CN109655007B - Method for monitoring deformation of concrete in pipe poured into steel pipe arch of super-large bridge - Google Patents
Method for monitoring deformation of concrete in pipe poured into steel pipe arch of super-large bridge Download PDFInfo
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Abstract
The invention discloses a method for monitoring deformation of concrete filled in a steel pipe arch of a super bridge. The monitoring method has the advantages of long monitoring distance, wide monitoring range, wide monitoring angle, high monitoring accuracy and testing precision, accurate positioning, low equipment cost, low energy consumption, corrosion resistance, electromagnetic interference resistance, good long-term stability and easy integration, and can meet the requirement of monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the super bridge.
Description
Technical Field
The invention relates to a bridge monitoring method, in particular to a method for monitoring deformation of concrete in a pipe poured in a steel pipe arch of a super bridge.
Background
Through monitoring and evaluating the health state of the bridge structure, early warning signals are sent out for the bridge under various climates and traffic conditions and when the operation condition of the bridge is abnormal, a basis is provided for bridge maintenance, repair and management measures, and the aims of preventing bridge collapse and local damage and guaranteeing and prolonging the service life of the bridge are achieved by taking measures in time. In the early stage of bridge structure health monitoring in China, along with the deep development of the bridge structure health monitoring work, the aspects of remote monitoring, system reliability improvement, data processing and analysis theory improvement and the like need to be improved and perfected, and no existing specifications in performance and data evaluation exist at present. The current common monitoring method has the following defects:
(1) the geometric optical measurement means not only consumes a large amount of manpower and time cost in the long-term monitoring process, but also cannot ensure the timeliness of the monitoring data, the monitoring data needs to be manually input into a database in the later period, and the analysis and monitoring results have inevitable hysteresis.
(2) The vibrating wire sensor is based on the principle of mechanical structure, uses steel wire as a conversion element, has hysteresis characteristic, and therefore, can only be applied to static and quasi-dynamic tests with the frequency not greater than 10 Hz. The external conditions of the bridge are mostly dynamic load, climate, erosion, impact and other emergencies, and the applicability of the vibrating wire type sensor has great limitation.
(3) The common sensor is difficult to effectively survive for a long time, and the sensor and the lead thereof are extremely easy to corrode and denature and damage under the action of weather, erosion, impact, other emergencies and electromagnetic interference outside the bridge, so that the sensor is difficult to normally operate for a long time. Therefore, the ordinary electric measurement sensor cannot meet the long-term monitoring task.
(4) Traditional sensor is mostly the point type sensor, and not only the installation and construction is complicated, and the later stage monitoring circuit is many and mixed and disorderly moreover, is difficult to carry out the large tracts of land and monitors on a large scale, needs artifical monitoring during the test, can not accomplish real-time on-line monitoring and aassessment.
(5) Because the geographical environment of the bridge is complex and the long-term manual overhaul is extremely difficult to achieve, the sensor installed in the bridge must have long service life and long-term stability and does not need to be replaced frequently.
(6) Most of the existing bridge structure monitoring and state evaluation systems belong to a single monitoring system or a single management system, and are not easy to integrate and integrate a unified monitoring and analysis platform.
Therefore, the exploration and the formation of a stable and reliable monitoring system, the definition of various parameter indexes, the scientific acquisition and processing of monitoring data, the formation of monitoring specifications and other works are the future development and effort directions of bridge structure health monitoring. At present, a real-time online automatic monitoring and evaluating technology with high long-term stability, strong environmental adaptability and convenient installation is urgently needed to solve the problem.
The optical fiber sensing technology is a novel sensing technology which takes light as a carrier and optical fiber as a medium and senses and transmits external signals, and is rapidly developed along with the development of optical fiber and optical fiber communication technology in the eighties of the twentieth century. The optical fiber sensor developed successfully at present can realize the monitoring of most physical quantities, including strain, temperature, vibration, displacement, pressure, sound, flow, viscosity, light intensity, other chemical, biomedical, current and voltage parameters and the like, and is widely applied to the fields of aerospace, national defense and military, civil engineering, water conservancy, metering test, electric power, energy, environmental protection, intelligent structures, automatic control, biomedicine and the like.
Disclosure of Invention
The invention aims to provide a method for monitoring deformation of concrete in a pipe poured into a steel pipe arch of a super bridge. The monitoring method has the advantages of long monitoring distance, wide monitoring range, wide monitoring angle, high monitoring accuracy and testing precision, accurate positioning, low equipment cost, low energy consumption, corrosion resistance, electromagnetic interference resistance, good long-term stability and easy integration, and can meet the requirement of monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the super bridge.
The technical scheme of the invention is as follows: a method for monitoring the deformation of concrete in a pipe poured into a steel pipe arch of a super bridge comprises the steps of detecting the drift of the central wavelength of reflected light by using a fiber Bragg grating technology and monitoring the strain of the concrete structure in the pipe poured into the steel pipe arch of the super bridge.
In the method for monitoring the deformation of the concrete filled in the steel pipe arch of the super bridge, the variable of the wavelength value of the optical fiber is measured by using the fiber bragg grating technology, and the strain, the stress and the axial force are calculated according to the variable of the wavelength value of the optical fiber, so that the strain of the concrete filled in the steel pipe arch of the super bridge is monitored.
In the method for monitoring deformation of concrete in a cast-in-arch steel pipe of a super bridge, the strain is measured by using the formula:
calculation of where λz0、λθ0、λr0Initial wavelength values of an axial optical fiber sensor, a circumferential optical fiber sensor and a radial optical fiber sensor are respectively set; lambda [ alpha ]zi、λθi、λriRespectively measuring the wavelength values of the axial optical fiber sensor, the annular optical fiber sensor and the radial optical fiber sensor for the ith time; k is a calibration coefficient defined by the optical fiber material; epsilonzi、εθi、εriAxial strain, hoop strain and radial strain of the measuring points are respectively.
In the method for monitoring deformation of concrete in a steel pipe arch of a super bridge poured in an arch, the stress is calculated by using the following formula:
in the formula sigmazi、σθi、σriAxial stress, hoop stress and radial stress (kPa) of a measuring point are respectively; e is the elasticity of concreteModulus, (kPa); mu is the Poisson's ratio of the concrete.
5. The method for monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the grand bridge according to claim 4, wherein the method comprises the following steps: the axial force is calculated using the following equation:
in the formula
Cross-sectional mean axial stress, (kPa); a is the cross-sectional area (mm)2) (ii) a P is a sectional axial force.
In the method for monitoring deformation of concrete in the steel pipe arch of the super bridge poured into the steel pipe arch, the average axial stress of the cross section
The method is characterized in that the cross section distribution form of the axial stress is obtained by performing curve quadratic fitting on the cross section axial stress of each measuring point by matlab software and taking the average value of the cross section axial stress.
In the method for monitoring the deformation of the concrete in the steel pipe arch of the super bridge poured into the steel pipe arch, the axial stress of the cross section of each measuring point is measured by the following steps
In the method for monitoring deformation of concrete in a pipe poured into a steel pipe arch of a super bridge, the method comprises the following steps:
(A) selecting a monitoring point;
(B) manufacturing an optical fiber sensing sensor;
(C) fiber optic sensing sensor installation and implantation;
(D) installing a transmission cable;
(E) arranging monitoring equipment;
(F) monitoring data;
(G) and (5) sorting and analyzing the monitoring data.
In the method for monitoring the deformation of the concrete in the steel pipe arch poured into the super-large bridge, monitoring points are arranged by adopting four arch rib steel pipes, the monitoring points are arranged by selecting a lower chord inner side pipe, a lower chord outer side pipe, an upper chord outer side pipe and an upper chord inner side pipe, a half arch of each arch rib steel pipe is arranged with the monitoring points, and four characteristic sections of arch feet, 1/4 span, span center and 1/12 span center of the two steel pipes of the lower chord inner side pipe and the upper chord outer side pipe are used as the arrangement sections of the monitoring points; three characteristic sections of arch springing, 1/4 span and front 1/12 span of the lower chord outer side pipe and the upper chord inner side pipe are taken as monitoring point distribution point sections; the cross section centroid, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9 positions of each monitoring cross section are provided with monitoring points, and each monitoring point is provided with three sensors: an axial strain monitoring sensor, a radial strain monitoring sensor and a circumferential strain monitoring point; and a temperature sensor is respectively arranged at the position of the centroid of each section and the position of the pipe wall.
In the method for monitoring the deformation of the concrete in the steel pipe arch of the super bridge poured into the steel pipe arch, the monitoring equipment is a 32-channel wireless on-duty modem.
In the method for monitoring deformation of concrete in the steel pipe arch of the super bridge, the monitoring data is sorted and analyzed based on strain values or stress values of all points on the same cross section, and matlab is adopted for data analysis and fitting to obtain cross section strain or stress distribution forms of different periods, cross section strain or stress distribution forms of different cross sections in the same period and cross section strain or stress distribution forms of different periods of the same cross section.
Optical fiber Bragg grating technology principle
Fiber Bragg Gratings (FBGs) are typically written using a phase mask method: the photosensitive fiber is close to the phase mask by utilizing the photoinduced refractive index change of the photosensitive fiber, and the space interference fringe generated by the near-field diffraction of the phase mask forms the periodic change of the refractive index in the fiber, thereby forming the fiber grating. The refractive index of the bragg fiber grating is periodically distributed along the axial direction of the optical fiber, the bragg fiber grating has good wavelength selection characteristics, incident light (with the wavelength of lambada B) meeting the bragg diffraction condition is coupled and reflected at the FBG, light with other wavelengths can completely pass through the FBG without being influenced, and the reflection spectrum has a peak value at the central wavelength of lambada B of the FBG, as shown in fig. 8;
the bragg diffraction condition can be expressed as:
λB＝2neffΛ (1 type)
In the formula, λBIs the FBG center wavelength; n iseffIs the effective index of the core; and Λ is the fiber grating refractive index modulation period.
Changes in both temperature and strain around the FBG sensor can cause a change in the bragg reflected light center wavelength λ B, which satisfies the relationship:
wherein Δ λ is a change in Bragg center wavelength ∈1Is the axial strain of the grating,. epsilon2、ε3Is the other two principal strains, p, of the grating11、p12Is a photoelastic coefficient, beta0Δ T is the temperature change and is the sum of the thermal expansion coefficient and the thermo-optic coefficient.
When the optical fiber where the grating is located only generates axial strain epsilon and the annular direction does not bear pressure, the above formula is:
wherein μ is the Poisson's ratio. Can be simplified into
Where Pe is the effective photoelastic coefficient, which is about 0.22.
The temperature change causes the refractive index of the optical fiber to change, and also causes the grid pitch to change, and when the temperature change is delta T, the Bragg wavelength lambda is causedBProducing a movement Δ λ, which can be expressed as
Where α is the thermal expansion coefficient of the optical fiber, ζ is the thermo-optic coefficient of the optical fiber, and for a conventional germanium-doped optical fiber, α is about 0.55X 10-6/deg.C, and ζ is about 8.3X 10-6/deg.C, which is 8.3X 10-6.
The wavelength shift DeltaLambda caused by simultaneous consideration of strain epsilon and temperature change DeltaT is obtained from the formulas (4) and (5)
From the above analysis, it can be known that the amount of change in strain and temperature and the center wavelength λ of reflected lightBHas a good linear relationship with respect to displacement. And monitoring the environmental temperature and the structural strain by detecting the drift of the central wavelength of the reflected light by utilizing demodulation equipment. According to the formula (6), when a certain fiber grating is used as a sensor, the strain sensitivity coefficient (1-P) must be calibrated firste) And a temperature sensitivity coefficient (α + ζ).
Compared with the prior art, the optical fiber sensing technology has numerous advantages in the concrete deformation monitoring application of grand bridges and more households:
(1) long-distance and large-range monitoring; distributed monitoring (dozens of kilometers) can be used for long-distance blind-area-free full-coverage monitoring; the large-scale concrete engineering is large-scale engineering, and the optical fiber sensing technology can meet the requirements of long-distance and large-scale monitoring;
(2) distributed leakage-free monitoring; the distributed sensing optical cable can realize the full-length coverage of a large concrete engineering line and can monitor the coverage to every point;
(3) corrosion resistance, electromagnetic interference resistance and good long-term stability; the distributed sensing optical cable is essentially silicon dioxide, has stable property and natural insulation, and does not change in sensing property after long-term stable operation;
(4) a multi-parameter measurement technique; by adopting different modulation and demodulation technologies, multivariable sensing of strain, temperature, vibration and the like can be realized, and the measurement can be carried out from multiple angles such as pressure, temperature, vibration, deformation and the like.
(5) Insulation and no need of field power supply; optical signals are transmitted in the optical fiber sensor, the intrinsic insulation is safe, and the demodulation instrument and equipment test the optical fiber sensor by transmitting and receiving the optical signals; the sensor does not need field power supply, and the energy consumption is low;
(6) the system has low cost and is easy to integrate; for large-area and large-range linear engineering monitoring, the cost is low by the optical fiber sensing technology; the multi-point multi-parameter series monitoring of the optical fiber sensor can be realized by the wavelength division and time division multiplex utilization technology, and the networking monitoring is easy to construct; the test demodulation system can realize modularization and is easy for system integration;
(7) the testing precision is high, and the positioning is accurate; the precise positioning can test abnormal areas for precise positioning, and the optical fiber monitoring technology can realize the test precision of a plurality of microstrain;
compared with the common strain gauges, the sensors are connected in series, each strain gauge of the common strain gauges needs to be connected with a wire independently, the number of used circuits is small, in addition, the strain gauge loses the monitoring function when the strain gauge is broken at any position of the common strain gauge, and the data can still be collected normally when one part of the circuit is broken by the method for connecting the sensors in series.
To prove the effect of the invention, the inventor applies the scheme of the invention to the detection of the grand bridge of a large well and a small well:
the big and small well grand bridge is used as one of the control projects from the Guizhou province Yuqing to the Anlong expressway plain pond to the Luo Dian, the big bridge spans the big well river and the country road, is located in the Luo Dian county, the Shang Dong province as the county, and is about 1.5km away from the big and small wells in the provincial scenic region. The bridge is in the north-east-south-west trend, the central pile number of the main bridge is K70+655.0, and the left bridge length is 1501 m; the right web bridge length 1486 m.
The main bridge adopts a deck type steel pipe concrete variable cross-section truss arch with the calculated span of 450m, the arch axis adopts a catenary, the arch axis coefficient m is 1.55, the rise h is 100m, and the rise-span ratio f is 1/4.5.
The main arch ring adopts an equal-width space truss structure, the section height is changed from 8m of an arch crown to 14m of an arch foot (from middle to middle), the width of a single arch rib is 4m (from middle to middle), and the center distance between two arch ribs of a transverse bridge is 16m from the arch foot and the arch crown. The cross-linking and the rice bracing are arranged between the ribs. The outer diameter of the upper chord arch rib steel pipe and the outer diameter of the lower chord arch rib steel pipe are 1360m, and the wall thickness of the lower chord arch rib steel pipe from the arch foot to the arch crown is 35mm, 32mm and 28mm respectively. The steel pipe arch rib butt joint is connected in a mode of welding an inner flange plate and the outside of the pipe. The tube is filled with C60 self-compacting micro-expansion concrete.
The division of the main arch ring segments is controlled according to the transport length and the hoisting weight of the components, the main arch ring segments are divided into 14 segments from the arch springing to the arch crown, and the full bridge segments are divided into 58 segments.
First, monitor purpose
The monitoring can achieve the following purposes:
1. monitoring the axial average strain of concrete in the upper and lower chord rib steel tubes at 4 characteristic sections of arch springing, 1/4 span, midspan and front 1/12 span of midspan
Mean stress
Axial force PzAnd the stress difference of the upper and lower chord rib steel pipes is analyzed.
2. Monitoring the axial average strain of concrete in the steel tubes of the inner side and the outer side ribs at 4 characteristic sections of arch springing, 1/4 span, midspan and front 1/12 span of the midspan
Mean stress
Axial force PzAnd detecting the stress difference of the inner steel pipe and the outer steel pipe.
3. Monitoring axial strain values of concrete in the steel tubes at 4 positions of the arch springing, the 1/4 span, the midspan and the front 1/12 span before the midspan, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9, and analyzing the distribution rule of axial strain of each tube and each characteristic section along the vertical direction and the transverse direction.
4. Monitoring radial strain values of concrete in the steel pipes at 4 characteristic section centroids of the arch springing, the 1/4 span, the midspan and the front 1/12 span of the midspan, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9 positions, and analyzing the distribution rule of the radial strain of each characteristic section along the vertical direction and the transverse direction.
5. Monitoring circumferential strain values of concrete in the steel pipes at 4 characteristic section centroids, an upper R/2 position, an upper R position, a lower R/2 position, a lower R position, a left R/2 position, a left R position, a right R/2 position and a right R9 position before the arch springing, the lower chord rib, the inner side and the outer side span, the span of 1/4 span, the span and the span of 1/12 span, and analyzing the distribution rule of the circumferential strain of each characteristic section along the vertical direction and the transverse direction.
6. And (4) calculating the three-dimensional stress values of 9 points of 7 characteristic sections according to the three-dimensional strain values in the 2, 3 and 4 strips, and analyzing the change rule of the three-dimensional stress values along with time.
Second, arrangement of monitoring points
The first main arch ring has 8 arch rib steel pipes, and monitoring points are arranged on the four rib pipes on the downstream side. The lower chord inner side pipe is a monitoring pipe 1, the lower chord outer side pipe is a monitoring pipe 2, the upper chord outer side pipe is a monitoring pipe 3, and the upper chord inner side pipe is a monitoring pipe 4.
And (3) arranging monitoring points on each arch rib steel pipe in a semi-arch manner, and arranging cross sections on four characteristic cross sections of the arch springing, 1/4 span, span center and 1/12 span center of the two steel pipes of the monitoring pipe 1 and the monitoring pipe 3 as the monitoring points. Three characteristic sections of arch springing, 1/4 span and front span 1/12 span of the monitoring pipes 2 and 4 are taken as monitoring point arrangement section.
The specific cross-sectional position is as follows:
monitoring a first section: a bottom of the segment one;
monitoring a second section: a top of segment seven;
monitoring the section III: a segment thirteen top;
monitoring the section four: segment fourteen top.
The cross section centroid, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9 positions of each monitoring cross section are provided with monitoring points, and each monitoring point is provided with three sensors: an axial strain monitoring sensor, a radial strain monitoring sensor and a circumferential strain monitoring point; meanwhile, in order to eliminate the influence of temperature difference change on a strain value, a temperature sensor is respectively arranged at the centroid position of each section and the pipe wall position for temperature compensation.
Third, embodiment
Optical fiber sensing sensor fabrication
1. Axial strain sensing sensor
In order to ensure the sensitivity of sensing to deformation, a packaged strain gauge is used as a sensing sensor (figure 3) in combination with the axial strain monitoring of the actual situation in the field, 9 fulcrum shafts are connected in series to the strain gauge to form an optical fiber string, two sensing jumper ends are led out, the length of a transmission line between the sensors and the length of two leading wires are shown in a table 1, and the number of the sensors in the table is shown in a figure 4.
TABLE 1 axial Strain transducer Internally wiring length (connecting wires all armor wires)
2. Radial strain and hoop strain sensing sensor
The radial strain monitoring and the annular strain monitoring adopt bare fibers as sensing sensors, firstly, a grating machine is adopted to process a point type bare grating indoors in advance, 10 monitoring sensors for radial strain are connected in series to form a grating string, jumper joints are led out from two ends of the grating string, and the first 1# -5# and 6# -10# bare fiber points are embedded in reinforcing steel bars. A connecting line between 5# bare fiber points and 6# bare fiber points is exposed, an armored connecting line is required to be adopted, and the armored connecting line which is not less than 20mm and is led out from a bare fiber point measuring point is required to be used. The spacing between bare fiber spots is shown in table 2.
TABLE 2 Wiring Length between radial Strain Sensors
8 monitoring sensors for hoop strain are connected in series to form a grating string, jumper joints are led out from two ends of the grating string, and the first 1# -4# and 5# -8# bare fiber points are buried in the steel bars. A connecting line between the bare fiber points No. 4 and No. 5 is exposed, an armored connecting line is required to be adopted, and the armored connecting line which is not less than 20mm and is led out from a bare fiber point measuring point is required to be used. The spacing between bare fiber spots is shown in table 3.
TABLE 3 Wiring Length between hoop Strain Sensors
(II) fiber optic sensing sensor mounting and implantation
1. Axial strain sensing sensor banding
Selecting 5 threaded reinforcing steel bars with the length of phi 14mm, wherein the threaded reinforcing steel bars are 1000 mm long and 4 threaded reinforcing steel bars with the length of 1040mm (including right-angle bent fishing sections with two ends of 20 mm), and binding the axial strain sensors on the reinforcing steel bars by adopting a 4-point binding method according to the numbers. Wherein 1#, 5#, 6# and 9# axial strain sensor ligature take the steel bar of quarter bend fishing on, and the sensor is tied up in the reverse side of quarter bend fishing.
2. Radial and hoop strain sensing sensor implantation
(1) Selection of reinforcing bars
2 pieces of phi 14mm twisted steel with the length of 1240m are selected for radial strain, and long ribs on the surface are smooth and have no iron spots. Selecting 4 threaded steel bars with the diameter of 14mm from the circumferential steel bars: three pieces are 3767mm long; one is 1885m long.
(2) Polishing of reinforcing steel bars
And (3) grinding a through long V-shaped small groove on the surface of the steel bar close to the through long rib by using a grinding machine. After the circumferential reinforcing steel bars are polished, the reinforcing steel bars with the length of 3767mm are bent into a circle with the diameter of 1200mm, the reinforcing steel bars with the length of 1885m are bent into a circle with the diameter of 600mm, and the two ends of the reinforcing steel bars are not welded temporarily.
(3) Alcohol dust removal and temporary bare fiber fixation
And wiping the V-shaped groove by adopting dust-free paper or alcohol cotton, marking the position of the measuring point by using a marking pen, placing the bare fiber into the V-shaped groove, temporarily fixing the bare fiber by adopting a paper tape, determining the position of the measuring point to be correct again, and fixing the bare fiber of the measuring point on two sides of the measuring point by using 502 glue.
(4) Glue applying device
1: 1 the bi-component glue is pressed into the V-shaped groove by a professional glue gun.
(5) Threading protection
And a small hose with the diameter of 3mm is sleeved on the bare fiber for protection.
(6) And welding two end lines of the daub.
And heating and welding the bare fibers at the two ends and the lead wires by adopting an optical fiber welding machine.
3. Binding of single-monitoring-section temperature sensor
The temperature is monitored by adopting a packaged temperature sensor, the central temperature sensor is bound near the 3# axial strain sensor, and the pipe wall temperature sensor can be bound near the 1#, 5#, 6# or 9# axial strain sensors near the pipe wall; two temperature sensor establish ties back both ends lead wire and draw forth, and a steel pipe is totally 6 (or 8) temperature sensor cluster and is adopted two jumper wire heads to monitor, and monitoring pipe 1 has arranged 4 some cross sections with monitoring pipe 3, then has 8 temperature sensor, and monitoring pipe 2 has arranged 3 some cross sections with monitoring pipe 4 and then has 6 temperature sensor.
4. Single monitoring section sensor tube internal installation
(1) After the positioning steel rings, the two test steel rings and the positioning steel rings which are not closed in sequence are manually broken into a spiral shape, the spiral steel rings are screwed into the steel pipe from the position of the stiffening plate of the flange plate at the end of the arch rib steel pipe (see figure 7), the positioning is good, and the cross-shaped transverse ribs on the two positioning steel rings and the two end heads are firmly welded;
(2) welding two end heads of the monitoring steel ring firmly, and binding and connecting the radial strain monitoring steel bars and the two annular strain monitoring steel rings;
(3) put into 9 axial strain monitoring sensor place axial reinforcing bars, 1#, 5#, 6#, 9# reinforcing bar are outside in the inboard of location steel ring and the right angle bend, and 2#, 4#, 7#, 8# reinforcing bar are in the outside of little monitoring steel ring, place the back according to the picture position, and both ends and location steel ring overlap joint position adopt electric welding welded fastening. And the lap joint positions of the steel ring and the radial strain monitoring steel bar are firmly bound by binding wires.
(III) Transmission Cable installation
Each monitoring section is provided with 8 ports, 8 end lines are led out from a steel pipe or a flange end plate through drilling, 8 end marks are made on the 8 end lines, the 8 end lines are welded with the single-core lines of various colors in the 8-core optical cable, and the end lines are led up to a midspan position from an arch frame for continuous monitoring. The length of the six-core optical cable required by each monitoring section is as follows:
monitoring a first section: 270 m;
monitoring a second section: 140 m;
monitoring the section III: 20 m;
monitoring the section four: 10 m;
the transmission line of the temperature sensor is welded after being led out from each section, and all the sections of the single tube are connected in series and led to the vault.
Transmission lines of the monitoring sections are integrated and led to the vault, and a wireless on-duty type modulation and demodulation instrument is mounted on the vault for monitoring.
(IV) monitoring device arrangement
A32-channel wireless on-duty type modulation and demodulation instrument is selected as detection equipment.
The 32-channel wireless on-duty type modulation and demodulation instrument is a wireless transmission sixteen-channel fiber grating demodulation instrument, wirelessly transmits data in real time, does not need personnel on duty, and is particularly suitable for a test site in a severe environment; the system can accurately measure the reflection wavelength of the fiber bragg grating, is high in integration degree, adopts waterproof, dustproof and anti-condensation design, and guarantees the safety of long-time outdoor testing.
The equipment has the following characteristics:
the full-sealed modular structure is adopted, the high integration is realized, and the waterproof, dustproof and anti-condensation effects are realized;
using a high-performance DTU to wirelessly transmit data in real time;
the power supply modes of a built-in battery and an external power supply are provided, and the applicability is wide;
the excellent data can be sent infinitely and stored locally, double backup is realized, and the instrument has the functions of remote restart and self-awakening;
32 channels are independently tested, and a plurality of sensors can be connected in series;
the fiber bragg grating sensors of stress, strain, temperature, displacement, pressure, acceleration and the like can be connected in series at the same time, and multiple purposes are achieved;
the wavelength resolution can reach 1 pm.
The performance parameters are shown in Table 4.
TABLE 4 thirty-two channel wireless on duty type fiber bragg grating demodulator performance parameter
(V) monitoring the frequency
As a large amount of hydration heat is released in the concrete setting process, and the optical fiber is sensitive to temperature change, the three-dimensional strain monitoring starts to be measured and read from the concrete setting period of the steel tube to 28 days, and the wavelength of the optical fiber corresponding to the concrete setting period which is just over 28 days is the initial wavelength. The subsequent monitoring frequency is shown in table 5.
TABLE 5 monitoring frequency
(VI) sorting and analyzing monitoring data
1. Strain calculation
The direct variable measured by the fiber grating is the wavelength value of the optical fiber and needs to be converted into a strain value:
in the formula (1), λz0、λθ0、λr0、λT0Initial wavelength values of an axial optical fiber sensor, a circumferential optical fiber sensor, a radial optical fiber sensor and a temperature sensor are respectively set; lambda [ alpha ]zi、λθi、λri、λTiRespectively measuring the wavelength values of an axial optical fiber sensor, a circumferential optical fiber sensor, a radial optical fiber sensor and a temperature sensor for the ith time; epsilonzi、εθi、εriAxial strain, hoop strain and radial strain of the measuring points are respectively.
2. Stress calculation
According to the generalized Hooke's law, neglecting the influence of the shear strain on the positive stress, the stress value of the obtained measuring point is:
in the formula (2), σzi、σθi、σriAxial stress, hoop stress and radial stress (kPa) of a measuring point are respectively; e is the modulus of elasticity, (kPa) of the concrete; is the poisson's ratio of concrete.
3. Axial force calculation
The axial stress of the ribbed steel tube concrete is a complex mechanical problem, and the steel tube and the inner side concrete are supposed to be deformed in a coordinated mode in the axial direction, and the comprehensive elastic modulus is adopted when the section stress is calculated:
in the formula (3), Ec、EsThe elastic modulus (kPa) of concrete and steel pipe, respectively; d1、D2Respectively, the inner diameter and the outer diameter (mm) of the steel pipe. The formula (3) is obtainedIs/are as follows
And E in the alternative formula (2) obtains the axial stress of each measuring point. Performing curve quadratic fitting on the axial stress of the section by matlab software to obtain the section distribution form of the axial stress, and taking the average value of the section distribution form to obtain the average axial stress of the section
(kPa); multiplied by the cross-sectional area A (mm)2) The section axial force can be obtained:
4. analysis of distribution form of circumferential strain (force) and radial strain (force) of steel pipe concrete
And (3) obtaining the distribution form of the strain (force) of the cross section in different periods by adopting the powerful data analysis and fitting function of matlab based on the strain (force) value of each point calculated by the formula (1) and the formula (2) on the same cross section.
The cross-section strain (force) distribution form comparative analysis of different cross-sections can be carried out at the same period, and the potential law of the cross-section strain (force) distribution form comparative analysis can be researched.
And the cross section strain (force) distribution form of the same cross section at different periods can be contrasted and analyzed, and the change rule of the cross section with time can be researched.
The monitoring conditions of the detecting tube 1 are as follows
First, the detection result
The radial strain of each section is greatly changed at the initial stage of pouring and gradually tends to be stable along with the construction process; as the cross-sectional position increases, the absolute value of the radial strain increases.
The circumferential strain of each section monitoring point is also greatly changed at the initial stage of pouring, and the strain fluctuates in a certain range along with the construction process.
With the same hoop strain and radial strain, at the initial stage of pouring, the monitoring point has also appeared great compressive stress on axial strain, this probably is that initial temperature rise is very fast, because the coefficient of thermal expansion of sensor and concrete is inconsistent, and the coefficient of thermal expansion of sensor is about an order of magnitude higher than the concrete, has resulted in having produced compressive stress between sensor and the concrete.
Second, result analysis
(1) Temperature of
The temperature fields at different sections in the pipe are basically consistent, the temperature reaches the maximum value about 30 hours after the filling, the maximum temperature at the circle center is about 75-85 ℃, and the maximum temperature at the pipe wall is about 52-64 ℃. Then the temperature is sharply reduced, the cooling rate can reach 9-12 ℃/d in the first three days, and the temperature is gradually stabilized in the later period.
The pipe wall temperature is almost consistent with the local environment temperature curve, and is between the highest temperature and the lowest temperature of the local. The temperature change of the circle center and the pipe wall is generally consistent, but the pipe wall is greatly influenced by the environmental temperature, which shows that the environmental temperature can be influenced to the core in the pipe.
(2) Analysis of actual conditions
In order to express the actual stress of the steel pipe arch, the reading of hours before pouring is selected as an initial value to reflect the stress distribution of the steel pipe arch subjected to superposition of multiple factors such as load, temperature, expanding agent and the like, and the stress states of arch feet, arch waists and arch crown positions in the age of 7d, 28d, 42d, 60d and 90d are compared.
Radial strain
From the monitoring data of fig. 9, it is seen that the radial center of the arch springing expands in tension, gradually changing into compressive strain towards the pipe wall, and as the age increases to about 28d, the tensile stress of the central expansion area increases, and the tensile stress after 28d is basically stable.
The radial general appearance of bow is central expansion, and to the pipe wall direction compressive strain increase gradually, along with the increase of age, the tensile stress of expansion zone and the compressive strain of compression zone all should reduce, show that the compressive stress of pipe wall periphery is by the concrete inflation arouses.
The dome bottom can be divided into expansion area and compression area. The expansion zone is located at the upper part of the pipe section, and the lower part is a compression zone. As age progresses, the expansion tensile stress decreases and then increases, while the compression zone shows a tendency to increase and then decrease.
In the three sections, the strain cloud pictures at the arch springing part have obvious axisymmetric characteristics, the expansion center at the arch waist part moves upwards, the expansion area center at the arch bottom part moves further upwards, and meanwhile, an obvious compression area appears. At the same age, the tensile stress of the expansion zone also increases significantly as the cross-sectional position rises from the arch springing to the vault.
Hoop strain
The circumferential clouds from the various sections of fig. 10 show that their regularity is not evident.
Axial strain
The axial strain center at the arch springing is changed and is extremely unstable, and the axial strain center is gradually stable after 60 days, so that a stress strain state with large pipe wall pressure and relatively small centroid pressure is formed.
The axial strain at the hog back is complex and overall is subject to compressive stresses, with only minor tensile stresses occurring at the tube wall. It can be seen from the arch waist axial strain cloud picture that it is symmetrical in vertical direction, and the strain form is in "bow" shape on the symmetrical axis.
The axial strain at the bottom of the arch crown is stable, the forms shown in all ages are almost consistent, the compressive strain is only slightly increased along with the construction progress, the central area is greatly pressed, and the compressive strain gradually decreases towards the pipe wall.
The axial strain of the three sections is mainly compressive strain, and only local tensile strain appears at the periphery of the haunch pipe wall. Meanwhile, the maximum compressive strain at the arch foot is about 200 mu epsilon, the arch waist is about 600 mu epsilon, and the arch crown bottom is about 1000 mu epsilon, reflecting that the higher the cross-sectional position is, the higher the compressive stress is.
Third, conclusion
In general, the hoop strain law of each section is not obvious. In the radial direction, generally expressed as a central expansion, the periphery is compressed, the expansion centre being offset upwards as the section varies from the arch foot to the arch. The radial compression of the peripheral pipe wall may be by a steel pipe hoop, so that the steel pipe and the core concrete can cooperate better. Each section in the axial direction is stressed, and the closer to the arch, the higher the stress.
In conclusion, the monitoring method has the advantages of long monitoring distance, large monitoring range, wide monitoring angle, high monitoring accuracy and testing precision, accurate positioning, low equipment cost, low energy consumption, corrosion resistance, electromagnetic interference resistance, good long-term stability and easy integration, and can meet the requirement of monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the super-large bridge.
Drawings
FIG. 1 is a schematic monitoring cross-section;
FIG. 2 is a schematic view of a single monitoring section monitoring point arrangement;
FIG. 3 is a packaged embedded axial strain sensor;
FIG. 4 is a schematic axial strain monitoring sensor numbering view;
FIG. 5 is a radial strain and hoop strain monitoring numbering diagram;
FIG. 6 is a schematic view of the overall arrangement and lashing of an axial strain sensor;
FIG. 7 is a schematic view of monitoring steel ring and rebar installation;
FIG. 8 is a FBG quasi-distributed sensor measurement schematic;
FIG. 9 is a radial strain cloud;
FIG. 10 is a hoop strain cloud;
FIG. 11 is an axial strain cloud;
fig. 12 is an example of the cloud map coordinates of fig. 9, 10, and 11.
Detailed Description
The present invention is further illustrated by the following examples, which are not to be construed as limiting the invention.
Examples are given. A method for monitoring the deformation of concrete in a pipe poured into a steel pipe arch of a super bridge is disclosed, as shown in figures 1 to 8, and the strain of the concrete structure in the pipe poured into the steel pipe arch of the super bridge is monitored by detecting the drift of the central wavelength of reflected light by using a fiber Bragg grating technology.
The method comprises the steps of measuring the variable of the wavelength value of the optical fiber by using an optical fiber Bragg grating technology, calculating strain, stress and axial force according to the variable of the wavelength value of the optical fiber, and monitoring the strain of the concrete structure in the pipe poured in the steel pipe arch of the super bridge.
The strain is determined using the formula:
calculation of where λz0、λθ0、λr0Initial wavelength values of an axial optical fiber sensor, a circumferential optical fiber sensor and a radial optical fiber sensor are respectively set; lambda [ alpha ]zi、λθi、λriRespectively measuring the wavelength values of the axial optical fiber sensor, the annular optical fiber sensor and the radial optical fiber sensor for the ith time; k is a calibration coefficient defined by the optical fiber material; epsilonzi、εθi、εriAxial strain, hoop strain and radial strain of the measuring points are respectively.
The stress is calculated using the following equation:
in the formula sigmazi、σθi、σriAxial stress, hoop stress and radial stress (kPa) of a measuring point are respectively; e is the modulus of elasticity, (kPa) of the concrete; mu is the Poisson's ratio of the concrete.
The axial force is calculated using the following equation:
in the formula
Cross-sectional mean axial stress, (kPa); a is the cross-sectional area (mm)2) (ii) a P is a sectional axial force.
The cross-sectional mean axial stress
The method comprises the steps of performing curve quadratic fitting on the axial stress of the cross section of each measuring point by matlab software to obtain the cross section distribution form of the axial stress, and taking the cross section distribution formAnd (4) obtaining an average value.
The cross-sectional axial stress of each measuring point is obtained by
The method comprises the following steps:
(A) selecting a monitoring point;
(B) manufacturing an optical fiber sensing sensor;
(C) fiber optic sensing sensor installation and implantation;
(D) installing a transmission cable;
(E) arranging monitoring equipment;
(F) monitoring data;
(G) and (5) sorting and analyzing the monitoring data.
The monitoring points are arranged by adopting four arch rib steel pipes, the monitoring points are arranged by selecting a lower chord inner side pipe, a lower chord outer side pipe, an upper chord outer side pipe and an upper chord inner side pipe, a half arch is taken for each arch rib steel pipe to arrange the monitoring points, and four characteristic sections of arch feet, 1/4 span, span center and 1/12 span center of the two steel pipes of the lower chord inner side pipe and the upper chord outer side pipe are used as the arrangement sections of the monitoring points; three characteristic sections of arch springing, 1/4 span and front 1/12 span of the lower chord outer side pipe and the upper chord inner side pipe are taken as monitoring point distribution point sections; the cross section centroid, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9 positions of each monitoring cross section are provided with monitoring points, and each monitoring point is provided with three sensors: an axial strain monitoring sensor, a radial strain monitoring sensor and a circumferential strain monitoring point; and a temperature sensor is respectively arranged at the position of the centroid of each section and the position of the pipe wall.
The monitoring equipment is a 32-channel wireless on-duty type modem.
The monitoring data is sorted and analyzed based on strain values or stress values of all points on the same section, and matlab is adopted to carry out data analysis and fitting to obtain section strain or stress distribution forms of different periods, section strain or stress distribution forms of different sections in the same period and section strain or stress distribution forms of different periods of the same section.
Claims (3)
1. A method for monitoring the deformation of concrete in a pipe poured into a steel pipe arch of a super bridge is characterized by comprising the following steps: detecting the drift of the central wavelength of the reflected light by using a fiber Bragg grating technology, calculating monitoring data, and monitoring the strain of the concrete structure in the pipe poured in the steel pipe arch of the super bridge; the method comprises the steps of measuring the variable of the wavelength value of the optical fiber by using an optical fiber Bragg grating technology, calculating strain, stress and axial force according to the variable of the wavelength value of the optical fiber, and monitoring the strain of the concrete structure in the pipe poured in the steel pipe arch of the super bridge;
the strain is determined using the formula:
calculation of where λz0、λθ0、λr0Initial wavelength values of an axial optical fiber sensor, a circumferential optical fiber sensor and a radial optical fiber sensor are respectively set; lambda [ alpha ]zi、λθi、λriRespectively measuring the wavelength values of the axial optical fiber sensor, the annular optical fiber sensor and the radial optical fiber sensor for the ith time; k is a calibration coefficient defined by the optical fiber material; epsilonzi、εθi、εriAxial strain, circumferential strain and radial strain of the measuring points are respectively measured; the stress is calculated using the following equation:
in the formula sigmazi、σθi、σriAxial stress, hoop stress and radial stress of measuring points respectivelyStress, (kPa); e is the modulus of elasticity, (kPa) of the concrete; mu is the Poisson's ratio of the concrete;
the axial force is calculated using the following equation:
in the formula
Cross-sectional mean axial stress, (kPa); a is the cross-sectional area (mm)2) (ii) a P is the section axial force;
the cross-sectional mean axial stress
Performing curve quadratic fitting on the axial stress of the cross section of each measuring point by using matlab software to obtain a cross section distribution form of the axial stress, and taking the average value of the cross section distribution form;
the cross-sectional axial stress of each measuring point is obtained by
Obtained by
Replacement of
Obtaining the axial stress of each measuring point in E;
the method comprises the following steps:
(A) selecting a monitoring point; (B) manufacturing an optical fiber sensing sensor; (C) fiber optic sensing sensor installation and implantation; (D) installing a transmission cable; (E) arranging monitoring equipment; (F) monitoring data; (G) sorting and analyzing monitoring data;
the monitoring points are arranged by adopting four arch rib steel pipes, the monitoring points are arranged by selecting a lower chord inner side pipe, a lower chord outer side pipe, an upper chord outer side pipe and an upper chord inner side pipe, a half arch is taken for each arch rib steel pipe to arrange the monitoring points, and four characteristic sections of arch feet, 1/4 span, span center and 1/12 span center of the two steel pipes of the lower chord inner side pipe and the upper chord outer side pipe are used as the arrangement sections of the monitoring points; three characteristic sections of arch springing, 1/4 span and front 1/12 span of the lower chord outer side pipe and the upper chord inner side pipe are taken as monitoring point distribution point sections; monitoring points are arranged at the position of the section centroid, the upper R/2, the upper R, the lower R/2, the lower R, the left R/2, the left R, the right R/2 and the right R9 of each monitoring section, and three sensors are arranged at each monitoring point: an axial strain monitoring sensor, a radial strain monitoring sensor and a circumferential strain monitoring point; and a temperature sensor is respectively arranged at the position of the centroid of each section and the position of the pipe wall.
2. The method for monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the grand bridge according to the claim 1, wherein the method comprises the following steps: the monitoring equipment is a 32-channel wireless on-duty type modem.
3. The method for monitoring the deformation of the concrete in the pipe poured into the steel pipe arch of the grand bridge according to claim 2, wherein the method comprises the following steps: the monitoring data is sorted and analyzed based on strain values or stress values of all points on the same section, and matlab is adopted to carry out data analysis and fitting to obtain section strain or stress distribution forms of different periods, section strain or stress distribution forms of different sections in the same period and section strain or stress distribution forms of different periods of the same section.
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