CN113567016B - Bridge effective prestress monitoring method based on distributed optical fiber technology - Google Patents
Bridge effective prestress monitoring method based on distributed optical fiber technology Download PDFInfo
- Publication number
- CN113567016B CN113567016B CN202110887512.4A CN202110887512A CN113567016B CN 113567016 B CN113567016 B CN 113567016B CN 202110887512 A CN202110887512 A CN 202110887512A CN 113567016 B CN113567016 B CN 113567016B
- Authority
- CN
- China
- Prior art keywords
- bridge
- optical fiber
- distributed
- time
- strain
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 239000013307 optical fiber Substances 0.000 title claims abstract description 75
- 238000012544 monitoring process Methods 0.000 title claims abstract description 45
- 238000000034 method Methods 0.000 title claims abstract description 42
- 238000005516 engineering process Methods 0.000 title claims abstract description 21
- 230000009471 action Effects 0.000 claims abstract description 32
- 239000004567 concrete Substances 0.000 claims description 9
- 238000004364 calculation method Methods 0.000 claims description 8
- 238000005452 bending Methods 0.000 claims description 6
- 230000000694 effects Effects 0.000 claims description 6
- 230000007613 environmental effect Effects 0.000 claims description 2
- 102100037651 AP-2 complex subunit sigma Human genes 0.000 claims 1
- 101000806914 Homo sapiens AP-2 complex subunit sigma Proteins 0.000 claims 1
- 230000007774 longterm Effects 0.000 abstract description 5
- 238000005259 measurement Methods 0.000 description 4
- 230000008569 process Effects 0.000 description 4
- 229910000831 Steel Inorganic materials 0.000 description 3
- 230000035772 mutation Effects 0.000 description 3
- 239000011513 prestressed concrete Substances 0.000 description 3
- 239000010959 steel Substances 0.000 description 3
- 206010063385 Intellectualisation Diseases 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 239000000835 fiber Substances 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 238000011156 evaluation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000007 visual effect Effects 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01L—MEASURING FORCE, STRESS, TORQUE, WORK, MECHANICAL POWER, MECHANICAL EFFICIENCY, OR FLUID PRESSURE
- G01L1/00—Measuring force or stress, in general
- G01L1/24—Measuring force or stress, in general by measuring variations of optical properties of material when it is stressed, e.g. by photoelastic stress analysis using infrared, visible light, ultraviolet
- G01L1/242—Measuring force or stress, in general by measuring variations of optical properties of material when it is stressed, e.g. by photoelastic stress analysis using infrared, visible light, ultraviolet the material being an optical fibre
Landscapes
- Physics & Mathematics (AREA)
- General Physics & Mathematics (AREA)
- Length Measuring Devices By Optical Means (AREA)
Abstract
The invention relates to a bridge effective prestress monitoring method based on a distributed optical fiber technology, which comprises the following steps of: arranging distributed strain optical fibers at the bottom of a bridge to be monitored along the longitudinal direction; enabling a vehicle to drive through the bridge to be monitored, and calculating stress sigma of a measuring point of the bridge to be monitored under the combined action of active load and constant load at the initial stage of monitoring 1 The method comprises the steps of carrying out a first treatment on the surface of the Meanwhile, according to the initial strain time-course curve of the measuring point obtained by the distributed strain optical fiber acquisition, calculating the initial peak stress sigma of the measuring point; enabling the vehicle to drive through the bridge to be monitored at intervals of preset time, acquiring a real-time strain time course curve of the measuring point according to the distributed strain optical fiber, and calculating a real-time peak stress sigma' of the measuring point; according to the stress sigma under the combined action of the live load and the constant load 1 And calculating the initial peak stress sigma and the real-time peak stress sigma' to obtain the prestress loss delta sigma of the measuring point. The method solves the problems of insufficient intelligence, low precision, poor long-term stability and difficult comprehensive monitoring in the related technology.
Description
Technical Field
The invention relates to a prestressed concrete bridge Liang Lingyu, in particular to a bridge effective prestress monitoring method based on a distributed optical fiber technology.
Background
Compared with the common concrete beam type bridge, the prestressed concrete beam type bridge has the advantages of greatly improved span, bearing capacity and durability and very obvious manufacturing cost compared with a steel bridge, so that the prestressed concrete beam type bridge exists in a large number in China. The prestress concrete bridge has the reactions such as shrinkage creep and the like, so that prestress loss is caused, the structure generates diseases such as downwarping, cracks and the like, the structural performance is further degraded, the prestress loss condition of the prestress concrete beam bridge is mastered, and the prestress concrete bridge has important significance in bridge performance evaluation and bridge safety operation guarantee.
In the related art, the prestress detection mode for the operation bridge mainly comprises the steps of sticking a strain gauge on a steel strand for measurement; arranging a pressure sensor at the end part of the steel strand for measurement; the method for measuring the limited strain sensors arranged on the beam has the problems of insufficient intelligence, low precision, poor long-term stability, difficult comprehensive monitoring and the like.
Disclosure of Invention
The embodiment of the invention provides an effective bridge prestress monitoring method based on a distributed optical fiber technology, which aims to solve the problems of insufficient intellectualization, low precision, poor long-term stability, difficult comprehensive monitoring and the like of the existing related detection method.
In a first aspect, a method for monitoring effective prestress of a bridge based on distributed optical fiber technology is provided, which includes the following steps: arranging distributed strain optical fibers at the bottom of a bridge to be monitored along the longitudinal direction; enabling a vehicle to drive through the bridge to be monitored, and calculating stress sigma of a measuring point of the bridge to be monitored under the combined action of active load and constant load at the initial stage of monitoring 1 The method comprises the steps of carrying out a first treatment on the surface of the Meanwhile, according to the initial strain time-course curve of the measuring point obtained by the distributed strain optical fiber acquisition, calculating the initial peak stress sigma of the measuring point; enabling the vehicle to drive through the bridge to be monitored at intervals of preset time, acquiring a real-time strain time course curve of the measuring point according to the distributed strain optical fiber, and calculating a real-time peak stress sigma' of the measuring point; according to the stress sigma under the combined action of the live load and the constant load 1 And calculating the initial peak stress sigma and the real-time peak stress sigma' to obtain the prestress loss delta sigma of the measuring point.
In some embodiments, the stress sigma under the combined action of the live load and the constant load 1 Calculating the initial peak stress sigma and the real-time peak stress sigma' to obtain the prestress loss delta sigma of the measuring point comprises the following steps:
calculating initial stress sigma generated by initial pre-stress acting on beam bottom in monitoring period 2 And the real-time stress sigma generated by the prestress acting on the beam bottom at preset time intervals 2 ' the prestress loss Δσ is calculated according to the following equation:
Δσ＝σ 2 -σ 2 '
in some embodiments, the initial stress σ 2 And real-time stress sigma 2 The' calculation method is as follows:
σ 2 ＝σ-σ 1
σ 2 '＝σ'-σ 1
wherein, sigma is the initial peak stress, sigma' is the real-time peak stress, sigma 1 Is stress under the combined action of live load and constant load.
In some embodiments, the stress sigma under the combined action of the active load and the constant load 1 After the prestress loss delta sigma of the measuring point is calculated by the initial peak stress sigma and the real-time peak stress sigmaFurther comprising:
and calculating the residual rate mu of the prestress effect of the measuring point according to the prestress loss delta sigma.
In some embodiments, the method for calculating the residual rate μ of the prestressing effect is as follows:
in some embodiments, the calculating the initial peak stress σ of the measurement point according to the initial strain time curve of the measurement point acquired by the distributed strain optical fiber includes:
extracting initial peak strain epsilon according to the initial strain time curve, and calculating initial peak stress sigma according to the following formula:
σ＝εE
wherein E is the elastic modulus of the concrete.
In some embodiments, the calculating the real-time peak stress σ' of the measuring point according to the real-time strain time course curve of the measuring point acquired by the distributed strain optical fiber includes:
extracting a real-time peak strain epsilon 'according to the real-time strain time course curve, and calculating the real-time peak stress sigma' according to the following formula:
σ'＝ε'E
wherein E is the elastic modulus of the concrete.
In some embodiments, the stress sigma under the combined action of the live load and the constant load 1 The calculation method of (1) is as follows:
wherein M is 1 M is the bending moment caused by the constant load of the bridge to be monitored 2 For the bending moment caused by the live load of the vehicle, y 1 Y is the distance between the bottom of the bridge to be monitored and the inertia axis of the vehicle 2 And I is the section moment of inertia of the bridge to be monitored.
In some embodiments, the disposing the distributed strain fiber at the bottom of the bridge to be monitored along the longitudinal direction further comprises:
and arranging distributed temperature optical fibers at the bottom of the bridge to be monitored along the longitudinal direction, connecting the distributed temperature optical fibers and the tail parts of the distributed strain optical fibers in series, and respectively connecting the end parts of the distributed temperature optical fibers and the distributed strain optical fibers into an optical fiber demodulator.
In some embodiments, the vehicle is driven through the bridge to be monitored at the initial stage of the monitoring and at every preset time when the distributed temperature optical fiber measures that the ambient temperature of the bridge to be monitored is T.
The technical scheme provided by the invention has the beneficial effects that:
the embodiment of the invention provides a bridge effective prestress monitoring method based on a distributed optical fiber technology, which is characterized in that distributed strain optical fibers are longitudinally arranged at the bottom of a bridge to be monitored, prestress calculated by data acquired at the initial stage of monitoring is taken as an initial value, and the stress loss generated by the prestress acting on the bottom of the bridge can be calculated by the proportional relation between the prestress calculated by the data acquired at the preset time interval and the prestress calculated by the data acquired at the initial stage of monitoring, so that the intelligent degree and the precision are high, the long-term stability is good, and the comprehensive monitoring can be realized.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for the description of the embodiments will be briefly described below, and it is apparent that the drawings in the following description are only some embodiments of the present invention, and other drawings may be obtained according to these drawings without inventive effort for a person skilled in the art.
Fig. 1 is a schematic structural diagram of a distributed strain optical fiber and a distributed temperature optical fiber of a bridge effective prestress monitoring method based on a distributed optical fiber technology according to an embodiment of the present invention.
Reference numerals in the drawings:
1. bridge to be monitored; 2. an optical fiber demodulator; 3. a distributed strain fiber; 4. a distributed temperature optical fiber.
Detailed Description
For the purpose of making the objects, technical solutions and advantages of the embodiments of the present invention more apparent, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings in the embodiments of the present invention, and it is apparent that the described embodiments are some embodiments of the present invention, but not all embodiments of the present invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The embodiment of the invention provides an effective bridge prestress monitoring method based on a distributed optical fiber technology, which can solve the problems of insufficient intellectualization, low precision, poor long-term stability, difficult comprehensive monitoring and the like existing in the prior related technology.
Referring to fig. 1, a method for monitoring effective prestress of a bridge based on a distributed optical fiber technology according to an embodiment of the present invention may include the following steps:
step 1: the distributed strain optical fibers 3 are longitudinally arranged at the bottom of the bridge 1 to be monitored, and in the embodiment, the distributed strain optical fibers 3 are used for collecting strain data of the bottom of the bridge 1 to be monitored, so that the bridge has the advantages of electromagnetic interference resistance, strong durability, cheapness and the like;
step 2: enabling a vehicle to drive through the bridge 1 to be monitored, and calculating stress sigma of the measuring point of the bridge 1 to be monitored under the combined action of active load and constant load at the initial stage of monitoring 1 In this embodiment, in the case of road closure at the initial stage of monitoring, a vehicle with a known axle weight is required to slowly drive over the bridge 1 to be monitored at a constant speed, so as to calculate the stress sigma under the combined action of live load and constant load according to the parameters of the vehicle and the bridge 1 The method comprises the steps of carrying out a first treatment on the surface of the Meanwhile, an initial strain time course curve of the measuring point is acquired according to the distributed strain optical fiber 3, and an initial peak stress sigma of the measuring point is calculated, wherein in the embodiment, the strain time course curve is a curve drawn by measured strain values of the measuring point, which change along with time in the whole process of passing a bridge of a vehicle;
step 3: the vehicle is driven through the bridge 1 to be monitored at intervals of preset time, a real-time strain time course curve of the measuring point is acquired according to the distributed strain optical fiber 3, and the real-time peak stress sigma' of the measuring point is calculated;
step 4: according to the stress sigma under the combined action of the live load and the constant load 1 In this embodiment, the initial peak stress σ is taken as an initial value, the real-time peak stress σ' is compared with the initial peak stress σ, and the prestress loss Δσ of the measuring point in this period can be obtained through calculation.
In some embodiments, the stress sigma under the combined action of the live load and the constant load 1 The calculating of the prestress loss Δσ of the measuring point by the initial peak stress σ and the real-time peak stress σ' may include: calculating stress sigma generated by pre-stressing on beam bottom in early monitoring stage 2 And stress sigma generated by prestressing the beam bottom at preset time intervals 2' The prestress loss Δσ is calculated according to the following equation:
Δσ＝σ 2 -σ 2 '
in this embodiment, due to the existence of the prestress loss, the prestress acts on the beam bottom to generate the stress sigma every preset time 2 ' phase contrast monitoring stress sigma generated by initial prestressing acting on beam bottom 2 The latter is subtracted from the former, which is the prestress loss Δσ generated by the prestress acting on the beam bottom.
In some embodiments, the initial stress σ 2 And real-time stress sigma 2 The' calculation method is as follows:
σ 2 ＝σ-σ 1
σ 2 '＝σ'-σ 1
wherein, sigma is the initial peak stress, sigma' is the real-time peak stress,σ 1 stress under the combined action of live load and constant load; in this embodiment, the data σ and σ 'collected by the distributed strain optical fiber 3 are stresses generated by the combined action of the live load of the vehicle, the constant load of the bridge and the prestress on the bottom of the bridge 1 to be monitored, so that the prestress only needs to subtract the stress σ under the combined action of the live load and the constant load of the vehicle by using the initial peak stress σ and the real-time peak stress σ' 1 And obtaining the product.
Further, the stress sigma under the combined action of the live load and the constant load 1 Calculating the initial peak stress sigma and the real-time peak stress sigma' to obtain the prestress loss delta sigma of the measuring point comprises the following steps: calculating the residual rate mu of the prestress effect of the measuring point; the method for calculating the residual rate mu of the prestress effect can be as follows:
in this embodiment, the residual rate μ of the prestressing effect is used to represent the stress σ generated by the prestressing force acting on the beam bottom after every preset time 2 ' occupy the stress sigma generated by the pre-stress acting on the beam bottom in the early stage of monitoring 2 The ratio of the pre-stress to the pre-stress residual rate of the pre-stress on the beam bottom is the pre-stress residual rate of the pre-stress on the beam bottom, the distribution condition of the longitudinal pre-stress residual of the beam bottom is obtained, and the pre-stress loss is more visual and comprehensive by combining with the pre-stress loss delta sigma to check the pre-stress loss condition.
In some embodiments, the calculating the initial peak stress σ of the measuring point according to the initial strain time course curve of the measuring point acquired by the distributed strain optical fiber 3 may include: extracting initial peak strain epsilon from the initial strain time curve, and calculating initial peak stress sigma according to the following formula:
σ＝εE
in this embodiment, the data collected by the distributed strain optical fiber 3 is the strain of the measuring point, and the stress can be calculated according to the strain gauge, and the peak value of the initial strain time curve is taken as the initial strain of the measuring point in the initial monitoring period.
In some embodiments, the calculating the real-time peak stress σ' of the measuring point according to the real-time strain time course curve of the measuring point acquired by the distributed strain optical fiber 3 may include: extracting a real-time peak strain epsilon 'through the real-time strain time course curve, and calculating the real-time peak stress sigma' according to the following formula:
σ'＝ε'E
in this embodiment, after every preset time, the peak value of the real-time strain time course curve is taken as the real-time strain of the measuring point, and the pre-stress loss can be calculated by combining the initial strain.
In some embodiments, the stress sigma under the combined action of the live load and the constant load 1 The calculation method of (1) can be as follows:
wherein M is 1 For the bending moment caused by the constant load of the bridge 1 to be monitored, M 2 For bending moment caused by live load of the vehicle, y 1 For the distance, y, between the beam bottom of the bridge 1 to be monitored and the inertia axis of the vehicle 2 For the live load moment of the vehicle, I is the section moment of inertia of the bridge 1 to be monitored, in this embodiment, M 1 、M 2 、y 1 And y 2 Can be obtained by calculating parameters of the vehicle and the bridge, and calculating the stress sigma under the combined action of live load and constant load 1 Stress sigma under combined action of live load and constant load is removed from stress measured by the distributed strain optical fiber 3 1 What remains is the stress created by the prestressing of the beam bottom.
Referring to fig. 1, in some embodiments, the disposing the distributed strain optical fiber 3 at the bottom of the bridge 1 to be monitored along the longitudinal direction may further include: the distributed temperature optical fibers 4 are longitudinally arranged at the bottom of the bridge 1 to be monitored, the tail parts of the distributed temperature optical fibers 4 and the distributed strain optical fibers 3 are connected in series, and the end parts of the distributed temperature optical fibers 4 and the distributed strain optical fibers 3 are connected into the optical fiber demodulator 2 through jumper wires respectively;
preferably, in the initial monitoring period and at preset time intervals, when the distributed temperature optical fiber 4 measures that the environmental temperature of the bridge to be monitored is T, the vehicle is driven through the bridge to be monitored, in this embodiment, the temperature is controlled to be T, so that the strain measured by the distributed strain optical fiber 3 is prevented from being disturbed by the temperature.
The bridge effective prestress monitoring method based on the distributed optical fiber technology provided by the embodiment of the invention comprises the following steps:
continuously collecting distributed strain optical fiber data, and calculating to obtain a longitudinal distribution value sigma of the beam bottom strain along the optical fiber; the strain value sigma of the beam bottom concrete is sigma 1 Sum sigma 2 Sum of sigma 1 For stresses, sigma, generated at the beam bottom by live and constant loads 2 Stress generated at the bottom of the beam for prestressing; uniformly selecting a plurality of points (1-n) on the optical fiber monitoring position at the bottom of the bridge, subtracting the stress generated by the action of live load and constant load on the bottom of the bridge from the peak stress of each point at the initial monitoring stage, obtaining the stress value of each point under the action of prestressing force at the moment, finding out the proportional relation of the stress of each point under the action of prestressing force relative to the stress of each point under the action of prestressing force at the initial monitoring stage after every preset time, and calculating the residual distribution condition of the longitudinal prestressing force of the bottom of the bridge; the method has the advantages of simple operation, convenient implementation, low use cost and high cost performance, can directly measure and read data, obtains a result by simple mathematical operation, and reduces error calculation errors caused by multiple simplified operations (such as integral operation); meanwhile, the invention can also monitor the occurrence condition of the crack at the bottom of the bridge, when the longitudinal distribution value of the strain at the bottom of the bridge along the optical fiber is obtained by continuous monitoring, if the longitudinal distribution strain has a mutation value, the position of the mutation value is indicated to generate a transverse crack, so that whether the transverse crack exists at the bottom of the bridge or not and the occurrence position of the transverse crack can be judged; if in continuous long-time monitoring processThe strain value of a certain crack position is always larger than the value at the time of mutation, so that the crack can not be closed.
In the description of the present invention, it should be noted that the azimuth or positional relationship indicated by the terms "upper", "lower", etc. are based on the azimuth or positional relationship shown in the drawings, and are merely for convenience of describing the present invention and simplifying the description, and are not indicative or implying that the apparatus or element in question must have a specific azimuth, be constructed and operated in a specific azimuth, and thus should not be construed as limiting the present invention. Unless specifically stated or limited otherwise, the terms "mounted," "connected," and "coupled" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention can be understood by those of ordinary skill in the art according to the specific circumstances.
It should be noted that in the present invention, relational terms such as "first" and "second" and the like are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Moreover, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one … …" does not exclude the presence of other like elements in a process, method, article, or apparatus that comprises the element.
The foregoing is only a specific embodiment of the invention to enable those skilled in the art to understand or practice the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the invention. Thus, the present invention is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims (8)
1. The bridge effective prestress monitoring method based on the distributed optical fiber technology is characterized by comprising the following steps of:
arranging distributed strain optical fibers at the bottom of a bridge to be monitored along the longitudinal direction;
enabling a vehicle to drive through the bridge to be monitored, and calculating stress sigma of a measuring point of the bridge to be monitored under the combined action of active load and constant load at the initial stage of monitoring 1 The method comprises the steps of carrying out a first treatment on the surface of the Meanwhile, according to the initial strain time-course curve of the measuring point obtained by the distributed strain optical fiber acquisition, calculating the initial peak stress sigma of the measuring point;
enabling the vehicle to drive through the bridge to be monitored at intervals of preset time, acquiring a real-time strain time course curve of the measuring point according to the distributed strain optical fiber, and calculating a real-time peak stress sigma' of the measuring point;
according to the stress sigma under the combined action of the live load and the constant load 1 Calculating initial peak stress sigma and real-time peak stress sigma' to obtain prestress loss delta sigma of the measuring point;
calculating initial stress sigma 2 generated by the action of initial prestressing on the beam bottom in the monitoring period;
calculating the residual rate mu of the prestress effect of the measuring point:
2. the method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
the stress sigma under the combined action of the live load and the constant load 1 Initial peak stress sigma and real timeThe peak stress sigma' is calculated to obtain the prestress loss delta sigma of the measuring point, which comprises the following steps:
calculating real-time stress sigma generated by prestressing the beam bottom at preset time intervals 2 ' the prestress loss Δσ is calculated according to the following equation:
Δσ＝σ 2 -σ 2 '。
3. the method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 2, wherein the method comprises the following steps:
the initial stress sigma 2 And real-time stress sigma 2 The' calculation method is as follows:
σ 2 ＝σ-σ 1
σ 2 '＝σ'-σ 1
wherein, sigma is the initial peak stress, sigma' is the real-time peak stress, sigma 1 Is stress under the combined action of live load and constant load.
4. The method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
the calculating the initial peak stress sigma of the measuring point according to the initial strain time course curve of the measuring point acquired by the distributed strain optical fiber comprises the following steps:
extracting initial peak strain epsilon according to the initial strain time curve, and calculating initial peak stress sigma according to the following formula:
σ＝εE
wherein E is the elastic modulus of the concrete.
5. The method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
the step of calculating the real-time peak stress sigma' of the measuring point according to the real-time strain time course curve of the measuring point acquired by the distributed strain optical fiber comprises the following steps:
extracting a real-time peak strain epsilon 'according to the real-time strain time course curve, and calculating the real-time peak stress sigma' according to the following formula:
σ'＝ε'E
wherein E is the elastic modulus of the concrete.
6. The method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
stress sigma under combined action of live load and constant load 1 The calculation method of (1) is as follows:
wherein M is 1 M is the bending moment caused by the constant load of the bridge to be monitored 2 For the bending moment caused by the live load of the vehicle, y 1 Y is the distance between the bottom of the bridge to be monitored and the inertia axis of the vehicle 2 And I is the section moment of inertia of the bridge to be monitored.
7. The method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
the distributed strain optical fiber is arranged at the bottom of the bridge to be monitored along the longitudinal direction, and the distributed strain optical fiber further comprises:
and arranging distributed temperature optical fibers at the bottom of the bridge to be monitored along the longitudinal direction, connecting the distributed temperature optical fibers and the tail parts of the distributed strain optical fibers in series, and respectively connecting the end parts of the distributed temperature optical fibers and the distributed strain optical fibers into an optical fiber demodulator.
8. The method for monitoring the effective prestress of the bridge based on the distributed optical fiber technology as claimed in claim 1, wherein the method comprises the following steps:
and in the initial monitoring stage and at preset time intervals, when the distributed temperature optical fiber measures that the environmental temperature of the bridge to be monitored is T, the vehicle is driven through the bridge to be monitored.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110887512.4A CN113567016B (en) | 2021-08-03 | 2021-08-03 | Bridge effective prestress monitoring method based on distributed optical fiber technology |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110887512.4A CN113567016B (en) | 2021-08-03 | 2021-08-03 | Bridge effective prestress monitoring method based on distributed optical fiber technology |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN113567016A CN113567016A (en) | 2021-10-29 |
| CN113567016B true CN113567016B (en) | 2024-03-01 |
Family
ID=78170142
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110887512.4A Active CN113567016B (en) | 2021-08-03 | 2021-08-03 | Bridge effective prestress monitoring method based on distributed optical fiber technology |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN113567016B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109030333A (en) * | 2018-08-27 | 2018-12-18 | 长沙理工大学 | Method for predicting corrosion fatigue life of prestressed concrete bridge |
| CN109577477A (en) * | 2018-12-24 | 2019-04-05 | 南京东智安全科技有限公司 | A kind of prestressed component monitored, loss of prestress monitoring method, manufacturing method |
| CN110274715A (en) * | 2019-06-24 | 2019-09-24 | 中铁大桥科学研究院有限公司 | A kind of loss of prestress detection method |
| JP2020091162A (en) * | 2018-12-04 | 2020-06-11 | 東電設計株式会社 | Method for estimating residual prestressing power of PC girder |
| CN112179264A (en) * | 2020-09-22 | 2021-01-05 | 华东交通大学 | Long gauge length strain-based prestressed carbon fiber plate bridge reinforcing effect monitoring method |
-
2021
- 2021-08-03 CN CN202110887512.4A patent/CN113567016B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109030333A (en) * | 2018-08-27 | 2018-12-18 | 长沙理工大学 | Method for predicting corrosion fatigue life of prestressed concrete bridge |
| JP2020091162A (en) * | 2018-12-04 | 2020-06-11 | 東電設計株式会社 | Method for estimating residual prestressing power of PC girder |
| CN109577477A (en) * | 2018-12-24 | 2019-04-05 | 南京东智安全科技有限公司 | A kind of prestressed component monitored, loss of prestress monitoring method, manufacturing method |
| CN110274715A (en) * | 2019-06-24 | 2019-09-24 | 中铁大桥科学研究院有限公司 | A kind of loss of prestress detection method |
| CN112179264A (en) * | 2020-09-22 | 2021-01-05 | 华东交通大学 | Long gauge length strain-based prestressed carbon fiber plate bridge reinforcing effect monitoring method |
Also Published As
| Publication number | Publication date |
|---|---|
| CN113567016A (en) | 2021-10-29 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101408951B (en) | Method for obtaining equivalent load spectrum and estimating weariness residual longevity of bridge crane based on neural network | |
| CN110487496B (en) | Method for identifying bridge deflection based on long gauge length strain by improved bending moment area method | |
| CN106932135B (en) | Flexible inhaul cable force testing method for identifying vibration frequency based on weighted narrow-band peak searching method | |
| CN110715614A (en) | Spiral optical fiber sensing strain testing device and method for prestressed FRP (fiber reinforced Plastic) ribs | |
| Bergmeister et al. | Global monitoring concepts for bridges | |
| EP3951344A1 (en) | Methods and systems for damage evaluation of structural assets | |
| US20240264031A1 (en) | Passive excitation-based online calibration method for bridge structure strain monitoring system | |
| CN111008412A (en) | Crack width-based reliability assessment method for in-service ballastless track structure | |
| CN118583415B (en) | Safety monitoring method and monitoring device for steel structure | |
| CN113567016B (en) | Bridge effective prestress monitoring method based on distributed optical fiber technology | |
| CN111578984B (en) | System for monitoring stress state of steel structure in full life cycle of station house in severe cold region | |
| CN102768123A (en) | Temperature change cable force monitoring based progressive identification method for defective cables and support angular displacement | |
| CN118246134B (en) | Double-tower cable-stayed bridge life cycle safety control system based on machine learning | |
| CN115468507A (en) | Cascade fiber bragg grating sensor for monitoring steel structure and monitoring method | |
| CN102721560A (en) | Damaged cable identification method used in case of angular displacement of support and temperature variation on basis of space coordinate monitoring | |
| CN117852122A (en) | Method for detecting existing stress of steel strand in PC bridge structure | |
| CN117763675A (en) | BP neural network-based reinforcement corrosion aqueduct state evaluation method and system | |
| CN114676540B (en) | Overhead transmission line icing galloping prediction method based on multi-information fusion | |
| CN117091641A (en) | Smart cable strand field calibration method with built-in fiber bragg grating sensor | |
| CN108920881B (en) | Main gradient temperature determination method for influencing transverse strain of steel truss bridge expansion device | |
| CN107036751A (en) | The flexible strand cable force computational methods that peak recognizes vibration frequency are searched by weighting broadband | |
| CN114112174B (en) | Tunnel water and soil pressure monitoring method based on strain measurement | |
| CN112784337B (en) | A Prediction Method of Life Remaining Rate of Reinforced Concrete Beams Based on Degradation of Deflection Check Coefficients | |
| Gangone et al. | Effect of sensor system noise and load positioning on the precision of load testing and rating of highway bridges: a case study | |
| Kengesbayeva et al. | Research of Deformation of Concrete Structures Using Fiber Optic Sensors and Bragg Gratings |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |