CN102937492B - 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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- CN102937492B CN102937492B CN201210417863.XA CN201210417863A CN102937492B CN 102937492 B CN102937492 B CN 102937492B CN 201210417863 A CN201210417863 A CN 201210417863A CN 102937492 B CN102937492 B CN 102937492B
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- 238000012544 monitoring process Methods 0.000 title claims abstract description 47
- 238000000034 method Methods 0.000 title claims abstract description 37
- 239000004567 concrete Substances 0.000 title abstract description 17
- 239000011513 prestressed concrete Substances 0.000 claims description 11
- 238000001514 detection method Methods 0.000 claims description 6
- 239000011888 foil Substances 0.000 description 8
- 238000010586 diagram Methods 0.000 description 4
- 238000005259 measurement Methods 0.000 description 3
- XEEYBQQBJWHFJM-UHFFFAOYSA-N Iron Chemical compound [Fe] XEEYBQQBJWHFJM-UHFFFAOYSA-N 0.000 description 2
- 230000008602 contraction Effects 0.000 description 2
- 239000000428 dust Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 230000000737 periodic effect Effects 0.000 description 2
- 238000012360 testing method Methods 0.000 description 2
- 238000012935 Averaging Methods 0.000 description 1
- LFQSCWFLJHTTHZ-UHFFFAOYSA-N Ethanol Chemical compound CCO LFQSCWFLJHTTHZ-UHFFFAOYSA-N 0.000 description 1
- 238000004458 analytical method Methods 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000010276 construction Methods 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000009440 infrastructure construction Methods 0.000 description 1
- 229910052742 iron Inorganic materials 0.000 description 1
- 230000007774 longterm Effects 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 238000011084 recovery Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
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- Bridges Or Land Bridges (AREA)
- Investigating Strength Of Materials By Application Of Mechanical Stress (AREA)
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 bearing for a long time the load impacts such as vehicle, deadweight; tend to pontic itself to bring impact, in order to find in time in use existing potential safety hazard of bridge, conventionally 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 current residing stress level of structure, stress, it is one of the important indicator (absolute stress: also referred to as working stress or permanent stress of judgement 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 in strain monitoring, the monitoring to absolute stress is extremely important.But in the prior art the monitoring of absolute stress is normally passed through to stress free method (by local damage on concrete component, STRESS VARIATION before and after test is damaged, be multiplied by again the working stress that elastic modulus obtains structure, according to the difference of damaged method, mainly contain annular distance method and boring method), and in this process, because the modulus of elasticity of concrete of practical structures is difficult to estimate, affect the calculating of stress value; During cutting, concrete temperature raises, and strain measurement value can be subject to the impact of temperature, makes the monitoring accuracy of concrete absolute stress unsatisfactory.For these reasons, in prior art, for the concrete-bridge of having runed, the mensuration of absolute stress does not also obtain effective solution.
Therefore, the problems of the prior art are: because in prior art being pastes bridge surface by strainometer, by strain measurement value be multiplied by elastic modulus try to achieve STRESS VARIATION that structure occurs after pasting strainometer 1. classic method can only monitor the stress that strainometer mounted configuration occurs, be relative stress, but cannot monitor the stress that structure has produced before strainometer is installed.2. elastic modulus is the theoretical value of finding from standard, but xoncrete structure discreteness is larger, and can change in time, and the stress value precision therefore obtaining is lower.
Summary of the invention
For defect of the prior art, the invention solves, in the monitoring of bridge concrete absolute stress, there is the problem of larger error, the invention provides Prestressed Concrete Bridges absolute stress monitoring method, comprise the following 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;
Described in timing acquiring, monitor concrete-bridge surface strain, obtain a plurality of strain values;
According to described a plurality of strain values and described elastic modulus, obtain a plurality of collection stress values;
According to a plurality of collection stress values and described initial absolute stress, obtain stress monitoring value.
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 means of testing.For the elastic modulus that calculated stress monitor value is used, be multiple averaging value, compared with more accurate to the default of concrete-bridge elastic modulus in prior art.Therefore the method has not only improved the measuring accuracy of absolute stress, and can by the strain variation on periodic monitoring surface, realize the monitoring to absolute stress, and observation process is simple to operate, and Monitoring Data has more credibility.
Accompanying drawing explanation
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 schematic diagram.
Fig. 4 is the initial absolute stress monitoring system of Prestressed Concrete Bridges of the present invention schematic 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; Comprise the following 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 by following steps, realize:
Step S1011: obtain strain initial value.
Obtain the strain initial value of concrete-bridge.As shown in Figure 3, to needing the concrete-bridge surface 31 of bonded strain gage to carry out grinding process, then with anhydrous alcohol, remove the dust of concrete surface.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.It should be pointed out that as making monitoring more effective, above-mentioned foil gauge 32 can be arranged at conventionally can to produce strain in bridge simultaneously and occur more greatly or the position of strain variation.After pasting, foil gauge 32 gathers and records by strain value Acquisition Instrument 36 the strain initial value that strainometer measured value obtains concrete-bridge.
Step S1012: record strain variation value.
In concrete-bridge surface fluting, the strain variation value that in detection track, two side strain faces produce.In this step, on the surface of concrete-bridge, along the direction vertical with foil gauge 32, cut rectangle elongated slot 33, and gather strainometer measured values by strain value Acquisition Instrument 36, thereby obtain the strain variation value that in rectangle elongated slot 33, two side strain faces produce.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, by force application apparatus, between two side strain faces, apply opposite force, make the strain variation value between two side strain faces be returned to 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, the power that applies for detection of force application apparatus to strain face.Force application apparatus applies opposite force between two side strain faces, by strainometer measured value, monitors the strain value between two side strain faces, from strain variation value, is returned to strain initial value.In the present embodiment, force application apparatus can adopt ultrathin hydraulic jack 34, and device for measuring force adopts miniature force cell 35, realizes two side strain faces of rectangle elongated slot 33 are applied to opposite force and the mensuration to 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 push rod of the ultrathin hydraulic jack 34 strain face that act on rectangle elongated slot 33 vertical with miniature force cell, 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.With two relative strain faces of 34 pairs of rectangle elongated slots 33 of ultrathin hydraulic jack, apply opposite force, make rectangle elongated slot 33 strain faces reply the state before cutting, by strainometer, monitor the strain value between two side strain faces until strainometer recovers initial value.Strainometer records the value of miniature force cell 35 while recovering initial value.
The parameter of ultrathin hydraulic jack 34 is in Table 1.The parameter of miniature force cell 35 is in 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 recording 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 to obtain is more accurately in above-mentioned steps S1013 and step S1014, when several times, apply opposite force σ
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, in can obtaining according to described initial absolute stress, repeatedly apply opposite force σ
1, σ
2... σ
n, described a plurality of strain variation value ε
1, ε
2... ε
nand repeatedly apply opposite force frequency n, and following formula 2-3 obtains average elasticity modulus E
flat, in said process, for making measurement 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 when every one-level applies opposite force, strain variation is ε
n, release overall strain is ε, its relation is shown in formula 1-1; The stress of the release of every one-level is σ
n, release total stress is σ, its relation is shown in 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, monitor concrete-bridge strain described in timing acquiring, obtain a plurality of strain values; On monitoring concrete-bridge surface 31, attach strain transducer 41(foil gauge), the detection line being connected with described strain transducer 41 is drawn, be connected with strain value Acquisition Instrument 36; The strain value on periodic monitor concrete-bridge surface 31, by Acquisition Instrument, collect the data of strain-gage pickup and be sent to analytical equipment 42, the data of storage can be transferred on the computing machine 43 of Surveillance center and be inputted electrical form or database by 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: according to strain rosette form, on described monitoring concrete-bridge surface, attach a plurality of strainometers, a plurality of strainometer strain value σ described in timing acquiring
1, σ
2, σ
3; According to described a plurality of strainometer strain values, obtain monitoring concrete-bridge principal strain σ
mainand principal direction of stress
specifically can calculate according to stress state theory the principle stress σ at measuring point place
mainwith principal direction
computing method are as formula 2-1 and 2-2.In formula 2-1, μ is Poisson ratio.
formula 2-1
formula 2-2
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 that calculates Ce district xoncrete structure according to step S 102, multiplies each other and obtains a plurality of STRESS VARIATION value △ σ with described a plurality of strain △ ε, as formula 3-1.
Δ σ=Δ ε * E formula 3-1
Step S105: obtain 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; According to described a plurality of absolute stress and a plurality of strain value acquisition time, obtain stress monitoring value.Described a plurality of STRESS VARIATION value △ σ is added and is the absolute stress σ that surveys district's xoncrete structure with initial absolute stress σ
x.Suc 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 can eigenwert carry out inverting, structure is carried out to simulation analysis and model correction, assess the maximum absolute stress value f that bears of time of day, on the basis of state estimation, safe early warning module is carried out early warning and warning to surpassing the record of 0.6f and 0.8f, remind administrative authority to take necessity of concrete-bridge to safeguard, avoid the generation of peril.
It should be noted that and the foregoing is only preferred embodiment of the present invention, not thereby limit scope of patent protection of the present invention.For the person of ordinary skill of the art, without departing from the concept of the premise of the invention, can also make some distortion and improvement, or directly or indirectly apply to other correlative technology fields and be all in like manner all contained in the scope that the present invention contains.
Claims (9)
1. Prestressed Concrete Bridges absolute stress monitoring method, is characterized in that, comprises the following 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;
Described in timing acquiring, monitor concrete-bridge surface strain, obtain a plurality of strain values;
According to described a plurality of strain values and described elastic modulus, obtain a plurality of collection stress values;
According to a plurality of collection stress values and described initial absolute stress, obtain absolute stress monitor value;
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 in track, two side strain faces produce;
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;
According to described opposite force, obtain the initial absolute stress of described concrete-bridge.
2. monitoring method as claimed in claim 1, is characterized in that, described in obtain concrete-bridge surface strain initial value step also comprise:
At described monitoring concrete-bridge surface bonded strain gage, according to strainometer measured value, obtain the strain initial value on concrete-bridge surface.
3. monitoring method as claimed in claim 1, is characterized in that, described at described concrete-bridge surface fluting, the strain variation value step that in track, two side strain faces produce also comprises:
On described concrete-bridge surface, along described strainometer vertical direction, open and get rectangle elongated slot, according to strainometer measured value, determine the strain variation value that in groove, two side strain faces produce.
4. monitoring method as claimed in claim 1, is characterized in that, describedly between described two side strain faces, applies opposite force, 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, the power that applies for detection of described force application apparatus to described strain face, by described force application apparatus, between described two side strain faces, apply opposite force, by described strainometer measured value, monitor the strain value between two side strain faces, from described strain variation value, be returned to described strain initial value.
5. monitoring method as claimed in claim 1, is characterized in that, describedly between described two side strain faces, applies opposite force, makes the described strain variation value between two side strain faces be returned to described strain initial value; According to described opposite force, obtaining the initial absolute stress step of described concrete-bridge 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 to be progressively returned to described strain initial value; According to the described opposite force sum that repeatedly applies, obtain the initial absolute stress of described concrete-bridge.
6. monitoring method as claimed in claim 5, is characterized in that, described strain variation value in obtaining according to described initial absolute stress and described initial absolute stress is obtained elastic modulus step and comprised;
Average elasticity modulus is obtained in repeatedly applying opposite force, described a plurality of strain variation values and repeatedly applying opposite force number of times in obtaining according to described initial absolute stress;
According to described average elasticity modulus, determine described elastic modulus.
7. monitoring method as claimed in claim 1, is characterized in that, monitors concrete-bridge surface strain described in described timing acquiring, obtains a plurality of strain value steps and also comprises:
According to strain rosette form, on described monitoring concrete-bridge surface, attach a plurality of strainometers, a plurality of strainometer strain values described in timing acquiring; According to described a plurality of strainometer strain values, obtain monitoring concrete-bridge principal strain and principal direction of stress.
8. 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:
According to the product of described a plurality of strain values and described elastic modulus, determine a plurality of collection stress values.
9. monitoring method as claimed in claim 1, is characterized in that, describedly according to a plurality of STRESS VARIATION values and described initial absolute stress, obtains stress monitoring value step and also comprises:
Describedly according to a plurality of STRESS VARIATION values and described initial absolute stress sum, determine a plurality of absolute stress;
According to described a plurality of absolute stress and a plurality of strain value acquisition time, obtain stress monitoring value.
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| 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 |
| CN105784967B (en) * | 2016-03-07 | 2017-07-21 | 太原理工大学 | A kind of Stress displacement method for continuous measuring for colliery similarity simulation experiment |
| 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 |
| 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 |
| 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 |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1063358A (en) * | 1991-01-18 | 1992-08-05 | 交通部重庆公路科学研究所 | Concrete absolute stress and elastic modulus detection method |
| CN1154474A (en) * | 1996-04-26 | 1997-07-16 | 柳州铁路局工程处第一建筑工程段 | Modulus of elasticity method for investigating quality of concrete members |
| 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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|---|---|---|---|---|
| KR100491295B1 (en) * | 2004-11-09 | 2005-05-24 | (주)프론틱스 | Evaluating method of the fracture toughness using the continuous indentation method |
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Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1063358A (en) * | 1991-01-18 | 1992-08-05 | 交通部重庆公路科学研究所 | Concrete absolute stress and elastic modulus detection method |
| CN1154474A (en) * | 1996-04-26 | 1997-07-16 | 柳州铁路局工程处第一建筑工程段 | Modulus of elasticity method for investigating quality of concrete members |
| 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 |
Non-Patent Citations (1)
| Title |
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| JP特许第3000957号 2000.01.17 * |
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