CN204116193U - A kind of steel rust in concrete and stress state in-situ monitoring device - Google Patents
A kind of steel rust in concrete and stress state in-situ monitoring device Download PDFInfo
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- CN204116193U CN204116193U CN201420499967.4U CN201420499967U CN204116193U CN 204116193 U CN204116193 U CN 204116193U CN 201420499967 U CN201420499967 U CN 201420499967U CN 204116193 U CN204116193 U CN 204116193U
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Abstract
The utility model is steel bar corrosion and stress state in-situ monitoring device in a kind of reinforced concrete structure, this device is by structure prestress self equilibrium systems, to be applied by the reinforcing bar thin slice of material identical with concrete reinforcing steel after structural initial pre stress among embedded concrete structure; On reinforcing bar thin slice, differing heights place arranges and strains measuring point continuously, monitors this regional stress state; Reinforcing bar thin slice forms plane stress state, produces stress and concentrate, according to differing heights place, cross section continuous measuring point strain variation to reflect reinforcing bar initial corrosion time, rusting rate and corrosion degree after local corrosion.The utility model can be embedded in apart from concrete surface different depth place, realizes different depth place extent of steel corrosion and buries monitoring and the corrosion risk assessment of regional stress state underground.By the impact of the environmental factors such as various ion, humiture in concrete, be particularly suitable for the evaluation of marine abrasion environment Lang Jian district, Tidal zone reinforced concrete structure steel bar corrosion risk and corrosion degree.
Description
Technical field
The invention belongs to civil engineering works structure health monitoring technology, especially relate to reinforced concrete structure durability, be applied to corrosion monitoring and the Durability of reinforced concrete structure.
Background technology
Prior art: steel bar corrosion is the main reason that reinforced concrete structure durability destroys, and current monitoring steel bar corrosion technology is mainly divided into physics and galvanochemistry two kinds of means.Electrochemical means uses more, mainly around the possibility that the corrosion current of reinforcement corrosion process generation or the measurement & characterization of interelectrode potential difference (PD) corrode.Concrete grammar has: (1) trapezoidal anode process, by arranging some anodes at the different depth of concrete layer, intrusion or the corrosion development of chlorion is characterized by the electric current of monitoring between each anode and same negative electrode, thus the corrosion of indirect predictions reinforcing bar, these class methods have part engineering and testing laboratory applies, but disclosed test figure is less, and validity remains to be confirmed.(2) half-cell prtential method and linear polarization method are monitoring, the detection method of representative, by current potential or the polarization resistance at each position of in-site measurement reinforcing bar, the possibility of corrosion is everywhere judged with this, but these methods not easily realize long-time embedded on-line monitoring, and be subject to many factors disturbance due to polarization resistance and current potential, the etch state that reinforcing bar is definite can not be judged.Meanwhile, the possibility being mostly the corrosion of a certain region of electrochemical method monitoring, truly can not reflect the stress situation around reinforcing bar, and quantitatively can not follow the tracks of the development of corrosion after corrosion product produces, and there is certain defect.Existing physical monitoring method mainly designs based on fiber Bragg grating strain sensor, mainly contain: steel bar stress in (3) Fiber Bragg Grating FBG winding arrangement, cause strain to increase because reinforcing bar produces corrosion product expansion by corrosion, monitor corrosion development accordingly; (4) two reinforcing bars next-door neighbour is arranged, with bearing or directly by two bar connecting, link position is end reinforced or upper edge, due to two expand by corrosion after mutually extrude repulsion, just can monitor the phenomenon that strain increases on fiber grating.Above physical method is the principle design expanded based on corrosion of reinforcement, comparatively ideal result is obtained in preliminary identification, but circumstance complication in concrete, no matter be the corrosion condition adopting winding method directly to measure steel bar stress, or arrange next-door neighbour's reinforcing bar indirect inspection reinforcement corrosion situation, all destroy rebar surface microenvironment, be difficult to characterize real corrosion condition, and retrain by concrete by erosion expansion, sensitivity and validity wait checking, and have no actual for engineering at present.
Problems existing: reinforced concrete permanance monitoring fundamental purpose solves the reinforcing bar initial corrosion time and estimates steel bar corrosion speed or corrosion degree at present.Electrochemical method, due to the limitation of the intrinsic corrosion characteristics of reinforced concrete self and technology itself, is difficult to the problem eliminating medium ohmmic drop.As whether potential measurement only can provide reinforcing bar to corrode, extent of corrosion is unknown.Polarization resistance is measured cannot determine the area of reinforcement that disturbing signal affects, often too high estimation is provided to actual extent of corrosion, another one problem to determine the suitable actuation duration, make the current-responsive measured within this time only comprise Electrochemistry Information about corrosion interface, and have nothing to do with the Electrochemistry Information of concrete itself.Current physical method mainly concentrates on the strain that the expansion of corrosion of reinforcement post-etching product produces, the monitoring of stress, because these two kinds of parameters are by humidity, temperature, electromagnetic field, the impact of stray current and pore solution concentration is less, Gu the difficulties of physical method mainly concentrates on the design of method, owing to there is complicated interaction force between concrete and rebar, reinforcing bar and concrete relative displacement can be limited, the swollen stress of rust causing steel bar corrosion product to expand to cause is difficult to monitoring, and the concrete strain around the reinforcing bar caused by it is also difficult to because of concrete mutual constraint gather, stressed and the distortion of structure self simultaneously also produces strain, the strain that corrosion product expansion produces falls into oblivion wherein, be difficult to differentiate.Therefore the sensor based on the design of steel bar corrosion mechanism of intumescence all can be subject to comparatively serious impact.Meanwhile, existing monitoring steel bar corrosion method often destroys the microenvironment of rebar surface, the diffusion etc. of chlorion is made to cause the inducement of corrosion and actual conditions to there is difference, be subject to the impact of external environmental factor simultaneously, measured data and truth difference are comparatively large, and actual service condition waits checking.
Summary of the invention
The object of the invention is to solve in the monitoring not destroying the concrete reinforcing steel initial corrosion time that to realize under the microenvironment condition of concrete reinforcing steel surface, rusting rate, corrosion degree and region concrete stress state.
In order to realize object of the present invention, following technical scheme is proposed:
A kind of steel rust in concrete and stress state in-situ monitoring method, described method is by structure prestress self equilibrium systems, the reinforcing bar thin slice of material identical with concrete reinforcing steel is applied after structural initial pre stress among embedded concrete structure, with concrete co-operation; On described reinforcing bar thin slice, differing heights place arranges and strains measuring point continuously, monitors this regional stress state; Described reinforcing bar thin slice forms plane stress state after applying structural initial pre stress, produces stress and concentrate, according to differing heights place, cross section continuous measuring point strain variation to reflect reinforcing bar initial corrosion time, rusting rate and corrosion degree after local corrosion.
Described prestress self equilibrium systems comprises framework (1), middle part reinforcing bar thin slice (2), concrete (3), distributed continuous strain measuring point (4), polyester material (5), anticorrosive coat (6), loads nut (7) and corrosion monitoring face (8), wherein, described middle part reinforcing bar thin slice (2) is arranged in framework (1) by loading nut (7), carries out prestress load and anchoring by the loading nut (7) at two ends to middle part reinforcing bar thin slice (2); Three surfaces of described middle part reinforcing bar thin slice (2) utilize polyester material (5) to encapsulate, 4th end face, as corrosion monitoring face (8), reinforcing bar thin slice (2) cross section arranges distributed continuous strain measuring point (4) apart from described corrosion monitoring face (8) differing heights place.
It is high spatial resolution distribution type fiber-optic that reinforcing bar thin slice (2) cross section arranges distributed continuous strain measuring point (4) apart from described corrosion monitoring face (8) differing heights place.
Described high spatial resolution distribution type fiber-optic is pasted onto the different cross section At The Height apart from corrosion monitoring face 8 by high-performance glue, is connected with corresponding (FBG) demodulator by Transmission Fibers.
Described distributed continuous strain measuring point (4) is upper does not paste with reinforcing bar thin slice (2) near loading the reserved one section of optical fiber in nut (7) place, to go forward side by side trip temperature compensation for monitor temperature.
Described continuous strain measuring point (4) adopts chain type foil gauge group, has 10 to measure sheet and 1 temperature compensation sheet for temperature compensation in described each chain type foil gauge group.
The long 0.6mm of described chain type strain sheet grating, adjacent foil gauge centre distance 1mm, be pasted onto on reinforcing bar thin slice (2) cross section apart from described corrosion monitoring face (8) differing heights place by high-performance glue, foil gauge group is connected with corresponding strainmeter with wire by solder terminal, can monitor the mean strain of each measuring point on length direction continuously.
This method design concept is clear, structural design is rationally exquisite, only needs the demand that can be realized long-term on-line monitoring or offline inspection by strain measurement.Compared with existing monitoring steel bar corrosion method, both the resistance variations that the current fluctuation that electrochemical method can have been avoided caused by stray current etc. and humidity, ion concentration etc. cause, evade again the destruction to rebar surface microenvironment in structure that physical method causes usually cleverly, preferably resolve monitoring steel bar corrosion problem, this method is not by the impact of the environmental factors such as various ion, humiture in concrete simultaneously.
The distributing bar thin slice that the present invention uses can be embedded in apart from concrete surface different depth place, realizes different depth place extent of steel corrosion in concrete and buries monitoring and the corrosion risk assessment of regional stress state underground.Be particularly suitable for the evaluation of marine abrasion environment Lang Jian district, Tidal zone, submergence district reinforced concrete structure steel bar corrosion risk and corrosion degree, as being in the Reinforced Concrete Structure of Across-Sea Bridge bridge pier in Lang Jian district, Tidal zone, submergence district, be in the Oversea bridge top xoncrete structure of atmospheric zone, the reinforced concrete harbour etc. of Hai Gong, harbor work, realizes the in-situ monitoring of steel rust in concrete and concrete local stress state.
Accompanying drawing explanation
Fig. 1 a steel bar corrosion sensor construction figure;
Fig. 1 b reinforcing bar thin slice sectional view;
Fig. 1 c and Fig. 1 d is reinforcing bar design drawing in the middle part of steel bar corrosion sensor;
In the middle part of 1 framework, 2, reinforcing bar thin slice, 3 concrete, 4 distributed continuous strain measuring points, 5 polyester materials, 6 anticorrosive coats, 7 load nut, 8 corrosion monitoring faces
Embodiment
For making the object, technical solutions and advantages of the present invention clearly understand, below in conjunction with the drawings and specific embodiments, the present invention is described in more detail.
Monitoring method of the present invention is that in distributing bar corrosion sensor, reinforcing bar thin slice is in plane stress state, reserved thin slice side is as corrosion monitoring face, once regional area generation corrosion on corrosion monitoring face, this areas adjacent forms stress raisers, reinforcing bar initial corrosion time, rusting rate, corrosion degree monitoring, the simultaneously monitoring of feasible region concrete stress state is realized according to differing heights continuous print strain measuring point on reinforcing bar thin slice.
Embodiment 1
Steel bar corrosion sensor construction of the present invention as shown in Figure 1, wherein material identical with Reinforcement in xoncrete structure is taked at middle part reinforcing bar thin slice (2), on reinforcing bar thin slice (2) cross section, middle part, differing heights place arranges and strains measuring point (4) (Fig. 1 b continuously, shown in Fig. 1 c and Fig. 1 d), continuous strain measuring point (4) adopts high spatial resolution distribution type fiber-optic, differing heights place, reinforcing bar thin slice cross section is pasted onto by high-performance glue, be connected with corresponding (FBG) demodulator by Transmission Fibers, high spatial resolution distribution type fiber-optic can monitor the mean strain on length direction on (shown in Fig. 1 c) every mm length continuously, reserved one section of optical fiber near loading nut not with steel wire sheet adhering (not being out of shape together with thin slice), for monitor temperature go forward side by side trip temperature compensate (hereafter monitor strain be compensate after strain), carry out encapsulating its three surfaces with polyester material, only retain an end face as corrosion monitoring face (8) (as shown in Figure 1 b), carry out prestress by bolts at two ends to reinforcing bar to load and anchoring, by straining measuring point monitoring actual loaded stress continuously, reinforcing bar thin slice (2) forms plane stress state.Before concreting by this Plant arrangement at steel bar corrosion position to be monitored; or be in concrete cover different depth place; corrosion monitoring is facing to concrete cover side, and after concreting solidification, reinforced steel bar erosion monitoring device and concrete form entirety, itself and concrete common eigenvector.When deforming under the effect of structure outer load, the strain increment on high spatial resolution distribution type fiber-optic is actual concrete strain, the stress state of the concrete reality that can convert according to modulus of elasticity of concrete.Because reinforcing bar thin slice three faces are subject to the protection of polyester material, although cross section, corrosion monitoring face contacts with concrete, but contact area is less, do not consider concrete cohesive action, once local corrosion occurs in corrosion monitoring face in structure military service process, corrosion region, reinforcing bar thin slice local forms stress and concentrates, local train is undergone mutation, near high spatial resolution distribution type fiber-optic and this region common eigenvector of this position, therefore strain signal is undergone mutation, on the different cross section height of corrosion region, strain variation is different, strain variation the closer to corrosion region is larger, the strain variation that corrosion position does not occur same cross-sectional height is very little, can strain the change of measuring point Monitoring Data continuously according to reinforcing bar thin slice different cross section At The Height adopts corresponding calculation procedure to calculate the concrete reinforcing steel initial corrosion time, rusting rate and corrosion degree.On non-corrosion area different cross section, high spatial resolution distributive fiber optic strain measuring point can continue to monitor the concrete stress state in this region.Realize different depth place extent of steel corrosion in concrete and bury monitoring and the corrosion risk assessment of regional stress state underground.
Embodiment 2: structure of the present invention as shown in Figure 1, wherein material identical with Reinforcement in xoncrete structure is taked at middle part reinforcing bar thin slice (2), on the reinforcing bar thin slice of middle part, differing heights place arranges and strains measuring point (4) (Fig. 1 b continuously, shown in Fig. 1 c and Fig. 1 d), continuous strain measuring point (4) adopts chain type foil gauge group (as HBM KY11-1/120), 10 are had to measure sheet in each chain type foil gauge group, 1 temperature compensation sheet is used for temperature compensation (hereafter monitor after strain is compensation and strain), the long 0.6mm of single strain sheet grating, adjacent foil gauge centre distance 1mm, reinforcing bar thin slice different cross section At The Height is pasted onto by high-performance glue, foil gauge passes through solder terminal, wire is connected with strainmeter, chain type foil gauge group can monitor the mean strain of (shown in Fig. 1 c and Fig. 1 d) each measuring point on length direction continuously, measuring point spacing 1mm, carry out encapsulating its three surfaces with polyester material, only retain an end face as corrosion monitoring face (8) (as shown in Figure 1 b), carry out prestress by bolts at two ends to reinforcing bar to load and anchoring, by straining measuring point monitoring actual loaded stress continuously, reinforcing bar thin slice forms plane stress state.Before concreting by this Plant arrangement at corrosion position to be monitored; or be in concrete cover different depth place; corrosion monitoring is facing to concrete cover side, and after concreting solidification, reinforced steel bar erosion monitoring device and concrete form entirety, itself and concrete common eigenvector.When structure deforms under load action, the strain increment in chain type foil gauge group is actual concrete strain, the stress state of the concrete reality that can convert according to modulus of elasticity of concrete.Because reinforcing bar thin slice three faces are subject to the protection of polyester material, although cross section, corrosion monitoring face contacts with concrete, but contact area is less, do not consider concrete cohesive action, once local corrosion occurs in corrosion monitoring face in structure military service process, corrosion region, reinforcing bar thin slice local forms stress and concentrates, local train is undergone mutation, near chain type foil gauge group and this region common eigenvector of this position, therefore strain signal is undergone mutation, on the steel wire thin slice different cross section height of corrosion region, strain variation is different, strain variation the closer to corrosion region is larger, the strain variation that corrosion position does not occur same cross-sectional height is very little, can strain the change of measuring point Monitoring Data continuously according to reinforcing bar thin slice different cross section At The Height adopts corresponding calculation procedure to calculate the concrete reinforcing steel initial corrosion time, rusting rate and corrosion degree.Non-corrosion area different cross section upper chain type foil gauge group strain measuring point can continue to monitor the concrete stress state in this region.Realize different depth place extent of steel corrosion in concrete and bury monitoring and the corrosion risk assessment of regional stress state underground.
The monitoring effect of patent of the present invention is described with an instantiation, reinforcing bar sheet length is 80mm, depth of section 16mm, set up two dimensional surface stress state computation model, after structural initial pre stress applies, on reinforcing bar thin slice, stretching strain is 1000 μ ε, assuming that local corrosion occurs in the middle part of reinforcing bar thin slice, pit is elliptical shape, the dark 0.1mm of pit, the long 0.2mm of pit.Result of calculation shows: only undergo mutation in corrosion local train.
Stretching strain 200 μ ε is caused without external loads and external loads, extract during corrosion penetration 0.1mm apart from corrosion monitoring identity distance from being 0.5mm, on 1mm and 8mm, the monitoring result of strain measuring point (extracts the result of calculation of the mean strain in 1mm length continuously, consider and strain continuous measuring point monitor obtain straining consistent, certain difference is strained with accurate extraction on each point, the actual mean strain can only monitored within the scope of tiny length), when device is with concrete common eigenvector, stretching strain increases by 200 μ ε, result shows, increase by the 200 μ ε that should alter an agreement of measuring point on uncorroded cross section, therefore the method can monitor the strain regime (stress state) of concrete local.At initial stretch-draw 1000 μ ε and when being out of shape without imposed load, under the dark oval pit effect of 0.1mm, monitor the peak strain obtained during distance corrosion monitoring face 0.5mm and reach 1041 μ ε; At initial stretch-draw 1000 μ ε, when causing 200 μ ε to change by external loads, monitor the peak strain obtained during distance corrosion monitoring face 0.5mm and reach 1250 μ ε, the stress concentration phenomenon that now corrosion causes is more obvious, concentrates still can monitoring with concrete common eigenvector the stress that corrosion causes simultaneously.Along with arriving corrosion monitoring identity distance from difference, identical corrosion causes continuously the strain figures on strain measuring point also not identical, measuring point is strained continuously less by the impact of corrosion away from corrosion monitoring face, and more responsive the closer to the monitoring of strain measuring point to corrosion small on corrosion monitoring face of corrosion monitoring face.This method can be monitored and be obtained corrosion time of preliminary examination, corrosion degree, also can monitor the concrete stress state in this region.Along with pitting penetration development, the strain sudden change strained continuously the closer to corrosion region on measuring point is more obvious, and peak strain constantly increases.
Above-described specific embodiment; further detailed description has been carried out to object of the present invention, technical scheme and beneficial effect; be understood that; the foregoing is only specific embodiments of the invention; be not limited to the present invention; within the spirit and principles in the present invention all, any amendment made, equivalent replacement, improvement etc., all should be included within protection scope of the present invention.
Claims (6)
1. steel bar corrosion and stress state in-situ monitoring device in a reinforced concrete structure, described device is by structure prestress self equilibrium systems, the reinforcing bar thin slice of material identical with concrete reinforcing steel to be applied after structural initial pre stress among embedded concrete structure, with concrete co-operation, it is characterized in that, described prestress self equilibrium systems comprises framework (1), middle part reinforcing bar thin slice (2), concrete (3), distributed continuous strain measuring point (4), polyester material (5), anticorrosive coat (6), load nut (7) and corrosion monitoring face (8), wherein, described middle part reinforcing bar thin slice (2) is arranged in framework (1) by loading nut (7), by the loading nut (7) at two ends prestress loading carried out to middle part reinforcing bar thin slice (2) and utilize described concrete (3) anchoring, three surfaces of described middle part reinforcing bar thin slice (2) utilize polyester material (5) to encapsulate, 4th end face, as corrosion monitoring face (8), reinforcing bar thin slice (2) cross section arranges distributed continuous strain measuring point (4) apart from described corrosion monitoring face (8) differing heights place.
2. monitoring device according to claim 1, is characterized in that, it is high spatial resolution distribution type fiber-optic that reinforcing bar thin slice (2) cross section arranges distributed continuous strain measuring point (4) apart from described corrosion monitoring face (8) differing heights place.
3. monitoring device according to claim 2, it is characterized in that, described high spatial resolution distribution type fiber-optic to be pasted onto on reinforcing bar thin slice (2) cross section apart from described corrosion monitoring face (8) differing heights place by high-performance glue, is connected with corresponding (FBG) demodulator by Transmission Fibers.
4. monitoring device according to claim 3, is characterized in that, described distributed continuous strain measuring point (4) is upper does not paste with reinforcing bar thin slice (2) near loading the reserved one section of optical fiber in nut (7) place, to go forward side by side trip temperature compensation for monitor temperature.
5. monitoring device according to claim 1, is characterized in that, described continuous strain measuring point (4) adopts chain type foil gauge group, has 10 strain measurement sheets and 1 temperature compensation sheet for temperature compensation in described each chain type foil gauge group.
6. monitoring device according to claim 5, it is characterized in that, the long 0.6mm of described chain type strain sheet grating, adjacent foil gauge centre distance 1mm, be pasted onto on reinforcing bar thin slice (2) cross section apart from described corrosion monitoring face (8) differing heights place by high-performance glue, foil gauge group is connected with corresponding strainmeter with wire by solder terminal, can monitor the mean strain of each measuring point on length direction continuously.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104198366A (en) * | 2014-09-01 | 2014-12-10 | 北京科技大学 | Method for monitoring corrosion of steel strand of post-tensioned prestressed concrete structure |
| CN104729982A (en) * | 2015-04-10 | 2015-06-24 | 北京科技大学 | Method of monitoring rusting risk of reinforcement in concrete in situ |
| CN105891099A (en) * | 2016-06-16 | 2016-08-24 | 天津大学 | Experimental method and device for welding joint force-corrosion coupling test |
| CN111982169A (en) * | 2020-08-07 | 2020-11-24 | 苏州南智传感科技有限公司 | Quasi-distributed FBG sensor for simultaneously measuring humidity and temperature |
-
2014
- 2014-09-01 CN CN201420499967.4U patent/CN204116193U/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104198366A (en) * | 2014-09-01 | 2014-12-10 | 北京科技大学 | Method for monitoring corrosion of steel strand of post-tensioned prestressed concrete structure |
| CN104198366B (en) * | 2014-09-01 | 2016-12-07 | 北京科技大学 | A kind of post-tensioned concrete structure steel strand wires corrosion monitoring method |
| CN104729982A (en) * | 2015-04-10 | 2015-06-24 | 北京科技大学 | Method of monitoring rusting risk of reinforcement in concrete in situ |
| CN104729982B (en) * | 2015-04-10 | 2017-05-10 | 北京科技大学 | Method of monitoring rusting risk of reinforcement in concrete in situ |
| CN105891099A (en) * | 2016-06-16 | 2016-08-24 | 天津大学 | Experimental method and device for welding joint force-corrosion coupling test |
| CN105891099B (en) * | 2016-06-16 | 2018-08-31 | 天津大学 | Experimental method and device for welding joint force-corrosion coupling test |
| CN111982169A (en) * | 2020-08-07 | 2020-11-24 | 苏州南智传感科技有限公司 | Quasi-distributed FBG sensor for simultaneously measuring humidity and temperature |
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