CN107843203A - The implementation method of base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor - Google Patents
The implementation method of base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor Download PDFInfo
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- CN107843203A CN107843203A CN201710955819.7A CN201710955819A CN107843203A CN 107843203 A CN107843203 A CN 107843203A CN 201710955819 A CN201710955819 A CN 201710955819A CN 107843203 A CN107843203 A CN 107843203A
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- G—PHYSICS
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- G01B—MEASURING LENGTH, THICKNESS OR SIMILAR LINEAR DIMENSIONS; MEASURING ANGLES; MEASURING AREAS; MEASURING IRREGULARITIES OF SURFACES OR CONTOURS
- G01B11/00—Measuring arrangements characterised by the use of optical techniques
- G01B11/16—Measuring arrangements characterised by the use of optical techniques for measuring the deformation in a solid, e.g. optical strain gauge
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Abstract
The present invention provides a kind of implementation method of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor, it is related to fibre optical sensor in going along with sb. to guard him the layout scheme in supporting construction, go along with sb. to guard him the overall deformation force analysis of supporting construction, generate Strain Distribution cloud atlas, the light wave molecule of optical fiber and the frequency change of the backward Brillouin scattering light of scatter incident light formation are relied on to strain, temperature sensitive properties and BOTDA sensing advantages, have benefited from the accurate of fibre optical sensor, it is stable, monitoring advantage in real time, the monitoring network by the fiber arrangement on component into three-dimensional can be passed through, and then to going along with sb. to guard him the comprehensive three-dimensional deformation of the progress such as supporting member in base pit engineering, stress monitors, real-time monitoring data imports the Strain Distribution cloud atlas of surfer generating structures, it is the monitoring measurement method for visualizing three-dimensional.
Description
Technical field
The invention belongs to Geotechnical Engineering, base pit engineering monitoring technical field, and distribution type fiber-optic is based on more particularly, to one kind
The implementation method of the base pit engineering three-dimensional monitoring network of sensor.
Background technology
The stabilization of deep basal pit itself and its influence to Adjacent Buildings in excavation and support processes are in base pit engineering
Important topic.It is evaluation base pit stability and the deformation monitoring work of base pit engineering runs through each stage before, during and after engineering construction
Worked with necessity to surrounding buildingses influence degree.At present, frequently with deformation monitoring means include spirit level and inclinometer
Deng, but because the more caused accidental error of human factor is larger, scattered data point is difficult to truly reflect that structure integrally becomes
Shape, belong to point type monitoring, it is more, single that current monitoring technology is confined to the single monitoring for going along with sb. to guard him structures, manual operation mostly
Point monitors, without the system monitored in real time with feedback.The requirement of raising and information-aided construction however as detection requirement, it is a kind of
Can comprehensively three-dimensional reflection base pit engineering from constructing to the application of the method for the overall process monitoring network of completion when being extremely urgent
's.
The content of the invention
The invention aims to overcome above-mentioned technological deficiency, there is provided a kind of foundation ditch based on distributed fiberoptic sensor
The implementation method of engineering three-dimensional monitoring network, the entirety of three-dimensional can be carried out to the deformation of base pit engineering fender member
Assess.
Need technical scheme to be protected：
First, design method principle：
A kind of implementation method of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor, its feature exist
In being summarised as：Fibre optical sensor implantation diaphram wall is internally formed overall sensing network, fibre optical sensor is laid in
Support surface form sensing network so that optical fiber can with the common compatible deformation of fender member, when fender member with soil phase
Deformed in interaction, this change is perceived by optical fiber to be reflected on the frequency shift value of Brillouin scattering；Should by BOTDA
Become (FBG) demodulator solution and translate strain；Inserted by calculating deformation of the fender member at monitoring location, and using kriging methods
It is worth the diverse location of fender member, the deformation result on different directions, obtains fender member overall deformation comprehensively；And
Surfer generation 3-dimensional image cloud atlas is imported, three-dimensionally reacts the deformation state of fender member.
The data acquisition hardware that this method is related to is BOTDA fibre optical sensors, BOTDA fibre strains (FBG) demodulator and calculating
Machine and its interface.Described BOTDA fibre optical sensors, the fibre optical sensor have the change for perceiving strain and temperature and are reflected in
Ability on frequency shift value.The BOTDA fibre strains (FBG) demodulator can be sampled to incident light frequency obtains frequency shift value, and leads to
Cross interface and be transferred to the strain value changes that machine solution is translated into optical fiber.Hardware has all been prior art in itself.
2nd, implementation steps：
The present invention provides a kind of implementation method of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor,
It is characterised in that it includes following steps：
Step (1), grinding process and the preparation of material are carried out to steel reinforcement cage and support.
Step (2), in the steel reinforcement cage of diaphram wall, lay the sensor fibre of monitoring strain and as temperature-compensating
Sensor fibre, distribution method use internal implantation, are laid mainly for two faces of the steel reinforcement cage toward and away from foundation ditch region
Sensor fibre, and network structure is laid on the two faces, form steel reinforcement cage-vertical Fibre Optical Sensor-ring Fibre Optical Sensor
Sensing network.Specifically, the method that steel reinforcement cage sensing network is formed in this step (2) is as follows：
Step (2.1), using the biography of Full connected improving bud grafting stationary monitoring strain on the vertical and circumferential reinforcement of steel reinforcement cage
Photosensitive fibre.To vertical and circumferential reinforcement using sensor fibre of the dot-dividing type improving bud grafting arrangement as temperature-compensating.Described work
For the sensor fibre of temperature-compensating, it is mainly used in the error that sensor fibre caused by eliminating temperature change reads data.
Step (2.2), transfer steel reinforcement cage.
Step (2.3), concrete perfusion is into wall.
Step (3), in the support of foundation ditch, lay the sensor fibre of monitoring strain and the sense light as temperature-compensating
Fibre, laying use surface mount method, lay sensor fibre everywhere up and down mainly for support axial surface, form wire
Structure, form support sensing network.Specifically, using the strain of Full connected improving bud grafting stationary monitoring on support surface axial direction
Sensor fibre.The sensor fibre of temperature-compensating is used as by the use of dot-dividing type improving bud grafting arrangement.
Step (4), the strain for loading data into obtain monitoring body using BOTDA fibre strains (FBG) demodulator and computer become
Change, carrying out the vertical and lateral displacement of each opening position of diaphram wall steel reinforcement cage according to the strain result of gained calculates (first
Part), the deformation calculation (Part II) of support, data correction it is unified (Part III).
Part I, considers the overall rigidity of diaphram wall, and wall can occur bending and deformation under soil pressure effect, produce
The compression on vertical and lateral displacement amount of deflection are given birth to.It is each that diaphram wall steel reinforcement cage is carried out according to the strain result of gained
The vertical and lateral displacement of individual opening position calculates, and detailed process is：
Step (4.1) eliminates the influence that temperature band is come after Monitoring Data is obtained, it is necessary to carry out temperature-compensating and handle, total
It is as follows to handle formula：ε=εa-εb(1), wherein ε is the actual strain value that obtains on monitoring point, εaTo play monitoring effects of strain
The strain data obtained on sensor fibre, εbTo play the strain data obtained on the sensor fibre of temperature compensation function.
After step (4.2) diaphram wall stress it is caused it is vertical on compression w1 be：On steel reinforcement cage monitoring point it
Between stress bending after produce angle cosine can obtain：The angle that wherein θ is rotated between monitoring point,
Cos θ are the cosine value of the angle, and c is the distance between two monitoring points before steel reinforcement cage deforms, and ε is the reality obtained on monitoring point
Strain value (needs to first pass through formula (1) calculating, eliminating error influences)；Obtain rotational angle on each position of steel reinforcement cage
Afterwards, the vertical compression size at certain monitoring location is：Wherein y is certain monitoring point
The vertical compress variation of opening position, ε are the actual strain value obtained on monitoring point.Finally, diaphram wall steel reinforcement cage stress
Afterwards it is caused it is vertical on compression w1 by summation can obtain：Wherein i is the mark of monitoring point
Number, n be monitoring point total quantity, ciFor the distance between corresponding label monitoring point, εiActual strain for ground wall towards the monitoring in face
Value.
The lateral deflection w2 as caused by flexural deformation is after step (4.3) diaphram wall stress：First, the steel of ground-connecting-wall
Toward and away from the effect of being stressed of two faces of foundation ditch to foundation ditch sidesway occurs for muscle cage, forms two sections of circular arcs, the reality of generation
The size of strain is respectively ε1、ε2(needing to first pass through formula (1) calculating, eliminating error influences), the angle angle of this two sections of circular arcs
Φ can be in the hope of： L is arc radius length, and b is that monitoring point is included into selection
One section of wall length, a are wall thickness.L expression formula can be obtained by formula (3) abbreviation： Its
It is secondary, because amount of deflection should be when the length of arc radius after deformation subtracts initial not deformed side wall to identical circle caused by self-deformation
The length of the heart, therefore, lateral deflection w2 is caused by final flexural deformation：
(5), wherein w2For diaphram wall steel reinforcement cage lateral deflection size, b is that monitoring point is included to the one of selection
Section wall length, a is wall thickness；ε1、ε2Respectively actual monitoring strain value of the wall toward and away from two faces of foundation ditch.
Part II, the deformation of support and Force Calculation:
Step (4.4), consider that the deformation on axial direction only occurs for support, without bias-pressure phenomenon：Deform s=ε3·L2(6), s is
The upward deformation of support shaft, ε3For the upward actual strain of support shaft, L2For the length of support.
Step (4.5), consider that support is biased, component is bent and moment of flexure：Moment of flexure
M is moment of flexure caused by support bends, and D is the diameter of support, and E is the modulus of elasticity of support, ε3、ε4To support the reality of upper symmetric points
Border strains, IzFor supporting section the moment of inertia.Deflection deformation：WhereinFor the flexure size of support, E is the modulus of elasticity of support, IzFor supporting section the moment of inertia, M (x) is section turn moment, and x is will
Monitoring point is included one section of bearing length of selection, C1、C2For the constant value in integral operation.
The actual strain ε in step (4.4), step (4.5)3、ε4It is required to first pass through formula (1) calculating, eliminates error shadow
Ring.
Part III, data correction are unified：
Compression data correction on step (4.6) steel reinforcement cage is vertical：
Due to the error of Monitoring Data and computational methods influence, complete steel reinforcement cage it is vertical on compression calculate
Afterwards, it is necessary to face, deformation of the arrangement spirit level monitoring diaphram wall on vertical, and accordingly on the basis of diaphram wall top surface
W1 is corrected so that both numerically unify, and reach the correct assessment of upper compression vertical to diaphram wall.
The lateral deflection of step (4.7) steel reinforcement cage and the deformation data amendment of support：
After the deformation for being respectively completed steel reinforcement cage lateral deflection and support calculates, due to the influence of measurement error, both
Size may and differ, therefore need the data that are obtained to both monitoring calculations to be modified unification, elimination data error band
The influence come, so as to which the deformation of diaphram wall and support as overall fender member can be obtained.
The difference of diaphram wall and support monitoring deformation values：
Δ δ=| w2-s|
Δ δ is divided equally and substitutes into ground-connecting-wall steel reinforcement cage, the Monitoring Data of support：
The deformation amendment of diaphram wall steel reinforcement cage：
The deformation amendment of support：
Wherein, w '2, s ' be respectively revised diaphram wall lateral deflection, support deformation results.
Diaphram wall, the deformation results w ' of support obtained after being modified2, s ' numerical values reciteds be identical, it is ensured that
The deformation of diaphram wall and support is continuous, and the Monitoring Data of the two is be combined with each other, that an entirety can be used as is anti-
Mirror the deformation of fender member.
Step (5), deformation on fender member on each monitoring point is obtained, after stress size, using kriging interpolation methods
Obtain the deformation stressing conditions between upper each monitoring point along sensor fibre.Specifically, kriging interpolation in the step (5)
Method calculates：Z(sj) for the given value of j-th position, λjFor the unknown weight of j-th of position,
s0To need certain position of interpolation calculation, N is the quantity of known location point.Before known to the deformation data of fender member monitoring point
Put, by the processing of kriging interpolation methods, the white space that is not monitored between the monitoring point for making to lay in structure
The data of deformation are obtained.So, comprehensive overall deformation of fender member all directions, each opening position has just been obtained,
Basis as generation 3-dimensional image deformation map.
Step (6), the deformation situation on along fender member is obtained based on kriging interpolation methods, utilizes surfer's
Images outputting function generates 3-dimensional image cloud atlas, reaches monitoring real time implementation and visual effect.
Beneficial effect
The invention provides a kind of realization side of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor
Method, by fibre optical sensor be implanted into diaphram wall be internally formed overall sensing network, be laid in support surface form Sensor Network
Network, enable optical fiber and the common compatible deformation of fender member, when fender member with soil interaction in deform, it is this
Change is perceived by optical fiber and is reflected on the frequency shift value of Brillouin scattering, and being translated by BOTDA fibre strain (FBG) demodulator solutions should
Become and calculate, interpolation goes out the diverse location of fender member, the overall deformation stress result on different directions, and import surfer life
Into the deformation state of 3-dimensional image cloud atlas, three-dimensionally reaction fender member.Compared with traditional pit retaining monitoring method, this method prison
Stabilization is surveyed, realizes the drawbacks of distributed monitoring avoids conventional port monitoring, monitoring network is formed and realizes comprehensive, real-time prison
Control, while reduce manual operation and improve monitoring accuracy, relying on displacement cloud atlas realizes dynamic, visual control, reaches
The requirement of information-aided construction, can be widely applied for the purpose monitoring of all kinds of base pit engineerings.
The innovation of this method, which is embodied in, is different from traditional support, the strain monitoring scheme of diaphram wall, both
Strain no longer individually separately consider, but by strain unify data correction after obtained support, diaphram wall be used as it is whole
The deformation of body enclosed structure, and being capable of real-time inspection and control by the deformation of cloud map generalization structure.This method
Suitable for Geotechnical Engineering monitoring technical field, engineering abnormal is can recognize that, the overall process dynamic and visual monitoring of risk is carried out, reaches
The requirement of information-aided construction.
Brief description of the drawings
Fig. 1 is the implementing procedure figure of the present invention (numeral is the step sequence number in embodiment in figure)
Fig. 2 is the monitoring network layout scheme schematic diagram of diaphram wall of the present invention
Fig. 3 is the arrangement detail drawing of sensor fibre on diaphram wall steel reinforcement cage of the present invention
Fig. 4 is the monitoring network layout scheme schematic diagram that the present invention supports
Fig. 5 is the arrangement detail drawing of the upper sensor fibre of present invention support；
Fig. 6 is the 3-dimensional image cloud atlas schematic diagram of the Monitoring Data generation of the present invention.
Description of reference numerals：
1 steel reinforcement cage,
2 foundation ditches,
The vertical cage bars of 3-1
3-2 ring stirrups
4 sensor fibres (are used to monitor strain),
5 sensor fibres (are used for temperature-compensating),
6 supports,
7 improving bud graftings,
8BOTDA fibre strain (FBG) demodulators,
9 computers,
10 ground levels,
11 ring flanges.
Embodiment
The present invention is described in detail with specific embodiment below in conjunction with the accompanying drawings.
Embodiment
The present invention provides a kind of implementation method of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor.
(the step flow of implementation is as shown in figure 1, wherein number designation is sequence of steps)
(1) before the steel reinforcement cage 1 of diaphram walls is transferred, grinding process is carried out to reinforcing bar, removes the sharp portion on its surface
Point, it is ensured that unnecessary damage is reduced to optical fiber jacket.
(2) lays the sensor fibre 4 of monitoring strain and the biography as temperature-compensating in the steel reinforcement cage 1 of diaphram wall
Photosensitive fine 5, the arrangement of sensor fibre 4,5 uses internal implantation, mainly for steel reinforcement cage 1 toward and away from foundation ditch region two
Sensor fibre 4,5 is laid in individual face, and sensor fibre 4,5 is laid to net on two faces of the steel reinforcement cage 1 toward and away from foundation ditch region
Shape structure, form the vertical Fibre Optical Sensors 4 of steel reinforcement cage 1-, the sensing network of 5- rings Fibre Optical Sensor 4,5 (is supervised referring to Fig. 2 entirety
Survey arrangement).
Specifically, the laying method of sensor fibre 4,5 is in the step (2)：
(2.1) sensor fibre 4,5, laying are fixed using the improving bud grafting 7 of Full connected on the vertical cage bar 3-1 of steel reinforcement cage 1
The preceding sensor fibre 4 to monitoring deformation carries out prestretching processing, first fixes the top of sensor fibre 4 and steel reinforcement cage 1 during laying, adopts
It is firm to be bonded from top to bottom along vertical cage bar 3-1 with flexible adhesion agent epoxy resin, then banding fixed is in vertical cage bar 3-1
On, pay attention to being arranged symmetrically toward and away from two faces of foundation ditch.The improving bud grafting 7 of prestretching Full connected ensure that sensor fibre 4 with
Reinforcing bar is brought into close contact, it is ensured that the compatible deformation between sensor fibre 4 and reinforcing bar.Meanwhile on the vertical cage bar 3-1 of same root
A piece sensor fibre 5 without prestretching for being cased with plastic pipe (for example, it may be PVC) is arranged using branch mode, should
Sensor fibre is fixed on vertical cage bar 3-1 with improving bud grafting 7.
Sensor fibre 4 is fixed using the improving bud grafting 7 of Full connected on the ring stirrup 3-2 of steel reinforcement cage 1, to monitoring before laying
The sensor fibre 4 of deformation carries out prestretching processing, first by sensor fibre 4 in vertical the cage bar 3-1 and ring of the one end of steel reinforcement cage 1 during laying
Fixed to stirrup 3-2 joints, it is firm along ring stirrup 3-2 bondings using flexible adhesion agent epoxy resin ring, then colligation
It is fixed.Pay attention to being arranged symmetrically toward and away from two faces of foundation ditch, it is ensured that common eigenvector.Equally, also ring stirrup 3-2 is used
Dot-dividing type improving bud grafting 7 arranges a sensor fibre 5 without prestretching for having plastic pipe (for example, it may be PVC).Institute
State without prestretching, banding fixed, component of the sensor fibre 5 mainly as temperature-compensating for being cased with plastic pipe, eliminate temperature
Change the influence to monitoring strain sensing optical fiber 4.The arrangement detail drawing of sensor fibre 4,5 is shown in figure on diaphram wall steel reinforcement cage 1
3。
(2.2) lower section steel reinforcement cage 1.
(2.3) concrete perfusion is into wall.
(3) is synchronized with step (2), and sensor fibre 4,5 is laid in the support 6 of foundation ditch, supports sensor fibre 4,5 on 6
Arrangement uses surface mount method, lays sensor fibre 4,5 everywhere up and down mainly on 6 surface axial directions of support, is formed
The structure of wire, form support sensing network (referring to Fig. 4 whole monitoring arrangement).Specifically, support on 6 surface axial directions
Using the optical fiber improving bud grafting 7 of Full connected, the sensor fibre 4 that prestretching treats axially symmetrically is used along 6 surfaces of support
Epoxy resin stickup arrangement is firm, then banding fixed.Similarly, arrange that is cased with a plastic pipe with the mode of branch colligation
(for example, it may be PVC), the sensor fibre 5 without prestretching processing are used as temperature-compensating, support the cloth of sensor fibre 4,5 on 6
Put detail drawing and see Fig. 5.
(4) access of the lead of steel reinforcement cage 1 and the sensor fibre of support 6 had into the sensor fibre 4,5 of sleeve pipe as data
Span line, load data into obtain the strain variation of monitoring body using BOTDA fibre strains (FBG) demodulator 8 and computer 9, according to
The strain result of gained carry out the vertical and lateral displacement calculating (Part I) of diaphram wall 1 each opening position of steel reinforcement cage,
The deformation calculation (Part II) of support 6, data correction are unified (Part III), and the connection diagram of lead sees Fig. 2, Fig. 4.
Part I
Consider the overall rigidity of diaphram wall, wall can occur bending and deformation under soil pressure effect, generate vertical
On compression and lateral displacement amount of deflection.
(4.1), it is necessary to which carrying out temperature-compensating processing eliminates the influence that temperature band is come, total processing after Monitoring Data is obtained
Formula, it is as follows：
ε=εa-εb (1)
Wherein, ε is the actual strain value that obtains on monitoring point, εaTo play what is obtained on the sensor fibre of monitoring effects of strain
Strain data, εbTo play the strain data obtained on the sensor fibre of temperature compensation function.
Compression on diaphram wall is vertical calculates (step (4.2)), diaphram wall lateral displacement deflectometer
Calculate in (step (4.3)), actual strain value ε carries out data processing using being preceding required to first pass through formula (1).
(4.2) after diaphram wall stress it is caused it is vertical on compression w1 be：
Producing the cosine of angle on steel reinforcement cage 1 between monitoring point after stress bending can obtain：
Wherein, the angle that θ is rotated between monitoring point, cos θ are the cosine value of the angle, and c is that steel reinforcement cage 1 deforms preceding two
The distance between monitoring point, ε are that the actual strain value obtained on monitoring point (needs to first pass through formula (1) calculating, eliminates error shadow
Ring)
Obtain on each position of steel reinforcement cage 1 after rotational angle, the vertical compression size at certain monitoring location
As：
Wherein, y is the vertical compress variation at certain monitoring location, and ε is the actual strain value obtained on monitoring point.
After the stress of diaphram wall steel reinforcement cage 1 it is caused it is vertical on compression w1 by summation can obtain：
Wherein, i be monitoring point label, n be monitoring point total quantity, ci、εiAs correspond between label monitoring point away from
From, monitoring actual strain value.
(4.3) the lateral deflection w2 as caused by flexural deformation is after diaphram wall stress：
First, toward and away from the effect of being stressed of two faces of foundation ditch to foundation ditch sidesway occurs for the steel reinforcement cage 1 of ground-connecting-wall,
Two sections of circular arcs are formed, the size of the actual strain of generation is respectively ε1、ε2(need to first pass through formula (1) calculating, eliminate error shadow
Ring), the angle angle, φ of this two sections of circular arcs can be in the hope of：
L is arc radius length, and b is one section of wall length that monitoring point is included to selection, and a is wall thickness.
L expression formula can be obtained by formula (3) abbreviation：
Secondly as side when the length that amount of deflection caused by self-deformation should be arc radius after deforming subtracts initial not deformed
Length of the wall to phase concentric：
Therefore, lateral deflection w2 is caused by flexural deformation：
w2For lateral deflection size, ε1、ε2Respectively wall strains toward and away from the actual monitoring in two faces of foundation ditch.
Part II
The deformation of support 6 and Force Calculation, including step (4.4), (4.5)：
The actual strain ε in step (4.4), (4.5)3、ε4It is required to first pass through formula (1) calculating, eliminating error influences.
(4.4) 6 deformations occurred on axial direction of support are considered, without bias-pressure phenomenon：
Deformation：S=ε3·L2 (6)
S is to support the deformation on 6 axial directions, ε3For the actual strain on 6 axial directions of support, L2For the length of support 6.
(4.5) consider that support 6 is biased, component is bent and moment of flexure：
Moment of flexure：
M for support 6 bending caused by moment of flexure, D be support 6 diameter, E be support 6 modulus of elasticity, ε3、ε4For support 6
The actual strain of upper symmetric points, IzTo support 6 cross sectional moment of inertias.
Deflection deformation：
For support 6 flexure size, E be support 6 modulus of elasticity, IzTo support 6 cross sectional moment of inertias, M (x) is section
Moment of flexure, x are that monitoring point is included to one section of bearing length of selection, C1、C2For the constant value in integral operation.
Part III data correction is unified
Compression data correction on steel reinforcement cage 1 is vertical includes step (4.6), the lateral deflection of steel reinforcement cage 1 and support 6
Deformation data amendment include step (4.7).
(4.6) due to the error of Monitoring Data and computational methods influence, complete steel reinforcement cage 1 it is vertical on compression
After calculating, it is necessary on the basis of diaphram wall top surface face, deformation of the arrangement spirit level monitoring diaphram wall on vertical, and
W1 is corrected accordingly so that both numerically unify, and reach the correct assessment of upper compression vertical to diaphram wall.
(4.7) after the deformation for being respectively completed the lateral deflection of steel reinforcement cage 1 and support 6 calculates, due to the shadow of measurement error
Ring, both sizes may and differ, therefore the data for needing to obtain both monitoring calculations are modified unification, eliminate data
The influence that error band comes, so as to which the deformation of diaphram wall and support as overall fender member can be obtained.
The difference of diaphram wall and support monitoring deformation values：
Δ δ=| w2-s|
Δ δ is divided equally and substitutes into ground-connecting-wall steel reinforcement cage 1, the Monitoring Data of support 6：
The deformation amendment of diaphram wall steel reinforcement cage 1：
The deformation amendment of support 6：
Wherein, w '2, s ' be respectively the revised lateral deflection of diaphram wall steel reinforcement cage 1, support 6 deformation results.
Diaphram wall steel reinforcement cage 1, the deformation results w ' of support 6 obtained after being modified2, s ' numerical values reciteds be identical
, it is ensured that diaphram wall steel reinforcement cage 1 and the deformation for supporting 6 are continuous, and the Monitoring Data of the two is be combined with each other can be with
Reflect the deformation of fender member as an entirety.
(5) obtain deformation on fender member on each monitoring point, after stress size, obtained using kriging interpolation methods
Deformation stressing conditions along sensor fibre 4 between upper each monitoring point.
Specifically, kriging interpolation calculations in the step 5：
Z(sj) for the given value of j-th position, λjFor the unknown weight of j-th of position, s0For need interpolation calculation certain
Position, N are the quantity of known location point.
Under the premise of known to the deformation data of fender member monitoring point, by the processing of kriging interpolation methods, make in structure
The white space not being monitored between the monitoring point of laying has also obtained the data of deformation.So, just enclosed
Component all directions, comprehensive overall deformation of each opening position are protected, the basis as generation 3-dimensional image deformation map.
(6) the deformation situation on along fender member is obtained based on kriging interpolation methods, it is defeated using surfer figure
Go out function generation 3-dimensional image cloud atlas, reach monitoring real time implementation and visual effect.As shown in Figure 6.
Foregoing description is only the description to present pre-ferred embodiments, is not any restriction to the scope of the invention.Appoint
Any change or modification what those skilled in the art makes according to the technology contents of the disclosure above should regard
For equivalent effective embodiment, the scope that technical solution of the present invention is protected is belonged to.
Claims (8)
- A kind of 1. implementation method of the base pit engineering three-dimensional monitoring network based on distributed fiberoptic sensor, it is characterised in that： Fibre optical sensor implantation diaphram wall is internally formed overall sensing network, fibre optical sensor is laid in support surface structure Into sensing network so that optical fiber can with the common compatible deformation of fender member, when fender member is sent out in the interaction with soil Changed shape, and this change is perceived by optical fiber to be reflected on the frequency shift value of Brillouin scattering；(FBG) demodulator solution is strained by BOTDA Translate strain；Go out to go along with sb. to guard him structure by calculating deformation of the fender member at monitoring location, and using kriging methods interpolation Deformation result on the diverse location of part, different directions, obtain fender member overall deformation comprehensively；And import surfer 3-dimensional image cloud atlas is generated, three-dimensionally reacts the deformation state of fender member.
- 2. the realization side of the base pit engineering three-dimensional monitoring network according to claim 1 based on distributed fiberoptic sensor Method, it is characterised in that：The implementation method comprises the following steps：(1) before the steel reinforcement cage decentralization of diaphram wall, grinding process is carried out to reinforcing bar, removes the sharp parts on its surface, it is ensured that Unnecessary damage is reduced to optical fiber jacket；(2) in the steel reinforcement cage of diaphram wall, the sensor fibre of monitoring strain and the sensor fibre as temperature-compensating are laid, Distribution method uses internal implantation, two faces laying sensor fibre for steel reinforcement cage toward and away from foundation ditch region, and Network structure is laid on the two faces, forms the sensing network of steel reinforcement cage-vertical Fibre Optical Sensor-ring Fibre Optical Sensor；(3) in the support of foundation ditch, the sensor fibre of monitoring strain and the sensor fibre as temperature-compensating is laid, lays and uses Surface mount method, the structure laid sensor fibre everywhere up and down, form wire for supporting axial surface, forms support Sensing network；(4) load data into obtain the strain variation of monitoring body using BOTDA fibre strains (FBG) demodulator and computer, according to gained Strain result carry out deformation calculation that the vertical and lateral displacement of each opening position of diaphram wall steel reinforcement cage calculates, supports, Data correction is unified；(5) obtain deformation on fender member on each monitoring point, after stress size, sensed using kriging interpolation methods Deformation stressing conditions along optical fiber between upper each monitoring point；(6) the deformation situation on along fender member is obtained based on kriging interpolation methods, utilizes surfer images outputting function 3-dimensional image cloud atlas is generated, reaches monitoring real time implementation and visual effect.
- 3. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (2), forming the process of steel reinforcement cage sensing network includes step：(2.1) using the sensor fibre of Full connected improving bud grafting stationary monitoring strain on the vertical and circumferential reinforcement of steel reinforcement cage；It is right Vertical and circumferential reinforcement arranges the sensor fibre as temperature-compensating using dot-dividing type improving bud grafting；It is described as temperature-compensating Sensor fibre, it is mainly used in the error that sensor fibre caused by eliminating temperature change reads data；(2.2) steel reinforcement cage is transferred；(2.3) concrete perfusion is into wall.
- 4. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (3), using the sensor fibre of Full connected improving bud grafting stationary monitoring strain, using branch Formula improving bud grafting arranges the sensor fibre as temperature-compensating.
- 5. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (4), each opening position of diaphram wall steel reinforcement cage is carried out according to the strain result of gained The process that vertical and lateral displacement calculates includes,(4.1) after Monitoring Data is obtained, carry out temperature-compensating processing and eliminate the influence that temperature band is come, processing formula is as follows：ε=εa-εb(1),Wherein, ε is the actual strain value that obtains on monitoring point, εaTo play the strain obtained on the sensor fibre of monitoring effects of strain Data, εbTo play the strain data obtained on the sensor fibre of temperature compensation function；(4.2) after diaphram wall stress it is caused it is vertical on compression w1：Producing the cosine of angle on steel reinforcement cage between monitoring point after stress bending can obtain：Wherein θ is prison The angle rotated between measuring point, cos θ are the cosine value of the angle, and c is the distance between two monitoring points before steel reinforcement cage deforms, and ε is The actual strain value (needing to first pass through formula (1) calculating, eliminating error influences) obtained on monitoring point；Obtain on each position of steel reinforcement cage after rotational angle, the vertical compression size at certain monitoring location is：Wherein y is the vertical compress variation at certain monitoring location, and ε is what is obtained on monitoring point Actual strain value；After diaphram wall steel reinforcement cage stress it is caused it is vertical on compression w1 by summation can obtain：<mrow> <msub> <mi>w</mi> <mn>1</mn> </msub> <mo>=</mo> <munderover> <mo>&Sigma;</mo> <mrow> <mi>i</mi> <mo>=</mo> <mn>1</mn> </mrow> <mi>n</mi> </munderover> <mfrac> <mrow> <msub> <mi>c</mi> <mi>i</mi> </msub> <mo>&CenterDot;</mo> <msub> <mi>&epsiv;</mi> <mi>i</mi> </msub> </mrow> <mrow> <msub> <mi>c</mi> <mi>i</mi> </msub> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mi>i</mi> </msub> </mrow> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>2</mn> <mo>)</mo> </mrow> <mo>,</mo> </mrow>Wherein, i be monitoring point label, n be monitoring point total quantity, ciFor the distance between corresponding label monitoring point, εiFor ground wall Towards the actual strain value of the monitoring in face；(4.3) after diaphram wall stress as caused by flexural deformation lateral deflection w2：Toward and away from the effect of being stressed of two faces of foundation ditch to foundation ditch sidesway occurs for the steel reinforcement cage of ground-connecting-wall, forms two sections of circles Arc, the size of the actual strain of generation is respectively ε1、ε2(needing to first pass through formula (1) calculating, eliminating error influences), this two sections The angle angle, φ of circular arc can be in the hope of：<mrow> <mi>&Phi;</mi> <mo>=</mo> <mfrac> <mrow> <msub> <mi>&epsiv;</mi> <mn>1</mn> </msub> <mo>+</mo> <mi>b</mi> </mrow> <mrow> <mi>a</mi> <mo>+</mo> <mn>1</mn> </mrow> </mfrac> <mo>=</mo> <mfrac> <mrow> <msub> <mi>&epsiv;</mi> <mn>2</mn> </msub> <mo>+</mo> <mi>b</mi> </mrow> <mn>1</mn> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>3</mn> <mo>)</mo> </mrow> <mo>,</mo> </mrow>L is arc radius length, and b is one section of wall length that monitoring point is included to selection, and a is wall thickness.By formula (3) abbreviation L expression formula can be obtained：<mrow> <mi>l</mi> <mo>=</mo> <mfrac> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>1</mn> </msub> <mo>-</mo> <mi>a</mi> <mo>&CenterDot;</mo> <mrow> <mo>(</mo> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>2</mn> </msub> <mo>)</mo> </mrow> </mrow> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>2</mn> </msub> </mrow> </mfrac> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>4</mn> <mo>)</mo> </mrow> <mo>;</mo> </mrow>Side wall is to phase concentric when the length that amount of deflection caused by self-deformation should be arc radius after deformation subtracts initial not deformed Length, thus, lateral deflection w2 is caused by final flexural deformation：<mrow> <msub> <mi>w</mi> <mn>2</mn> </msub> <mo>=</mo> <mi>l</mi> <mo>+</mo> <mi>a</mi> <mo>-</mo> <msqrt> <mrow> <msup> <mi>l</mi> <mn>2</mn> </msup> <mo>-</mo> <mfrac> <mn>1</mn> <mn>2</mn> </mfrac> <msup> <mi>b</mi> <mn>2</mn> </msup> </mrow> </msqrt> <mo>=</mo> <mfrac> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>1</mn> </msub> </mrow> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>2</mn> </msub> </mrow> </mfrac> <mo>-</mo> <msqrt> <mrow> <msup> <mrow> <mo>(</mo> <mfrac> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>1</mn> </msub> </mrow> <mrow> <mn>1</mn> <mo>+</mo> <msub> <mi>&epsiv;</mi> <mn>2</mn> </msub> </mrow> </mfrac> <mo>-</mo> <mi>a</mi> <mo>)</mo> </mrow> <mn>2</mn> </msup> <mo>-</mo> <mfrac> <mn>1</mn> <mn>4</mn> </mfrac> <mo>&CenterDot;</mo> <msup> <mi>b</mi> <mn>2</mn> </msup> </mrow> </msqrt> <mo>-</mo> <mo>-</mo> <mo>-</mo> <mrow> <mo>(</mo> <mn>5</mn> <mo>)</mo> </mrow> <mo>,</mo> </mrow>Wherein, w2For diaphram wall steel reinforcement cage lateral deflection size, b is that one section of wall that monitoring point is included to selection is grown Degree, a is wall thickness；ε1、ε2Respectively actual monitoring strain value of the wall toward and away from two faces of foundation ditch.
- 6. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (4), the deformation of support and Force Calculation process include,(4.4) consider that the deformation on axial direction only occurs for support, without bias-pressure phenomenon：Deform s=ε3·L2(6),Wherein, s is the upward deformation of support shaft, ε3For the upward actual strain of support shaft, L2For the length of support；(4.5) consider that support is biased, component is bent and moment of flexure：Moment of flexureM is moment of flexure caused by support bends, and D is the diameter of support, and E is the elasticity of support Modulus, ε3、ε4To support the actual strain of upper symmetric points, IzFor supporting section the moment of inertia；Deflection deformation：Wherein,For the flexure size of support, E is the modulus of elasticity of support, IzFor supporting section the moment of inertia, M (x) is that section is curved Square, x are that monitoring point is included to one section of bearing length of selection, C1、C2For the constant value in integral operation；The actual strain ε in step (4.4), step (4.5)3、ε4It is required to first pass through formula (1) calculating, eliminating error influences.
- 7. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (4), data correction uniformly includes,(4.6) steel reinforcement cage it is vertical on compression data correction：Due to the error of Monitoring Data and computational methods influence, complete steel reinforcement cage it is vertical on compression calculate after, with Face on the basis of diaphram wall top surface, deformation of the arrangement spirit level monitoring diaphram wall on vertical, and w1 is corrected accordingly, So that both numerically unify, reach the correct assessment of upper compression vertical to diaphram wall；(4.7) the deformation data amendment of the lateral deflection of steel reinforcement cage and support：After the deformation for being respectively completed steel reinforcement cage lateral deflection and support calculates, due to the influence of measurement error, both is big It is small to differ, the data that both monitoring calculations obtain need to be modified with unification, eliminate the influence that data error is brought, To obtain diaphram wall and support as the deformation of overall fender member；The difference of diaphram wall and support monitoring deformation values：Δ δ=| w2-s|Δ δ is divided equally and substitutes into ground-connecting-wall steel reinforcement cage, the Monitoring Data of support：The deformation amendment of diaphram wall steel reinforcement cage：The deformation amendment of support：Wherein, w '2, s ' be respectively revised diaphram wall lateral deflection, support deformation results；Diaphram wall, the deformation results w ' of support obtained after being modified2, s ' numerical values reciteds be identical, to ensure underground Diaphragm wall is continuous with the deformation supported, and the Monitoring Data of the two is be combined with each other can enclose as an entirety to reflect Protect the deformation of component.
- 8. the realization side of the base pit engineering three-dimensional monitoring network according to claim 2 based on distributed fiberoptic sensor Method, it is characterised in that：In the step (5), kriging interpolation calculation processes include：<mrow> <mover> <mi>Z</mi> <mo>^</mo> </mover> <mrow> <mo>(</mo> <msub> <mi>s</mi> <mn>0</mn> </msub> <mo>)</mo> </mrow> <mo>=</mo> <munderover> <mo>&Sigma;</mo> <mrow> <mi>j</mi> <mo>=</mo> <mn>1</mn> </mrow> <mi>N</mi> </munderover> <msub> <mi>&lambda;</mi> <mi>j</mi> </msub> <mo>&CenterDot;</mo> <mi>Z</mi> <mrow> <mo>(</mo> <msub> <mi>s</mi> <mi>j</mi> </msub> <mo>)</mo> </mrow> </mrow>Z(sj) for the given value of j-th position, λjFor the unknown weight of j-th of position, s0To need certain position of interpolation calculation, N is the quantity of known location point.
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