprises girder, tower, rope and anti-corrosion material weight, and the second stage of dead load is bridge floor (kerbstone, anticollision barrier, railing, lamppost, tapping pipe etc.), beam inner cable, bus and deck paving.Live load is vehicular load.
In described step 14, the moment of flexure in computation structure each cross section under dead load and the effect of least favorable mobile load and axle power, just the operating mode 1 before acts on down with operating mode 2, and the big zone of chosen axis power or moment of flexure is as dangerous beam section.
In described step 14, operating mode 1 is arranged in the zone that a power influences the line maximum with vehicular load, it is the pressure influence line of Sarasota cross section B among Fig. 5 a, the axle power that can obtain each cross section of girder thus distributes and the moment of flexure distribution, shown in Fig. 6 a, 6b, selects dangerous beam section as crucial cross section.
In step 14, operating mode 2 is arranged in vehicular load in the zone of bending-moment influence line maximum, it is the bending-moment influence line of Fig. 5 b middle section D, the axle power that can obtain each cross section of girder thus distributes and the moment of flexure distribution, shown in Fig. 6 c, 6d, selects dangerous beam section as crucial cross section.As an embodiment, Fig. 3 has provided the last crucial cross section of determining.
Setting up structure multi-scale finite meta-model method in step 2 is: the beam section that comprises crucial cross section is set up structure multi-scale finite meta-model according to the prototype of case beam on small scale.Three parts are arranged specifically, 21, set up the three-dimension integrally finite element model of bridge, 22 and set up the finite element model of small scale (about 0.1m) in the beam section that comprises crucial cross section according to prototype, 23, the mode with submodel between two yardsticks is connected.
Shown in Fig. 7 a to Fig. 7 c, can obtain closing stressed unfavorable position on the key control cross section by above-mentioned modeling strategy, thereby need be in these position placement sensor to realize the monitoring to stressed key position internal force, shown in Fig. 2 b.
In step 21, the method of setting up the three-dimension integrally finite element model is that Sarasota and transition pier adopt three-dimensional beam element simulation, the shell unit simulation of decking and U-shaped rib employing orthotropic material, diaphragm plate adopts the shell unit simulation, and suspension cable adopts space bar unit simulation.The six-freedom degree on tower and ground all is fixed, the direction across bridge Degree-of-freedom Coupling of king-post in decking and the Sarasota, the vertical displacement coupling of Sarasota sill and decking, vertical Degree-of-freedom Coupling between transition pier and the decking, other degree of freedom freedom, accompanying drawing 7a has provided the three-dimension integrally finite element model figure of certain bridge.
In step 21, need verify the accuracy of the whole finite element model set up.The method of checking is with the contrast of finite element model model analysis result of calculation and measured result, and as seen the error of present embodiment is all less than 6% as table 2, and degree of confidence criterion MAC value illustrates that all greater than 0.85 this model can accurately reflect the mechanical property of actual bridge.
Table 2
In step 22, the beam section in crucial cross section comprises decking, vertical U-shaped rib, diaphragm plate, midfeather and web.The method for building up of small scale model is: adopt the shell unit of meticulousr (being that size is littler, about 0.1m) and beam element that case beam prototype is accurately simulated.And corresponding, described step I) in beam or shell unit in the three-dimension integrally finite element model generally will be about 1m, accompanying drawing 7b, 7c have provided the small scale finite element model figure of certain bridge.Accuracy to the small scale model set up need be verified.The method of checking is that stress response and the measured result with FEM (finite element) calculation compares.As an embodiment, when Fig. 8 has provided above loading condition, in stride the cross direction profiles figure of the collapsing stress of girder span centre base plate.
In step 23, the marching method of two kinds of yardstick models is submodel approach.5 parts are arranged specifically: i) generate and analyze the model through simplifying, ii) generate submodel, the cutting boundary condition iii) is provided, iv) analyze submodel, v) the distance of checking cutting border and region of stress concentration is enough far away.
In step 3, determine that the location method of layouting at local detail place is: adopt yardstick littler by (about 10 to local detail
-3M) this local stress focus distribution situation is analyzed in meticulous finite element analogy, obtains the position of layouting at required monitoring local detail place, and Fig. 9 a to Fig. 9 c has provided the sunykatuib analysis of certain bridge to details, has provided the position suggestion of layouting shown in Fig. 2 c according to analysis.The method of analyzing hot localised points stress distribution situation is: the stress distribution of positions such as the top board of analysis tower beam section and span centre section, top board U-shaped rib, base plate, the U-shaped rib of base plate, side base plate, web, diaphragm plate, obtain the loading characteristic that this goes out, and determine the arrangement of the strain transducer of this position thus.
Need to prove that the unit size size described in the above steps all uses the quantity rank to represent, the cell size in this expression finite element model is located at this order of magnitude.In the specific implementation process, size can change in the order of magnitude separately, and this can be set according to actual conditions by the technician, and needn't stick to the value that present embodiment provides.
Shown in Figure 10 a to Figure 10 d, they have provided the top board stress distribution situation of tower beam fragment position, therefrom can find: meridional stress and principal compressive stress are more approaching, the pressure of direction across bridge is also bigger simultaneously, arrange that at top board unidirectional strainometer can satisfy the monitoring requirement to principle stress simultaneously, two strainometers point to respectively vertical bridge to and direction across bridge, strainometer mainly is arranged in the vehicle-mounted zone of action and near web region.
In a word, strain transducer arrangement of the present invention can be accomplished: the local train data message that records can be set up corresponding relation with the result of finite element model analysis, in order to better improve monitoring and evaluation system of bridge structure local acknowledgement; Containing in the environment of noise, with the least possible strain transducer acquisition structural key force part or the comprehensively accurate structural parameters information on the Path of Force Transfer; Make equipment, data processing, the transmission cost of strain transducer system reach minimum.The present invention not only can be used for the design of auxiliary bridge health monitoring system, can also be used for improving mounted health monitoring and evaluating system, the enough less strain transducers of energy obtain the comprehensive information at structural key position, obtain the balance between security and the economy.
Claims (10)
1. the preferred arrangement method of a strain transducer is characterized in that, comprises the steps:
Step 1, set up the bridge simplified model, determine to need to arrange the monitoring cross section of strain transducer;
Step 2, set up structure multi-scale finite meta-model to comprising the beam section of monitoring the cross section, obtain stressed unfavorable, the position that needs to arrange strain transducer on this monitoring cross section;
The thin sight model of crucial component partial details carries out the focus stress analysis on step 3, the foundation monitoring cross section, determines the position of layouting at local detail place.
2. the preferred arrangement method of strain transducer according to claim 1 is characterized in that, in described step 1, setting up the bridge simplified model is to comprise whole bridge is set up the spine beam model; Wherein, drag-line adopts the three-dimensional truss unit simulation, and girder, pylon tower column and crossbeam adopt the beam element simulation, and in step 1, described truss element and beam element are of a size of 5m-20m.
3. the preferred arrangement method of strain transducer according to claim 2 is characterized in that, in described step 1, determines that the method in monitoring cross section is:
Adopt the Moving Unit loading method that the integral bridge structure influenced line analysis, the least favorable loading position when determining the maximum and moment of flexure maximum of axle power; Apply dead load and live load at the spine beam model, calculate the least favorable internal force combination of dead load and live load, determine the dangerous beam section of girder.
4. the preferred arrangement method of strain transducer according to claim 1 is characterized in that, in described step 2, set up structure multi-scale finite meta-model and be divided into three parts: the yardstick of i) setting up bridge is the three-dimension integrally finite element model of 0.5 ~ 2m; Ii) and set up yardstick at the finite element model of 0.05 ~ 0.2m according to prototype comprising the beam section of monitoring the cross section; Iii) the mode with submodel is connected between two yardsticks.
5. the preferred arrangement method of strain transducer according to claim 4, it is characterized in that: in the described step I, the method of setting up the three-dimension integrally finite element model is: Sarasota and transition pier adopt three-dimensional beam element simulation, decking and U shape rib adopt the shell unit simulation of orthotropic material, diaphragm plate adopts the shell unit simulation, and suspension cable adopts space bar unit simulation; The six-freedom degree on tower and ground is fixed, the direction across bridge Degree-of-freedom Coupling of king-post in decking and the Sarasota, the vertical displacement coupling of Sarasota sill and decking, vertical Degree-of-freedom Coupling between transition pier and the decking, other degree of freedom freedom.
6. the preferred arrangement method of strain transducer according to claim 4, it is characterized in that: in described step I i, set up yardstick and in the method for the finite element model of 0.05 ~ 0.2m be: adopt the shell unit and the beam element that are of a size of 0.05 ~ 0.2m that case beam prototype is simulated.
7. the preferred arrangement method of strain transducer according to claim 4 is characterized in that: in described step I i, the beam section in crucial cross section comprises decking, vertically U shape rib, diaphragm plate, midfeather and web.
8. according to the preferred arrangement method of claim 4 or 6 described strain transducers, it is characterized in that: among the described step I ii, the marching method of two kinds of yardstick models is: determine the displacement boundary conditions of structure partial beam cross-talk model relevant position node according to the nodal displacement of three-dimension integrally finite element model, simulate the load-up condition of local beam cross-talk model with corresponding dead load and the drag-line power that is thought of as nodal force.
9. the preferred arrangement method of strain transducer according to claim 1, it is characterized in that: in the described step 3, the location method of layouting of determining the local detail place is: it is the solid element simulation of 0.005 ~ 0.002m that local detail is adopted yardstick, analyze this local focus stress distribution situation, obtain the position of layouting at required monitoring local detail place.
10. the preferred arrangement method of strain transducer according to claim 9, it is characterized in that: described local detail place comprises top board, top board U-shaped rib, base plate, the U-shaped rib of base plate, side base plate, the web of tower beam section and span centre section, and diaphragm plate.
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