CN110375913B - Health monitoring method for non-pre-embedded structure of shield tunnel - Google Patents
Health monitoring method for non-pre-embedded structure of shield tunnel Download PDFInfo
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Abstract
A shield method tunnel non-pre-buried structure health monitoring method comprises the steps of measuring and calculating the change value of the segment arc surface length of a segment under different stress states aiming at a tunnel section with construction defects; aiming at the defect section, carrying out inversion analysis on the internal force based on the change value of the arc surface length of the segment to obtain a final internal force diagram; and judging whether the section has the necessity of long-term monitoring or not through an inversion analysis result, and pertinently installing a sensor element to carry out long-term monitoring on the structural stress state of the sensor element. From the long-term health of the structure, the fracture which is the most dangerous and needs to be monitored for the most time is usually the defect fracture such as damage, cracking, serious slab staggering and the like caused by various reasons in construction, and the positions of the defect fracture are difficult to predict due to the randomness of construction factors.
Description
Technical Field
The invention belongs to the field of tunnel engineering, and particularly relates to a health monitoring method for a non-pre-embedded structure of a shield tunnel.
Background
The shield tunnel has the advantages of high construction speed, environmental protection and economy, but the special structural form of the shield tunnel also has the remarkable characteristics of small integral rigidity and weak deformation resistance, diseases such as cracking, leakage, remarkable increase of transverse deformation, longitudinal uneven settlement and the like are easy to occur after the disturbance of peripheral strata, and various disease phenomena of the shield tunnel are frequently reported in recent years. Therefore, the shield tunnel health monitoring technology is gradually popularized and applied in a large number in the field, and the long-term monitoring on the stress condition of the structure is attempted to be realized so as to evaluate the safety state of the tunnel.
However, the existing structure health monitoring technology is mainly to preset a section before construction, and pre-embedded components in the preset section are used for monitoring in the later period, so that the following technical problems which are difficult to overcome cannot be avoided:
1) it is difficult to monitor the most dangerous and most desirable sites. In the design, generally according to factors such as geological conditions, surrounding environmental conditions, long-term planning conditions and the like of a tunnel, the section which is considered to be the most unfavorable and dangerous in the design process is selected for monitoring, test elements such as cement pressure, reinforcing steel stress, concrete stress and the like are pre-embedded in a duct piece of the section, and monitoring can be carried out after field assembly. However, from the view of long-term health of the structure, the fracture surfaces which are really most dangerous and need to be monitored for a long time are fracture surfaces (referred to as "defect fracture surfaces") such as breakage, cracking and serious slab staggering caused by various reasons in construction, and due to randomness of construction factors, the positions of the defect fracture surfaces are difficult to predict, so that the components are difficult to pre-embed.
2) Long-term monitoring is difficult to achieve. The survival rate of the embedded components is difficult to reach 100%, the service life is short (the conventional mechanical measurement method is only 5-10 years, and the fiber grating component is 15 years or so), and replacement and regeneration can not be realized basically.
3) Full tunnel monitoring is difficult. For cost reasons, components are embedded in a few sections, and all duct pieces cannot be embedded.
In addition, in the aspect of inversion of the internal force of the tunnel by the shield method, experts and scholars at home and abroad adopt a method which is evolved from the tunnel by the mine method and is based on a tunnel clearance convergence value, the method is suitable for mountain tunnels, but the tunnel by the shield method is formed by splicing segments, and in the splicing process, dislocation and rotation exist between adjacent segments, so that an accurate clearance convergence value cannot be obtained, the inversion result of the internal force of the segments has great errors, and the practical requirement cannot be met.
Disclosure of Invention
In order to overcome the technical defects of the existing shield tunnel health monitoring, the invention provides a brand-new health monitoring method, and the technical scheme of the invention is as follows:
a health monitoring method for a non-pre-embedded structure of a shield tunnel comprises
Step 1, measuring and calculating the change value of the segment arc surface length of a segment under different stress states aiming at a tunnel section with construction defects;
and 3, judging whether the section has the necessity of long-term monitoring or not through the inversion analysis result, installing a sensor element in a targeted manner, and carrying out long-term monitoring on the structural stress state of the section based on the internal force result inverted in the step 2 as an initial value.
Further, step 1 specifically includes:
segment arc surface length L0 under segment zero stress state is obtainedi(ii) a After the pipe piece is installed in the tunnel, a defective section is selected, and the arc surface length L1 of the pipe piece in the stable deformation state of the pipe piece ring is obtained on the defective sectioniBy L0iAnd L1iCalculating the change value delta L of the arc surface length of the duct piecei＝L1i-L0i；
Calculating the change value delta N of the arc surface length of the duct piece caused by the axial force N on the defect sectioniCalculating the change value delta M of the arc surface length of the duct piece caused by the bending moment MiBy a.DELTA.NiAnd Δ MiCalculate the segment arc length change value deltai＝△Ni+△Mi；
Where i represents the number of the segment.
Further, step 2 specifically comprises
By Δ LiAnd ΔiAt Δ LiAnd acquiring corresponding bending moment M and axial force N internal force diagrams as target values based on the inverse analysis of the stable stress state of the segment ring deformation, and taking the internal force diagrams as final internal force diagrams of the inversion.
Further, the passing Δ LiAnd ΔiAt Δ LiAs a target value, based on the inverse analysis of the stable stress state of the segment ring deformation, obtaining corresponding bending moment M and axial force N internal force diagrams, and specifically including as an inverted final internal force diagram:
from the principle of mechanics of materials, it is obtained that:
△Ni＝Ni*L0i/E/A；
△Mi＝0.5*Mi*h*L0i/E/I；
in the formula, NiAverage axial force for ith tube sheet, L0iThe length of the ith duct piece in a zero-stress state, E is the duct piece concrete elastic modulus, and A is the duct piece area; miThe average bending moment of the ith segment, h the thickness of the segment and I the section rigidity of the segment;
segment arc surface length change value delta L of segmentiAs a target value, the change value delta of the arc surface distance of the inner surface of the segment obtained by calculation is enabled to be obtained by repeatedly adjusting the foundation parameters of the shield tunnel structure calculation modeliAnd measured value Δ LiGradually approaching the same as ∑ Δ (. DELTA.)i-△Li) And 2, when the force approaches zero, acquiring corresponding bending moment M and axial force N internal force diagrams as final internal force diagrams of inversion.
Further, the foundation parameters include a formation load and a foundation spring coefficient.
Further, the shield tunnel structure calculation model is a homogeneous ring model, a beam-spring model or a shell-spring model.
Further, the step 3 specifically includes:
judging whether the section has the necessity of long-term monitoring through the internal force diagram of the bending moment M and the axial force N obtained by the inversion analysis, specifically, if the ratio of the bending moment M to the ultimate bending moment or the ratio of the axial force N to the ultimate axial force exceeds a preset value, judging that the section has the necessity of long-term monitoring, embedding monitoring components in the inner surface of the defect section, and establishing a long-term monitoring system by taking the inversion values of the bending moment M and the axial force N as initial values of subsequent monitoring;
further, when the follow-up monitoring component is invalid due to service life, the inversion is measured again, corresponding bending moment and axial force internal force diagrams are obtained again and serve as initial values of internal force, and the monitoring component is replaced to continue monitoring.
Further, the air conditioner is provided with a fan,the method further comprises the following steps: when the segment is prefabricated and produced, a plurality of measuring lines which are parallel to arc edges of the inner surface of the segment and have the same radian are arranged on the inner surface of each segment, the arc length of each measuring line is equal to the segment arc surface length of the corresponding position of the inner surface of the segment, fixed measuring base points which can be positioned for a long time are reserved on the measuring lines, at least three measuring base points are arranged on each measuring line, each measuring base point is arranged at the head end and the tail end of each measuring line, other measuring base points are arranged between the head end and the tail end of each measuring line, and under the zero-stress state of the segment, the average arc length of all the measuring lines of the segment i is calculated to serve as the segment arc surfacei(ii) a Selecting a defective section, and acquiring the average arc length of all measuring lines of the corresponding segment i in the stable deformation state of the segment ring at the defective section as the segment arc surface length L1 of the segmentiCalculating the average value of the arc length change values of a plurality of measuring lines on the corresponding pipe piece i caused by the axial force N as the arc length change value delta N of the pipe pieceiCalculating the average value of the arc length change values of a plurality of measuring lines on the corresponding duct piece i caused by the bending moment M to be used as the duct piece arc surface length change value delta M of the duct piecei。
Further, the measuring line arc length of the duct piece is measured by a laser range finder, a three-dimensional laser scanner and a sticking linear strain or displacement sensor
The invention has the following beneficial effects:
the advantages of the invention over the prior art are mainly reflected in:
(1) from the long-term health of the structure, the fracture which is the most dangerous and needs to be monitored for a long time is usually the defect fracture such as breakage, cracking, serious slab staggering and the like caused by various reasons in construction, and the positions of the defect fracture are difficult to predict due to the randomness of construction factors. However, the invention can accurately monitor the most dangerous and most needing monitoring parts by embedding the components in the later period.
(2) The invention has the advantages that the survival rate of the components pre-embedded at the later stage is high, the components can be replaced in the operation period, and the monitoring period equal to the service life of the structure is realized.
(3) The invention can realize the reserved displacement measuring points of all the duct pieces with lower cost, has the condition of increasing monitoring or integral monitoring at any time, and has more flexible implementation of the monitoring scheme.
(4) The accuracy of the internal force and the monitoring result obtained by the method is high, the error of the internal force inversion performed by the conventional tunnel clearance convergence value is large, the internal force value obtained in a pre-embedding mode is not the maximum value of the internal force (generally, each segment only has 1-2 measuring base points, so the measured result is not necessarily the maximum value of the internal force), and the method can obtain a more accurate internal force diagram through the inversion of the arc length change value and also can obtain the maximum value of the internal force.
Drawings
Fig. 1 is a flowchart of a health monitoring method for a non-embedded structure of a shield tunnel according to an embodiment of the present invention;
FIG. 2 is a schematic diagram of a pre-buried graph reserved for a segment measurement point and a segment arc surface length provided by an embodiment of the invention;
FIG. 3 is a diagram of a ring structure of assembled pipe sheets according to an embodiment of the present invention;
FIG. 4 is a schematic view of a homogeneous toroidal model and loading system according to an embodiment of the present invention;
fig. 5 is a schematic view of a beam-spring model provided in an embodiment of the present invention.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
As shown in fig. 1, a method for monitoring health of a non-pre-buried structure of a shield tunnel according to an embodiment of the present invention includes
Step 1, measuring and calculating the change value of the segment arc surface length of a segment under different stress states aiming at a tunnel section with construction defects;
and 3, judging whether the section has the necessity of long-term monitoring or not through the inversion analysis result, installing a sensor element in a targeted manner, and carrying out long-term monitoring on the structural stress state of the section based on the internal force result inverted in the step 2 as an initial value.
Preferably, step 1 specifically comprises:
segment arc surface length L0 under segment zero stress state is obtainedi(ii) a After the pipe piece is installed in the tunnel, a defective section is selected, and the arc surface length L1 of the pipe piece in the stable deformation state of the pipe piece ring is obtained on the defective sectioniBy L0iAnd L1iCalculating the change value delta L of the arc surface length of the duct piecei＝L1i-L0i；
Calculating the change value delta N of the arc surface length of the duct piece caused by the axial force N on the defect sectioniCalculating the change value delta M of the arc surface length of the duct piece caused by the bending moment MiBy a.DELTA.NiAnd Δ MiCalculate the segment arc length change value deltai＝△Ni+△Mi；
Where i represents the number of the segment.
Wherein, the defect section is a section with the conditions of breakage, cracking, serious dislocation and the like.
In the above embodiment, the shape of the duct piece is changed under the action of the axial force N, the bending moment M and the shearing force Q, and for the shield tunnel, the deformation generated by the shearing force can be ignored, i.e. only the influence of the axial force and the bending moment can be taken into account, the axial force causes the duct piece to generate compression deformation, so that the length of the arc surface of the duct piece is reduced, and correspondingly, the distance change value Δ N generated by the axial forceiThe bending moment is always negative, the positive bending moment can make the segment produce opening deformation, the segment arc surface length can be increased, the negative bending moment can be opposite, the distance variation value produced by bending moment is calculated as delta MiEither positive or negative, if: deltaiThe bending moment is more than or equal to 0, so that the duct piece bears the positive bending moment; deltaiLess than 0, the duct piece bears negative bending moment or smaller positive bending moment, and a large amount of calculation and actual measurement tablesObviously, the same ring pipe piece generally has two positive bending moment areas and two negative bending moment areas, and the positive bending moment area and the negative bending moment area can be approximately obtained after the deformation of each pipe piece is calculated.
Fig. 2 shows the segment structure, and fig. 3 shows the segment ring structure after splicing.
Preferably, the method for calculating the arc surface length of the segment in each state specifically comprises the following steps:
as shown in fig. 2, the inner surface of the tube sheet is a cambered surface, which has two parallel straight sides and two parallel arc sides, when the segment is prefabricated, a plurality of measuring lines which are parallel to the arc edge of the inner surface of the segment and have the same radian are arranged on the inner surface of each segment, the arc length of each measuring line is equal to the arc length of the segment at the corresponding position of the inner surface of the segment, the measuring lines 1 are reserved with fixed measuring base points 2 which can be stored for a long time and are positioned with high precision, each measuring line 1 is provided with at least three measuring base points 2, after the measuring base points 2 are formed, the arc length of the measuring line 1 of the duct piece can be measured by a laser range finder, a three-dimensional laser scanner, a sticking linear strain or displacement sensor and the like, the distance measurement by laser range finders, three-dimensional laser scanners, adhesive linear strain or displacement sensors are all prior art, and the prior methods for measuring distance are many, and the invention includes, but is not limited to, the above-mentioned measuring tools and methods. The accuracy of measurement can be improved through a plurality of measurement base points 2, the measurement precision should be controlled below 0.1mm, and when a three-dimensional laser scanner scanning imaging technology is adopted, the measurement base points 2 do not need to be reserved or embedded. The head end and the tail end of the measuring line 1 are respectively provided with a measuring base point 2, the arc length between the measuring base points 2 at the head end and the tail end of the measuring line 1 is the arc surface length of the segment, and under the zero stress state of the segment, the average arc length of all the measuring lines 1 of the segment i is calculated to be used as the segment arc surface length L0i(ii) a After the pipe piece is installed in the tunnel, a defective section is selected, and the average arc length of all measuring lines 1 corresponding to the pipe piece i in the stable deformation state of the pipe piece ring is obtained at the defective section and serves as the pipe piece arc surface length L1iCalculating the average value of the arc length change values of a plurality of measuring lines 1 on the corresponding duct piece i caused by the axial force N as the arc surface length change value delta NiCalculating the response segment i caused by bending moment MThe average value of the arc length change values of a plurality of measuring lines 1 is used as the arc surface length change value delta M of the duct piecei。
The measurement base point 2 includes, but is not limited to, pre-embedding a steel cone, reserving concave-convex points, painting paint and the like.
Preferably, step 2 specifically comprises
By Δ LiAnd ΔiAt Δ LiAnd acquiring corresponding bending moment M and axial force N internal force diagrams as target values based on the inverse analysis of the stable stress state of the segment ring deformation, and taking the internal force diagrams as final internal force diagrams of the inversion.
In the above embodiment, the passing Δ LiAnd ΔiAt Δ LiAs a target value, based on the inverse analysis of the stable stress state of the segment ring deformation, obtaining corresponding bending moment M and axial force N internal force diagrams, and specifically including as an inverted final internal force diagram:
from the material mechanics principle, it is easy to obtain:
△Ni＝Ni*L0i/E/A；
△Mi＝0.5*Mi*h*L0i/E/I；
in the formula, NiAverage axial force for ith tube sheet, L0iThe length of the ith duct piece in a zero-stress state, E is the duct piece concrete elastic modulus, and A is the duct piece area; miThe average bending moment of the ith segment, h the thickness of the segment and I the section rigidity of the segment;
segment arc surface length change value delta L of segmentiAs a target value, the change value delta of the arc surface distance of the inner surface of the segment obtained by calculation is enabled to be obtained by repeatedly adjusting the foundation parameters of the shield tunnel structure calculation modeli (△i＝△Ni+△Mi) And measured value Δ LiThe gradual approach is the same, and a specific method can adopt a least square method, namely sigma (delta)i-△Li) And 2, when the force approaches zero, acquiring corresponding bending moment M and axial force N internal force diagrams as final internal force diagrams of inversion.
The foundation parameters comprise parameters such as stratum load, foundation spring coefficient and the like; the shield tunnel structure calculation model is a homogeneous ring model, a beam-spring model or a shell-spring model, the homogeneous ring model and a load system are shown in figure 4, the beam-spring model is shown in figure 5, and the load and the foundation spring are the same as those in figure 4.
Preferably, the step 3 specifically includes:
judging whether the section has the necessity of long-term monitoring through the internal force diagram of the bending moment M and the axial force N obtained by the inversion analysis, specifically, if the ratio of the bending moment M to the ultimate bending moment or the ratio of the axial force N to the ultimate axial force exceeds a preset value, judging that the section has the necessity of long-term monitoring, embedding a monitoring component, generally an optical fiber grating, into the inner surface of the defect section, and establishing a long-term monitoring system by taking the inversion values of the bending moment M and the axial force N as initial values of subsequent monitoring;
and when the service life of the subsequent monitoring component is invalid, re-measuring and inverting according to the method, re-obtaining the corresponding bending moment and axial force internal force diagram as initial values of the internal force, and replacing the monitoring component for continuous monitoring.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents, improvements and the like that fall within the spirit and principle of the present invention are intended to be included therein.
Claims (7)
1. A health monitoring method for a non-pre-embedded structure of a shield tunnel is characterized by comprising the following steps
Step 1, measuring and calculating the change value of the segment arc surface length of a segment under different stress states aiming at a tunnel section with construction defects;
step 2, carrying out inversion analysis on the internal force based on the change value of the arc surface length of the segment on the defect section to obtain a final internal force diagram;
step 3, judging whether the section has the necessity of long-term monitoring through an inversion analysis result, installing a sensor element in a targeted manner, and carrying out long-term monitoring on the structural stress state of the sensor element;
wherein, step 1 specifically includes:
segment arc surface length L0 under segment zero stress state is obtainedi(ii) a After the pipe piece is installed in the tunnel, a defective section is selected, and the arc surface length L1 of the pipe piece in the stable deformation state of the pipe piece ring is obtained on the defective sectioniBy L0iAnd L1iCalculating the change value delta L of the arc surface length of the duct piecei=L1i-L0i；
Calculating the change value delta N of the arc surface length of the duct piece caused by the axial force N on the defect sectioniCalculating the change value delta M of the arc surface length of the duct piece caused by the bending moment MiBy a.DELTA.NiAnd Δ MiCalculate the segment arc length change value deltai=△Ni +△Mi；
Wherein i represents the number of the segment;
wherein, step 2 specifically includes:
by Δ LiAnd ΔiAt Δ LiAs a target value, acquiring a corresponding bending moment M and axial force N internal force diagram based on the inversion analysis of the stable stress state of the segment ring deformation, and taking the internal force diagram as a final internal force diagram of the inversion;
wherein the passage Δ LiAnd ΔiAt Δ LiAs a target value, based on the inverse analysis of the stable stress state of the segment ring deformation, obtaining corresponding bending moment M and axial force N internal force diagrams, and specifically including as an inverted final internal force diagram:
from the principle of mechanics of materials, it is obtained that:
△Ni =Ni*L0i/E/A；
△Mi =0.5*Mi*h*L0i/E/I；
in the formula, NiAverage axial force for ith tube sheet, L0iThe length of the ith duct piece in a zero-stress state, E is the duct piece concrete elastic modulus, and A is the duct piece area; miThe average bending moment of the ith segment, h the thickness of the segment and I the section rigidity of the segment;
segment arc surface length change value delta L of segmentiAs a target value, by repeatedly adjusting the shield tunnel junctionConstructing foundation parameters of a calculation model, and enabling the variation value delta of the arc surface distance of the inner surface of the pipe piece to be calculatediAnd measured value Δ LiGradually approaching the same as ∑ Δ (. DELTA.)i-△Li) And 2, when the force approaches zero, acquiring corresponding bending moment M and axial force N internal force diagrams as final internal force diagrams of inversion.
2. The method for monitoring the health of the non-pre-buried structure of the shield tunnel according to claim 1, wherein the foundation parameters comprise a stratum load and a foundation spring coefficient.
3. The method for monitoring the health of the non-pre-buried structure of the shield tunnel according to claim 1, wherein the calculation model of the shield tunnel structure is a homogeneous torus model, a beam-spring model or a shell-spring model.
4. The method for monitoring the health of the non-pre-buried structure of the shield tunnel according to claim 1, wherein the step 3 specifically comprises:
and judging whether the section has the necessity of long-term monitoring through the internal force diagram of the bending moment M and the axial force N obtained by the inversion analysis, specifically, if the ratio of the bending moment M to the ultimate bending moment or the ratio of the axial force N to the ultimate axial force exceeds a preset value, judging that the section has the necessity of long-term monitoring, embedding monitoring components in the inner surface of the defect section, and establishing a long-term monitoring system by taking the inversion values of the bending moment M and the axial force N as initial values of subsequent monitoring.
5. The method for monitoring the health of the non-pre-buried structure of the shield tunnel according to claim 4, wherein when the subsequent monitoring components fail due to service life, the inversion is measured again to obtain the corresponding bending moment and axial force internal force diagram again as initial values of the internal force, and the monitoring components are replaced to continue monitoring.
6. The method for monitoring health of a non-pre-buried structure of a shield tunnel according to claim 1, wherein the method is applied to a tunnelThe method also comprises the following steps: when the segment is prefabricated and produced, a plurality of measuring lines which are parallel to arc edges of the inner surface of the segment and have the same radian are arranged on the inner surface of each segment, the arc length of each measuring line is equal to the segment arc surface length of the corresponding position of the inner surface of the segment, fixed measuring base points which can be positioned for a long time are reserved on the measuring lines, at least three measuring base points are arranged on each measuring line, each measuring base point is arranged at the head end and the tail end of each measuring line, other measuring base points are arranged between the head end and the tail end of each measuring line, and under the zero-stress state of the segment, the average arc length of all the measuring lines of the segment i is calculated to serve as the segment arc surfacei(ii) a Selecting a defective section, and acquiring the average arc length of all measuring lines of the corresponding segment i in the stable deformation state of the segment ring at the defective section as the segment arc surface length L1 of the segmentiCalculating the average value of the arc length change values of a plurality of measuring lines on the corresponding pipe piece i caused by the axial force N as the arc length change value delta N of the pipe pieceiCalculating the average value of the arc length change values of a plurality of measuring lines on the corresponding duct piece i caused by the bending moment M to be used as the duct piece arc surface length change value delta M of the duct piecei。
7. The method for monitoring the health of the non-pre-buried structure of the shield tunnel according to claim 6, wherein the line-measuring arc length of the duct piece is measured by a laser range finder, a three-dimensional laser scanner, a bonded linear strain or displacement sensor.
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