CN102937492A - Method for monitoring absolute stress of pre-stress concrete bridge - Google Patents
Method for monitoring absolute stress of pre-stress concrete bridge Download PDFInfo
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- CN102937492A CN102937492A CN201210417863XA CN201210417863A CN102937492A CN 102937492 A CN102937492 A CN 102937492A CN 201210417863X A CN201210417863X A CN 201210417863XA CN 201210417863 A CN201210417863 A CN 201210417863A CN 102937492 A CN102937492 A CN 102937492A
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Abstract
The invention discloses a method for monitoring absolute stress of a pre-stress concrete bridge. The method comprises the following steps of: acquiring the absolute stress of the concrete bridge to be monitored; acquiring a real elastic modulus of the structure according to the absolute stress and a strain change value during acquisition of the absolute stress; regularly acquiring strain of the surface of the concrete bridge to be monitored, and acquiring a plurality of strain values; acquiring a plurality of acquisition stress values according to a plurality of strain values and the elastic modulus; and acquiring a stress monitoring value according to a plurality of acquisition stress values and the initial absolute stress. The stress monitoring value obtained by the method is the absolute stress value of the concrete bridge; and compared with the stress monitoring value in the prior art, the stress monitoring value is more accurate.
Description
Technical field
The present invention relates to concrete-bridge monitoring field, particularly Prestressed Concrete Bridges absolute stress monitoring survey method.
Background technology
Along with deepening continuously of infrastructure construction; in public (iron) road and bridge beam process of construction; prestressed concrete has become most widely used version; in Prestressed Concrete Bridges military service process; owing to bear for a long time the load impacts such as vehicle, deadweight; tend to pontic itself is brought impact, in order in time to find in use existing potential safety hazard of bridge, usually can adopt the method for strain monitoring to come stress state and the STRESS VARIATION trend of evaluation structure.Because absolute stress can show the indexs such as safety margin of the present residing stress level of structure, stress, it is one of the important indicator (absolute stress: be also referred to as working stress or permanent stress of judging the bridge security state, refer to the actual stress summation that various loads, distortion and effect of contraction structurally produce, wherein, load comprises dead load, vehicle and wind load, snow load etc.; Distortion and effect of contraction refer to the factors such as temperature, displacement, distortion, foundation uneven settlement), therefore the monitoring to absolute stress is extremely important in strain monitoring.But in the prior art the monitoring of absolute stress is normally passed through stress free method (by local damage on concrete component, STRESS VARIATION before and after test is damaged, multiply by again the working stress that elastic modulus obtains structure, difference according to damaged method mainly contains annular distance method and boring method), and in this process, because the modulus of elasticity of concrete of practical structures is difficult to estimate, affects the calculating of stress value; Concrete temperature raises during cutting, and the strain measurement value can be subject to the impact of temperature, makes the monitoring accuracy of concrete absolute stress unsatisfactory.For these reasons, for the concrete-bridge of having runed, the mensuration of absolute stress does not also obtain effective solution in the prior art.
Therefore, the problems of the prior art are: owing to be that strainometer is pasted the bridge surface in the prior art, with strain measurement on duty with elastic modulus try to achieve STRESS VARIATION that structure occured after pasting strainometer 1. classic method can only monitor the stress that the strainometer mounted configuration occurs, be relative stress, but can't monitor the stress that structure has produced before strainometer is installed.2. elastic modulus is the theoretical value of finding from standard, but the xoncrete structure discreteness is larger, and can change in time, and the stress value precision that therefore obtains is lower.
Summary of the invention
For defective of the prior art, the invention solves, there is the problem of larger error in the monitoring of bridge concrete absolute stress, the invention provides Prestressed Concrete Bridges absolute stress monitoring method, may further comprise the steps:
Obtain the initial absolute stress of concrete-bridge to be monitored;
Strain variation value in obtaining according to described initial absolute stress and described initial absolute stress is obtained elastic modulus;
A plurality of strain values are obtained in the surface strain of the described monitoring concrete-bridge of timing acquiring;
Obtain a plurality of collection stress values according to described a plurality of strain values and described elastic modulus;
Obtain the stress monitoring value according to a plurality of collection stress values and described initial absolute stress.
Compared with prior art, above-mentioned embodiment of the present invention has the following advantages: the stress monitoring value of obtaining is absolute stress, does not have the impact of temperature in default (elastic modulus) and the means of testing.Elastic modulus for the calculated stress monitor value is used is the multiple averaging value, and is more accurate than the default to the concrete-bridge elastic modulus in the prior art.Therefore the method has not only improved the measuring accuracy of absolute stress, and can realize that by the strain variation on periodic monitoring surface observation process is simple to operate to the monitoring of absolute stress, and Monitoring Data has more credibility.
Description of drawings
Fig. 1 is the process flow diagram of Prestressed Concrete Bridges absolute stress monitoring method of the present invention.
Fig. 2 is the initial absolute stress detection method of Prestressed Concrete Bridges of the present invention process flow diagram.
Fig. 3 is the initial absolute stress detection system of Prestressed Concrete Bridges of the present invention synoptic diagram.
Fig. 4 is the initial absolute stress monitoring system of Prestressed Concrete Bridges of the present invention synoptic diagram.
Embodiment
Below in conjunction with accompanying drawing invention is described in further detail.
As shown in Figure 1, be the schematic flow sheet of Prestressed Concrete Bridges absolute stress monitoring method of the present invention; May further comprise the steps:
Step S101: obtain initial absolute stress.
In this step; Obtain the initial absolute stress of concrete-bridge to be monitored, as shown in Figure 2, can specifically realize by following steps:
Step S1011: obtain the strain initial value.
Obtain the strain initial value of concrete-bridge.As shown in Figure 3, grinding process is carried out on the concrete-bridge surface 31 that needs bonded strain gage, then remove the dust of concrete surface with anhydrous alcohol.Concrete surface 31 at dust out is coated epoxy resin, then pastes foil gauge 32.In the process of pasting, guarantee foil gauge 32 and concrete close contact.Should avoid having the place of crack, hole to paste foil gauge 32 at concrete surface.Should be pointed out that simultaneously as making monitoring more effective, above-mentioned foil gauge 32 can be arranged at and usually can produce the position that strain variation appears more greatly or in strain in the bridge.After pasting, foil gauge 32 gathers and records the strain initial value that the strainometer measured value obtains concrete-bridge by strain value Acquisition Instrument 36.
Step S1012: record strain variation value.
In concrete-bridge surface fluting, the strain variation value that two side strain faces produce in detection and the track.In this step, along the direction cutting rectangle elongated slot 33 vertical with foil gauge 32, and gather the strainometer measured values by strain value Acquisition Instrument 36 on the surface of concrete-bridge, thereby obtain the strain variation value that two side strain faces produce in the rectangle elongated slot 33.The size of rectangle elongated slot 33 is about long 7cm, wide 4cm, dark 5cm.The long limit of rectangle elongated slot 33 is vertical with foil gauge 32.
Step S1013: apply opposite force.
In this step, fixing force application apparatus between two side strain faces, make the application of force direction of force application apparatus relative with should changing direction of strain face, between two side strain faces, apply opposite force by force application apparatus, make the strain variation value between two side strain faces be returned to the strain initial value.
Above step specific implementation is, fixedly force application apparatus and device for measuring force of order between two side strain faces of rectangle elongated slot 33, and can control by 37 pairs of force application apparatus of automatic control equipment, make the application of force direction of force application apparatus relative with should changing direction of strain face.Device for measuring force is fixedly connected with the force side of force application apparatus, for detection of the apply power of force application apparatus to strain face.Force application apparatus applies opposite force between two side strain faces, monitor strain value between two side strain faces by the strainometer measured value, is returned to the strain initial value from the strain variation value.In the present embodiment, force application apparatus can adopt ultrathin hydraulic jack 34, and device for measuring force adopts miniature force cell 35, and the two side strain faces to rectangle elongated slot 33 realized apply opposite force and to the mensuration of opposite force stress value.Ultrathin hydraulic jack 34 and miniature force cell 35 are put into rectangle elongated slot 33, and be fixed between two side strain faces of rectangle elongated slot 33.The vertical strain face that acts on rectangle elongated slot 33 with miniature force cell of the push rod of ultrathin hydraulic jack 34, and the center of the strain face of being positioned at make the push rod of ultrathin hydraulic jack 34 even to the acting force of strain face.Two relative strain faces with 34 pairs of rectangle elongated slots 33 of ultrathin hydraulic jack apply opposite force, make the state before rectangle elongated slot 33 strain faces are replied cutting, monitor the strain value between two side strain faces until strainometer recovers initial value by strainometer.Strainometer records the value of miniature force cell 35 when recovering initial value.
The parameter of ultrathin hydraulic jack 34 sees Table 1.The parameter of miniature force cell 35 sees Table 2.
Table 1
| Lift | Stroke | Minimum constructive height | Maximum height | Active area | Overall dimensions | Deadweight |
| 5000kg | 10mm | 40mm | 50mm | 6.39cm2 | 66×44×40 | 1.0kg |
Table 2
| External diameter | High | Range | Non-linear | Repeatability | Lag behind |
| 13mm | 9mm | 0～50kg | 0.5%FS | 0.05%FS | 0.5%FS |
Step S1014: obtain absolute stress.
In this step, the value of the opposite force that records according to miniature force cell 35 is obtained the initial absolute stress of concrete-bridge.Thereby the value of the opposite force that can record according to miniature force cell 35 directly obtains the absolute stress at measuring point place.
In above-mentioned steps S1013 and step S1014, can between described two side strain faces, apply several times opposite force σ simultaneously
1, σ
2... σ
n, make the described strain variation value between two side strain faces divide a plurality of strain variation value ε
1, ε
2... ε
nProgressively be returned to described strain initial value; According to the described opposite force sum σ=σ that repeatedly applies
1+ σ
2+ ... + σ
nObtain the initial absolute stress σ of described concrete-bridge.
Step S102: obtain elastic modulus.
In this step; Strain variation value ε in obtaining according to described initial absolute stress σ and described initial absolute stress according to elastic modulus E=σ/ε formula, obtains elastic modulus.
For the elastic mould value that makes acquisition more accurately in above-mentioned steps S1013 and step S1014, apply opposite force σ when several times
1, σ
2... σ
n, make the described strain variation value between two side strain faces divide a plurality of strain variation value ε
1, ε
2... ε
nAfter, repeatedly apply opposite force σ in can obtaining according to described initial absolute stress
1, σ
2... σ
n, described a plurality of strain variation value ε
1, ε
2... ε
nAnd repeatedly apply the opposite force frequency n, and following formula 2-3 obtains average elasticity modulus E
Flat, in said process, for so that measure more accurate, wherein, a plurality of strain variation value ε
1, ε
2... ε
nMiddle ε
1≠ ε
2≠ ... ≠ ε
nThereby, further improve average elasticity modulus E
FlatAccuracy, afterwards according to described average elasticity modulus E
FlatDetermine described elastic modulus.
Above-mentioned average elasticity modulus E
FlatConcrete acquisition process as follows: in applying the process of opposite force, a minute n level applies, and establishing current modulus of elasticity of concrete is E, and strain variation was ε when every one-level applied opposite force
n, the release overall strain is ε, its relation is seen formula 1-1; The stress of the release of every one-level is σ
n, the release total stress is σ, its relation is seen formula 1-2; So according to the recovery stress strain stress relation of every one-level, obtain average elasticity modulus E
Flat, see formula 1-3.
ε=ε
1+ ε
2+ ... + ε
nWherein, ε
1≠ ε
2≠ ... ≠ ε
nFormula 1-1
σ=σ
1+ σ
2+ ... + σ
nFormula 1-2
E
Flat=(σ
1/ ε
1+ σ
2/ ε
2+ ... σ n/ ε n)/n formula 1-3
Step S103: obtain a plurality of strain values.
In this step: as shown in Figure 4, a plurality of strain values are obtained in the strain of the described monitoring concrete-bridge of timing acquiring; Attach strain transducer 41(foil gauge on monitoring concrete-bridge surface 31), will draw with the detection line that described strain transducer 41 links to each other, link to each other with strain value Acquisition Instrument 36; The strain value on periodic monitor concrete-bridge surface 31, collect the data of strain-gage pickup and be sent to analytical equipment 42 by Acquisition Instrument, the data of storage can be transferred on the computing machine 43 of Surveillance center and input electrical form or database by the remote data transmission equipment, thereby realize long term monitoring.
By said method, also can monitor concrete-bridge principal strain and principal direction of stress, concrete grammar is: attach a plurality of strainometers, the described a plurality of strainometer strain value σ of timing acquiring according to the strain rosette form on described monitoring concrete-bridge surface
1, σ
2, σ
3Obtain monitoring concrete-bridge principal strain σ according to described a plurality of strainometer strain values
MainAnd principal direction of stress
Specifically can calculate according to the stress state theory principle stress σ at measuring point place
MainWith principal direction
Computing method such as formula 2-1 and 2-2.μ is Poisson ratio among the formula 2-1.
Step S104: obtain a plurality of collection stress values.
In this step: obtain a plurality of collection stress values according to described a plurality of strain values and described elastic modulus; Specifically can determine a plurality of collection stress values according to the product of described a plurality of strain values and described elastic modulus.The elastic modulus E of the survey district xoncrete structure that calculates according to step S 102, multiplying each other with described a plurality of strain △ ε obtains a plurality of STRESS VARIATION value △ σ, such as formula 3-1.
Δ σ=Δ ε * E formula 3-1
Step S105: obtain the stress monitoring value.
In this step: describedly determine a plurality of absolute stress according to a plurality of STRESS VARIATION values and described initial absolute stress sum; Obtain the stress monitoring value according to described a plurality of absolute stress and a plurality of strain value acquisition time.Described a plurality of STRESS VARIATION value △ σ is the absolute stress σ that surveys district's xoncrete structure with initial absolute stress σ addition
xSuc as formula (5).
σ
x=Δ σ+σ formula (5)
After a plurality of stress monitoring values that obtain.Can further filter, classify, gather, add up, calculate the eigenwerts such as value, extreme value, average, variance, and but eigenwert is carried out inverting, structure is carried out simulation analysis and model correction, assess the maximum absolute stress value f that bears of time of day, on the basis of state estimation, the safe early warning module is carried out early warning and warning to the record that surpasses 0.6f and 0.8f, remind administrative authority to take necessity of concrete-bridge is safeguarded, avoid the generation of peril.
It should be noted that the above only for preferred embodiment of the present invention, be not so limit scope of patent protection of the present invention.For the person of ordinary skill of the art, not breaking away under the prerequisite of the invention design, can also make some distortion and improvement, or directly or indirectly apply to other correlative technology fields and all in like manner all be contained in the scope that the present invention contains.
Claims (10)
1. Prestressed Concrete Bridges absolute stress monitoring method is characterized in that, may further comprise the steps:
Obtain the initial absolute stress of concrete-bridge to be monitored;
Strain variation value in obtaining according to described initial absolute stress and described initial absolute stress is obtained elastic modulus;
A plurality of strain values are obtained in the surface strain of the described monitoring concrete-bridge of timing acquiring;
Obtain a plurality of collection stress values according to described a plurality of strain values and described elastic modulus;
Obtain the absolute stress monitor value according to a plurality of collection stress values and described initial absolute stress.
2. monitoring method as claimed in claim 1 is characterized in that, the initial absolute stress step of described monitoring concrete-bridge also comprises:
Obtain the strain initial value on concrete-bridge surface;
In described concrete-bridge surface fluting, the strain variation value that two side strain faces produce in the track;
Between described two side strain faces, apply opposite force, make the described strain variation value between two side strain faces be returned to described strain initial value;
Obtain the initial absolute stress of described concrete-bridge according to described opposite force.
3. monitoring method as claimed in claim 2 is characterized in that, the described strain initial value step that reads concrete-bridge also comprises:
At described monitoring concrete-bridge surface bonded strain gage, obtain the strain initial value of concrete-bridge according to the strainometer measured value.
4. monitoring method as claimed in claim 2 is characterized in that, described at described concrete-bridge surface fluting, the strain variation value step that two side strain faces produce in the track also comprises:
On described concrete-bridge surface, open along described strainometer vertical direction and to get the rectangle elongated slot, determine the strain variation value that two side strain faces produce in the groove according to the strainometer measured value.
5. monitoring method as claimed in claim 2 is characterized in that, describedly applies opposite force between described two side strain faces, makes described strain variation value between two side strain faces be returned to described strain initial value step and also comprises:
Fixedly force application apparatus and device for measuring force of order between described two side strain faces, make the application of force direction of described force application apparatus relative with should changing direction of described strain face, described device for measuring force is fixedly connected with the force side of described force application apparatus, for detection of the apply power of described force application apparatus to described strain face, between described two side strain faces, apply opposite force by described force application apparatus, monitor strain value between two side strain faces by described strainometer measured value, be returned to described strain initial value from described strain variation value.
6. monitoring method as claimed in claim 1 is characterized in that, describedly applies opposite force between described two side strain faces, makes the described strain variation value between two side strain faces be returned to described strain initial value; Obtaining the initial absolute stress step of described concrete-bridge according to described opposite force comprises:
Between described two side strain faces, apply several times opposite force, make the described strain variation value between two side strain faces divide a plurality of strain variation values progressively to be returned to described strain initial value; Obtain the initial absolute stress of described concrete-bridge according to the described opposite force sum that repeatedly applies.
7. monitoring method as claimed in claim 6 is characterized in that, described strain variation value in obtaining according to described initial absolute stress and described initial absolute stress is obtained the elastic modulus step and comprised;
The average elasticity modulus is obtained in repeatedly applying opposite force, described a plurality of strain variation values and repeatedly applying the opposite force number of times in obtaining according to described initial absolute stress;
Determine described elastic modulus according to described average elasticity modulus.
8. monitoring method as claimed in claim 1 is characterized in that, the surface strain of the described monitoring concrete-bridge of described timing acquiring is obtained a plurality of strain value steps and also comprised:
Attach a plurality of strainometers, the described a plurality of strainometer strain values of timing acquiring according to the strain rosette form on described monitoring concrete-bridge surface; Obtain monitoring concrete-bridge principal strain and principal direction of stress according to described a plurality of strainometer strain values.
9. monitoring method as claimed in claim 1 is characterized in that, the described step of obtaining a plurality of collection stress values according to described a plurality of strain values and described elastic modulus also comprises:
Determine a plurality of collection stress values according to the product of described a plurality of strain values and described elastic modulus.
10. monitoring method as claimed in claim 1 is characterized in that, describedly obtains stress monitoring value step according to a plurality of STRESS VARIATION values and described initial absolute stress and also comprises:
Describedly determine a plurality of absolute stress according to a plurality of STRESS VARIATION values and described initial absolute stress sum;
Obtain the stress monitoring value according to described a plurality of absolute stress and a plurality of strain value acquisition time.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104729870A (en) * | 2015-04-02 | 2015-06-24 | 天津市市政工程研究院 | Existing-prestress detection method for concrete bridge structure |
| CN105784967A (en) * | 2016-03-07 | 2016-07-20 | 太原理工大学 | Stress and displacement continuous measuring method for coal mine similar simulation experiments |
| CN106197778A (en) * | 2016-07-15 | 2016-12-07 | 上海数久信息科技有限公司 | A kind of appraisal procedure of the effective prestress of servicing bridges |
| CN109297865A (en) * | 2018-10-09 | 2019-02-01 | 山西省交通科学研究院 | A kind of measuring method of the early age structural stress of Cement Concrete Pavement Slab |
| CN113739963A (en) * | 2021-05-19 | 2021-12-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for testing concrete surface stress |
| CN113959838A (en) * | 2021-09-15 | 2022-01-21 | 深圳市比洋光通信科技股份有限公司 | Stress monitoring method for optical fiber capillary tube |
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| CN101750047A (en) * | 2008-12-11 | 2010-06-23 | 中冶建筑研究总院有限公司 | Monitoring device and method for contraction distortion of concrete structure |
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Cited By (10)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104729870A (en) * | 2015-04-02 | 2015-06-24 | 天津市市政工程研究院 | Existing-prestress detection method for concrete bridge structure |
| CN104729870B (en) * | 2015-04-02 | 2018-01-02 | 天津市市政工程研究院 | A kind of method of the existing prestress detection of concrete bridge structure |
| CN105784967A (en) * | 2016-03-07 | 2016-07-20 | 太原理工大学 | Stress and displacement continuous measuring method for coal mine similar simulation experiments |
| CN106197778A (en) * | 2016-07-15 | 2016-12-07 | 上海数久信息科技有限公司 | A kind of appraisal procedure of the effective prestress of servicing bridges |
| CN106197778B (en) * | 2016-07-15 | 2019-01-15 | 上海数久信息科技有限公司 | A kind of appraisal procedure of the effective prestress of servicing bridges |
| CN109297865A (en) * | 2018-10-09 | 2019-02-01 | 山西省交通科学研究院 | A kind of measuring method of the early age structural stress of Cement Concrete Pavement Slab |
| CN109297865B (en) * | 2018-10-09 | 2021-03-23 | 山西省交通科学研究院 | Method for measuring early-age structural stress of cement concrete pavement slab |
| CN113739963A (en) * | 2021-05-19 | 2021-12-03 | 中国电建集团贵阳勘测设计研究院有限公司 | Method for testing concrete surface stress |
| CN113959838A (en) * | 2021-09-15 | 2022-01-21 | 深圳市比洋光通信科技股份有限公司 | Stress monitoring method for optical fiber capillary tube |
| CN113959838B (en) * | 2021-09-15 | 2024-03-29 | 深圳市比洋光通信科技股份有限公司 | Method for monitoring stress of optical fiber capillary tube |
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