CN116579220B - Structural safety assessment method for subway staggered joint shield tunnel - Google Patents
Structural safety assessment method for subway staggered joint shield tunnel Download PDFInfo
- Publication number
- CN116579220B CN116579220B CN202310741374.8A CN202310741374A CN116579220B CN 116579220 B CN116579220 B CN 116579220B CN 202310741374 A CN202310741374 A CN 202310741374A CN 116579220 B CN116579220 B CN 116579220B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- value
- ellipticity
- staggered
- subway
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
- 238000000034 method Methods 0.000 title claims abstract description 24
- 238000011156 evaluation Methods 0.000 claims abstract description 28
- 238000005259 measurement Methods 0.000 claims abstract description 14
- 238000012544 monitoring process Methods 0.000 claims abstract description 14
- 238000004364 calculation method Methods 0.000 claims description 7
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 230000002787 reinforcement Effects 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 6
- 238000009795 derivation Methods 0.000 claims description 3
- 238000004088 simulation Methods 0.000 claims description 3
- 238000012790 confirmation Methods 0.000 claims description 2
- 238000012216 screening Methods 0.000 claims description 2
- 201000010099 disease Diseases 0.000 abstract description 4
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 abstract description 4
- 239000002689 soil Substances 0.000 description 6
- 241001139947 Mida Species 0.000 description 4
- 230000006835 compression Effects 0.000 description 4
- 238000007906 compression Methods 0.000 description 4
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 3
- 238000010276 construction Methods 0.000 description 3
- 238000013461 design Methods 0.000 description 3
- 238000011835 investigation Methods 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000035515 penetration Effects 0.000 description 2
- 241000272525 Anas platyrhynchos Species 0.000 description 1
- 230000002159 abnormal effect Effects 0.000 description 1
- 238000006243 chemical reaction Methods 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 238000003745 diagnosis Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 239000010438 granite Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000011435 rock Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F17/00—Methods or devices for use in mines or tunnels, not covered elsewhere
- E21F17/18—Special adaptations of signalling or alarm devices
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M99/00—Subject matter not provided for in other groups of this subclass
- G01M99/007—Subject matter not provided for in other groups of this subclass by applying a load, e.g. for resistance or wear testing
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06T—IMAGE DATA PROCESSING OR GENERATION, IN GENERAL
- G06T17/00—Three dimensional [3D] modelling, e.g. data description of 3D objects
- G06T17/20—Finite element generation, e.g. wire-frame surface description, tesselation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02T—CLIMATE CHANGE MITIGATION TECHNOLOGIES RELATED TO TRANSPORTATION
- Y02T90/00—Enabling technologies or technologies with a potential or indirect contribution to GHG emissions mitigation
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Pure & Applied Mathematics (AREA)
- Mathematical Optimization (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Computer Graphics (AREA)
- Software Systems (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a structural safety assessment method of a subway staggered shield tunnel, which belongs to the technical field of structural safety assessment of tunnels and comprises the following steps: step 1: establishing a safety evaluation reference standard; step 2: inquiring and evaluating stratum resistance coefficient of the interval tunnel; step 3: continuously scanning the tunnel in the evaluation interval once every 4-6 months by using a GRP5000 mobile laser scanning measurement system to obtain the latest real tunnel ellipticity of the tunnel in the evaluation interval; step 4: and (3) according to the information obtained in the step (2) and the step (3), comparing the safety evaluation reference standard in the step (1) to obtain a safety evaluation result. The structural safety evaluation method of the subway staggered joint shield tunnel adopts the structure, and an early warning value and a control value are set for the transverse deformation of the structure; and the structural safety state is researched and judged by conveniently combining the monitoring means and the actually measured structural disease condition.
Description
Technical Field
The invention relates to the technical field of safety assessment of tunnel structures, in particular to a structural safety assessment method of a subway staggered shield tunnel.
Background
The prior data most commonly used for operating the health diagnosis of the subway tunnel structure have measured data such as a longitudinal differential settlement manual monitoring value, a circumferential convergence manual monitoring value, local cracks, water leakage conditions and the like. Therefore, the current structure safety judging method is based on monitoring data, on-site found structure diseases and the like, and combines the experience of related experts to judge the structure safety state, so that the structure safety judging basis specified in the text is less. In order to facilitate the evaluation of structural safety, a novel structural safety evaluation method is required to be provided.
Disclosure of Invention
The invention aims to provide a structural safety assessment method for a subway staggered shield tunnel, which is used for solving the problem of complex factors of actual engineering, and is difficult to determine in structural safety assessment analysis of the magnitude of central and outer loads, so that the method is provided for analyzing the safety condition of the tunnel structure under specific ellipticity under the condition that the reasonable loading state of the tunnel structure is ensured by taking the vertical deformation convergence and the transverse deformation convergence of the tunnel in actual monitoring data and the calculated ellipticity as target values.
In order to achieve the above purpose, the present invention provides the following technical solutions:
a structural safety assessment method of a subway staggered joint shield tunnel comprises the following steps:
step 1: establishing a security assessment reference standard:
1) Continuously scanning key nodes of a tunnel in a designated section by using a GRP5000 mobile laser scanning measurement system to obtain the ovality of the tunnel in the designated section, crack and block dropping and water seepage positions, total quantity and plane distribution of the tunnel in the designated section, wherein the key nodes comprise the non-interfered tunnel and in a stable state, deformation caused by large load generated by external interference of the tunnel, and the confirmation of the health state of the tunnel after the external interference is checked;
2) Establishing a three-dimensional finite element model of the staggered shield tunnel by using general finite element analysis software Midas FEA/NX, analyzing the influence of different bearing characteristics on the bearing capacity of the segment, and determining influence factors of the bearing capacity of the segment:
the different bearing characteristics comprise a capping block position, a load loading mode, a duct piece concrete grade, a bolt grade, a prefabricated duct piece reinforcement ratio and a stratum resistance coefficient value, the different bearing characteristics are used as variables, after deformation characteristics, damage characteristics or bearing change trends of other steel components of a tunnel single ring structure are analyzed by using a staggered shield tunnel three-dimensional finite element model, and influence factors of duct piece bearing capacity obtained by screening are the stratum resistance coefficient value;
3) Determining a transverse deformation safety early warning value and a control value of a staggered shield tunnel structure based on an ellipticity standard: obtaining an ovality value with obvious structural yield phenomenon under each stratum resistance coefficient according to a load change curve of ovality when the three-dimensional finite element model of the staggered shield tunnel is used for obtaining the values of each different stratum resistance coefficient, taking the ovality value as a control value threshold, subtracting 5 permillage from the ovality value as an early warning value threshold, wherein the control value is not larger than the control value threshold, and the early warning value is not larger than the early warning value threshold;
4) Specifying a safety evaluation reference standard based on the early warning value and the control value: when the ellipticity value reaches an early warning value, the risk of the structure is indicated, the monitoring is required to be enhanced, local enhancement is required to be needed, and when the ellipticity reaches a control value and the ellipticity obtained by two adjacent scans is continuously increased, namely the transverse deformation does not tend to converge, the structure is indicated to be in a dangerous state, and measures are required to be enhanced;
step 2: inquiring and evaluating stratum resistance coefficient of the interval tunnel;
step 3: continuously scanning the tunnel in the evaluation interval once every 4-6 months by using a GRP5000 mobile laser scanning measurement system to obtain the latest real tunnel ellipticity of the tunnel in the evaluation interval;
step 4: and (3) according to the stratum resistance coefficient obtained in the step (2), obtaining the real tunnel ellipticity obtained in the step (3), and comparing the real tunnel ellipticity with the safety evaluation reference standard in the step (1) to obtain a safety evaluation result.
Preferably, the GRP5000 mobile laser scanning measurement system consists of a laser transmitter, a receiver, a time counter, a rotary filter, a color CCD camera, a control circuit board, a computer and data processing software.
Preferably, in step 1) and step 2), contact between segments and bolts in the three-dimensional finite element model of the staggered shield tunnel are represented by contact units in Midas FEA/NX software, the normal stiffness ratio coefficient is 1, the tangential stiffness ratio coefficient is 0.1, the elongation of the main segment is 0.005, and the friction coefficient is 0.6; the concrete tunnel duct piece, the bolt and the steel bar all adopt an elastoplastic constitutive model; concrete uses a concrete plastic damage Constitutive (CDP) model provided by Midas FEA/NX software.
Preferably, in step 1) and step 3), the load loading mode is symmetrically loaded, the vertical deformation and the transverse deformation of the tunnel in the actual monitoring data are converged to target values in the numerical simulation of the load, the vertical pressure Ph is continuously increased, the lateral pressure P1 is kept to be 0.5 times Ph, the reasonable loading state of the tunnel structure is ensured, so that the tunnel deformation accords with the actual deformation, and the safety condition of the tunnel structure under specific ovality is analyzed.
Preferably, in step 2, the value of the formation resistance coefficient of the evaluation interval tunnel is obtained by table look-up, empirical value or calculation by theoretical derivation formula.
The structural safety evaluation method of the subway staggered joint shield tunnel adopts the structure, and a deformation early warning value and a control value are set for the transverse deformation of the structure; and the structural safety state is researched and judged by conveniently combining the monitoring means and the actually measured structural disease condition.
Drawings
FIG. 1 is a graph of load-ovality of a segment with a capping block in different positions;
FIG. 2 is a graph showing the structural displacement results when ovality reaches 25 per mill under different load loading modes;
FIG. 3 is a cloud graph of structural damage when ovality reaches 25 per mill for different concrete grades;
FIG. 4 is a graph showing the results of stress cloud and plastic unit distribution of different level bolts at the vault with the largest stress;
FIG. 5 is a graph showing the distribution of the reinforcing steel bar stress of different prefabricated segment reinforcing steel bar rate models when the ellipticity reaches 30 per mill;
FIG. 6 is a plastic cloud image of concrete damage of the segment when the stratum resistance coefficient k is 20 MPa/m;
FIG. 7 is a plastic cloud image of concrete damage of the segment when the stratum resistance coefficient k is taken to be 30 MPa/m;
FIG. 8 shows the ovality with load change curve at different values of formation resistivity.
Detailed Description
The technical scheme of the invention is further described below with reference to the accompanying drawings and examples.
The structural safety assessment method of the subway staggered joint shield tunnel shown in the figure comprises the following steps:
in the embodiment, the influence process analysis of a certain engineering project on the close-proximity tunnel is carried out, and the thickness of the covering soil on the top surface of the tunnel structure is 11.4m; the shield tunnel has an outer diameter of 6m, an inner diameter of 5.4m and a segment thickness of 300mm, and the tunnel lining ring is formed by splicing 6 segments, and the segment concrete grade is C50. The stratum where the tunnel is located is mainly powdery clay, fine sand and residual soil of the mixed granite layer.
Step 1: establishing a security assessment reference standard:
1) And continuously scanning key nodes of the tunnel in the designated section by using a GRP5000 mobile laser scanning measurement system to obtain the positions, the total number and the plane distribution of cracks, falling blocks and water seepage of which the ovality of the tunnel in the designated section and the surface width of the lining/subway segment are more than 1 mm. The key nodes comprise when the tunnel is not interfered and is in a stable state, when the tunnel is deformed due to a large load generated by external interference, after the external interference which causes the large deformation of the tunnel is checked, the health state of the tunnel is checked again after the external interference is checked. The GRP5000 mobile laser scanning measurement system consists of a laser transmitter, a receiver, a time counter, a rotary filter, a color CCD camera, a control circuit board, a computer and data processing software. After the result of the rough measurement of the GRP5000 system is obtained, the segment with larger ovality is manually checked through total station measurement, and the monitoring report shows that the difference of the result obtained by the total station measurement and the segment is within 1 per mill under the general condition, so that the result obtained by the GRP5000 system measurement is reliable.
2) Establishing a three-dimensional finite element model of the staggered shield tunnel by using general finite element analysis software Midas FEA/NX, wherein contact between segments and bolts in the three-dimensional finite element model of the staggered shield tunnel are respectively represented by contact units in Midas FEA/NX software, the normal stiffness proportionality coefficient is 1, the tangential stiffness proportionality coefficient is 0.1, the elongation of a main segment is 0.005, and the friction coefficient is 0.6; the concrete tunnel duct piece, the bolt and the steel bar all adopt an elastoplastic constitutive model; concrete uses a concrete plastic damage Constitutive (CDP) model provided by Midas FEA/NX software.
Analyzing the influence of different bearing characteristics on the bearing capacity of the segment by using a three-dimensional finite element model of the staggered shield tunnel, and determining influence factors of the bearing capacity of the segment:
the different bearing characteristics comprise a capping block position, a load loading mode, a duct piece concrete grade, a bolt grade, a prefabricated duct piece reinforcement ratio and a stratum resistance coefficient value, and the different bearing characteristics are used as variables to analyze the deformation characteristics, damage characteristics or bearing change trend of other steel components of a tunnel single-ring structure by using a staggered shield tunnel three-dimensional finite element model:
the stratum resistance coefficient of 10000kN/m < 3 > is uniform, the load-ellipticity curve graph of the duct piece is shown as figure 1 when the capping piece is positioned at different positions of 0 degree, 18 degree, 54 degree and 90 degree, and figure 1 shows that the capping piece is positioned at different positions of the cross section under the same load, and the ellipticity change of the duct piece is relatively approximate.
As shown in fig. 2, the same load makes the structure deformed in a shape of a cross duck egg under different load loading modes, but the asymmetric load has a certain degree of deflection (for example, when lateral pressure difference of two sides is large, one side is excavated or one side is affected by impact load such as piling) or deflection (left and right of the two sides are asymmetric), a tunnel in an interval is deflected or deflected, the flatness of an underground traffic train track is greatly affected, and a certain threat is also present for the overall stability of the structure; the single-ring structure deflects or deviates only from the structural influence degree of the single-ring staggered shield tunnel, and the influence on the tunnel of the ring or the continuous rings from structural damage is not great; the deflection of the single ring may have some effect on the inter-ring joints and inter-ring bolts, but the deflection between each ring pipe slice is small and the overall effect is small because the shield tunnel is actually used as a whole structure to bear asymmetric load. The load loading pattern is therefore not a factor affecting the carrying capacity of the segment.
And (3) carrying out parameter analysis on the concrete with three specifications of C45, 50 and C55 by adopting a parameter calculation method of a concrete plastic damage model of the material structure, and comparing differences of bearing capacities of the structures under the same load. The specific parameters are shown in the following table:
key parameter value in plastic damage model of concrete of each grade
And (3) carrying out trial calculation on concrete with three specifications of C45, 50 and C55, wherein under the same load, the deformation characteristics of the structure are the same, the difference of the inner diameter convergence values is within 1-2 mm, and mainly because the initial elastic modulus of the concrete with different grades is different, the deformation is smaller as the grade is higher, but the difference is smaller. The structural damage results shown in fig. 3 show that the distribution rules are basically not different, and the higher the concrete grade is, the smaller the distribution area of the plastic region is, although the inelastic stress strain curves in the plastic damage parameters have certain differences, the structure is mainly deformed at the joint in the actual loading process, the influence of the rigidity and strength differences of the single segment on the bearing capacity of the whole structure is small, and the concrete prefabricated segments of different grades can be considered for analysis together.
As shown in fig. 4, the stress cloud image of the vault part with the largest stress of the bolt and the distribution result of the plastic units are selected, which prove that the rigidity of the bolt is improved, the bearing capacity of the whole-ring tunnel is smaller, and the bolt plays a role in bearing more after the concrete at the joint is crushed. Under normal operating conditions, tunnel ovality is generally kept within 30 per mill, so that even with different bolt grades, the bearing capacity of the tunnel structure is not greatly affected.
Modeling, comparing and analyzing different prefabricated segment reinforcement rates of 0.90%, 1.10% and 1.30%, wherein the calculated results are shown in figure 5, the segment is subjected to the reinforcement rate of 0.90%, 1.10% and 1.30%, the deformation difference of the loading deformation curve between 0 and 30 per mill is between a few millimeters, and the difference of the reinforcing steel bar stress is also within 10%, so that the prefabricated segment reinforcement rate is not an influence factor of the segment carrying capacity.
FIG. 6 and FIG. 7 respectively show a concrete damage plastic cloud image of a duct piece when the stratum resistance coefficient k is 20MPa/m and a concrete damage plastic cloud image of the duct piece when the stratum resistance coefficient k is 30MPa/m, as shown in the figure, when the ellipticity is more than 20, obvious differences appear in model damage results of different stratum resistance coefficient values, and when the ellipticity reaches 25 per mill, the model plastic areas of foundation spring coefficients of 5-10 MPa/m continue to increase, but the damage values are not obviously abnormal; the foundation spring coefficient is 20-30 MPa/m, the red area appears in the model arch compression area, namely the compression damage value reaches more than 0.8, the compression damage is serious, and if the damage continues to develop, the concrete in the arch compression area will also appear a local crushing phenomenon. Therefore, the value of the formation resistance coefficient is an influencing factor of the bearing capacity of the segment.
3) Determining a transverse deformation safety early warning value and a control value of a staggered shield tunnel structure based on an ellipticity standard: and (3) obtaining an ovality-along-load change curve when the three-dimensional finite element model of the staggered shield tunnel is used for obtaining values of different stratum resistance coefficients, symmetrically loading the curve in a load loading mode, continuously increasing vertical pressure Ph by converging the vertical deformation and the transverse deformation of the tunnel in actual monitoring data to be target values in numerical simulation of the load, keeping the lateral pressure P1 to be 0.5 times Ph, and ensuring that the tunnel deformation conforms to the actual deformation under the reasonable loading state of the tunnel structure, so that the safety condition of the tunnel structure under the specific ovality is analyzed.
Calculation of ovality refers to shield method tunnel construction and acceptance Specification (GB 50446-2017), and the ratio of the difference value between the maximum diameter and the minimum diameter of a circular tunnel segment lining assembled into a ring to the inner diameter of a tunnel design is expressed by the thousandth: ovality = (a-b)/D, wherein a is the horizontal convergence diameter of the tunnel, b is the vertical convergence diameter of the tunnel, and D is the designed inner diameter value.
The change of the ovality along with the loading is obtained by the conversion result, as shown in figure 8, and as can be seen from figure 8, the structure has no obvious yield phenomenon when k takes 5MPa in the process of loading to about 40 per mill of ovality; when k is 10MPa, the structure starts to yield when the ellipticity reaches about 30 per mill; when k is 20MPa, the structure starts to yield when the ellipticity reaches about 25 per mill; when 30MPa is taken, the structure starts to yield when the ellipticity reaches about 20 per mill. The ellipticity value with the obvious structural yield phenomenon is used as a control value threshold, the ellipticity is subtracted by 5 permillage to be used as an early warning value threshold, the control value is not larger than the control value threshold, and the early warning value is not larger than the early warning value threshold.
4) Specifying a safety evaluation reference standard based on the early warning value and the control value: when the ellipticity value reaches an early warning value, the risk of the structure is indicated, the monitoring is required to be enhanced, local enhancement is required to be needed, and when the ellipticity reaches a control value and the ellipticity obtained by two adjacent scans is continuously increased, namely the transverse deformation does not tend to converge, the structure is indicated to be in a dangerous state, and measures are required to be enhanced; thus, the present embodiment obtains the following security evaluation reference criteria:
step 2: inquiring and evaluating stratum resistance coefficient of the interval tunnel; the value of the stratum resistance coefficient of the evaluation interval tunnel is obtained through table lookup, empirical value or calculation through a theoretical derivation formula.
1) When adopting the table lookup to take the value, the table lookup can take the value according to the soil state in the foundation and the foundation, or the value according to the standard penetration number N in the investigation, design and construction of the shield method.
The soil body state in foundation and foundation is checked and put into recommended value
In the shield method investigation, design and construction, the value of N is taken according to the standard penetration number
a) Water and soil dividing calculation
b) Cost-effective water and soil
2) When the empirical value method is adopted, 1/3 to 1/2 of the corresponding foundation bed coefficient Kv (or Kx) in the investigation report is empirically adopted.
3) When calculated according to a theoretical method, the radial foundation spring is equivalently considered in the form of a full-circle Winkler foundation spring, and the formula is as follows:
kr represents the radial foundation spring coefficient, E and mu are the deformation modulus and poisson ratio of the surrounding rock of the tunnel respectively, and r represents the calculated radius of the section of the tunnel.
Step 3: continuously scanning the tunnel in the evaluation interval once every 4-6 months by using a GRP5000 mobile laser scanning measurement system to obtain the latest real tunnel ellipticity of the tunnel in the evaluation interval;
step 4: and (3) according to the stratum resistance coefficient obtained in the step (2), obtaining the real tunnel ellipticity obtained in the step (3), and comparing the real tunnel ellipticity with the safety evaluation reference standard in the step (1) to obtain a safety evaluation result.
Therefore, the structural safety assessment method of the subway staggered shield tunnel is adopted, and a deformation early warning value and a control value are set for the transverse deformation of the structure; and the structural safety state is researched and judged by conveniently combining the monitoring means and the actually measured structural disease condition.
The foregoing is a specific embodiment of the present invention, but the scope of the present invention should not be limited thereto. Any changes or substitutions that would be obvious to one skilled in the art are deemed to be within the scope of the present invention, and the scope is defined by the appended claims.
Claims (5)
1. The structural safety assessment method of the subway staggered joint shield tunnel is characterized by comprising the following steps of:
step 1: establishing a security assessment reference standard:
1) Continuously scanning key nodes of a tunnel in a designated section by using a GRP5000 mobile laser scanning measurement system to obtain the ovality of the tunnel in the designated section, crack and block dropping and water seepage positions, total quantity and plane distribution of the tunnel in the designated section, wherein the key nodes comprise the non-interfered tunnel and in a stable state, deformation caused by large load generated by external interference of the tunnel, and the confirmation of the health state of the tunnel after the external interference is checked;
2) Establishing a three-dimensional finite element model of the staggered shield tunnel by using general finite element analysis software MidasFEA/NX, analyzing the influence of different bearing characteristics on the bearing capacity of the segment, and determining influence factors of the bearing capacity of the segment:
the different bearing characteristics comprise a capping block position, a load loading mode, a duct piece concrete grade, a bolt grade, a prefabricated duct piece reinforcement ratio and a stratum resistance coefficient value, the different bearing characteristics are used as variables, after deformation characteristics, damage characteristics or bearing change trends of other steel components of a tunnel single ring structure are analyzed by using a staggered shield tunnel three-dimensional finite element model, and influence factors of duct piece bearing capacity obtained by screening are the stratum resistance coefficient value;
3) Determining a transverse deformation safety early warning value and a control value of a staggered shield tunnel structure based on an ellipticity standard: obtaining an ovality value with obvious structural yield phenomenon under each stratum resistance coefficient according to a load change curve of ovality when the three-dimensional finite element model of the staggered shield tunnel is used for obtaining the values of each different stratum resistance coefficient, taking the ovality value as a control value threshold, subtracting 5 permillage from the ovality value as an early warning value threshold, wherein the control value is not greater than the control value threshold, and the early warning value is not greater than the early warning value threshold;
4) Specifying a safety evaluation reference standard based on the early warning value and the control value: when the ellipticity value reaches an early warning value, the risk of the structure is indicated, the monitoring is required to be enhanced, local enhancement is required to be needed, and when the ellipticity reaches a control value and the ellipticity obtained by two adjacent scans is continuously increased, namely the transverse deformation does not tend to converge, the structure is indicated to be in a dangerous state, and measures are required to be enhanced;
step 2: inquiring and evaluating stratum resistance coefficient of the interval tunnel;
step 3: continuously scanning the tunnel in the evaluation interval once every 4-6 months by using a GRP5000 mobile laser scanning measurement system to obtain the latest real tunnel ellipticity of the tunnel in the evaluation interval;
step 4: and (3) according to the stratum resistance coefficient obtained in the step (2), obtaining the real tunnel ellipticity obtained in the step (3), and comparing the real tunnel ellipticity with the safety evaluation reference standard in the step (1) to obtain a safety evaluation result.
2. The structural safety assessment method for the subway staggered shield tunnel according to claim 1, which is characterized by comprising the following steps: the GRP5000 mobile laser scanning measurement system consists of a laser transmitter, a receiver, a time counter, a rotary filter, a color CCD camera, a control circuit board, a computer and data processing software.
3. The structural safety assessment method for the subway staggered shield tunnel according to claim 2, which is characterized by comprising the following steps: in step 1) and step 2), contact between segments and bolts in a three-dimensional finite element model of the staggered shield tunnel are respectively represented by contact units in MidasFEA/NX software, the normal stiffness ratio coefficient is 1, the tangential stiffness ratio coefficient is 0.1, the elongation of the main segment is 0.005, and the friction coefficient is 0.6; the concrete tunnel duct piece, the bolt and the steel bar all adopt an elastoplastic constitutive model; concrete plastic damage Constitutive (CDP) model provided by MidasFEA/NX software is adopted for concrete.
4. The structural safety assessment method of the subway staggered shield tunnel according to claim 3, wherein the structural safety assessment method is characterized by comprising the following steps of: in the step 1) and the step 3), the load loading mode is symmetrically loaded, the vertical deformation and the transverse deformation of the tunnel in actual monitoring data are converged to target values in the numerical simulation of the load, the vertical pressure Ph is continuously increased, the lateral pressure P1 is kept to be 0.5 times Ph, the reasonable loading state of the tunnel structure is ensured, the tunnel deformation is matched with the actual deformation, and therefore the safety condition of the tunnel structure under specific ellipticity is analyzed.
5. The structural safety assessment method for the subway staggered shield tunnel according to claim 4, which is characterized by comprising the following steps: in the step 2, the value of the stratum resistance coefficient of the evaluation interval tunnel is obtained through table lookup, empirical value or calculation through a theoretical derivation formula.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310741374.8A CN116579220B (en) | 2023-06-21 | 2023-06-21 | Structural safety assessment method for subway staggered joint shield tunnel |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310741374.8A CN116579220B (en) | 2023-06-21 | 2023-06-21 | Structural safety assessment method for subway staggered joint shield tunnel |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116579220A CN116579220A (en) | 2023-08-11 |
| CN116579220B true CN116579220B (en) | 2024-02-09 |
Family
ID=87543329
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310741374.8A Active CN116579220B (en) | 2023-06-21 | 2023-06-21 | Structural safety assessment method for subway staggered joint shield tunnel |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116579220B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117436171B (en) * | 2023-10-24 | 2024-05-07 | 广州地铁设计研究院股份有限公司 | BIM-based tunnel load assessment method, device, terminal equipment and medium |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008133595A (en) * | 2006-11-27 | 2008-06-12 | Tokyo Institute Of Technology | Safety evaluation system and safety evaluation method for underground structure |
| CN105426619A (en) * | 2015-11-29 | 2016-03-23 | 北京市勘察设计研究院有限公司 | Analysis method for determining longitudinal bending rigidity of shield tunnel |
| CN106919784A (en) * | 2017-01-19 | 2017-07-04 | 上海隧道工程有限公司 | A kind of shield tunnel military service method of evaluating performance based on variable weight |
| CN108241783A (en) * | 2018-01-05 | 2018-07-03 | 浙江大学城市学院 | The shield tunnel Method for Calculating Deformation of section of jurisdiction faulting of slab ends and rotation is considered under a kind of ground preloading simultaneously |
| CN110909406A (en) * | 2019-11-20 | 2020-03-24 | 西南交通大学 | Shield tunnel internal force calculation method based on simulation joint model |
| CN111022119A (en) * | 2019-11-18 | 2020-04-17 | 东莞理工学院 | Shield tunnel structure anti-seismic safety evaluation method based on pattern recognition |
| CN111680350A (en) * | 2020-06-08 | 2020-09-18 | 中铁十四局集团大盾构工程有限公司 | Safety assessment method and device for shield tunnel and computer readable storage medium |
| DE202021104354U1 (en) * | 2021-08-16 | 2021-10-27 | Shanghai Civil Engineering Co., Ltd. Of Crec | BIM-based safety monitoring device for shield tunnels |
| CN114329709A (en) * | 2021-12-28 | 2022-04-12 | 中铁第四勘察设计院集团有限公司 | Method for rapidly diagnosing service performance and predicting development trend of shield tunnel |
| CN115270556A (en) * | 2022-07-18 | 2022-11-01 | 北京城建设计发展集团股份有限公司 | Existing shield tunnel monitoring internal force global deduction method based on digital twinning |
| CN115526483A (en) * | 2022-09-23 | 2022-12-27 | 深圳大学 | Rapid evaluation method and system for anti-seismic toughness of shield tunnel structure |
| CN115853538A (en) * | 2022-10-26 | 2023-03-28 | 中铁七局集团西安铁路工程有限公司 | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum |
-
2023
- 2023-06-21 CN CN202310741374.8A patent/CN116579220B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2008133595A (en) * | 2006-11-27 | 2008-06-12 | Tokyo Institute Of Technology | Safety evaluation system and safety evaluation method for underground structure |
| CN105426619A (en) * | 2015-11-29 | 2016-03-23 | 北京市勘察设计研究院有限公司 | Analysis method for determining longitudinal bending rigidity of shield tunnel |
| CN106919784A (en) * | 2017-01-19 | 2017-07-04 | 上海隧道工程有限公司 | A kind of shield tunnel military service method of evaluating performance based on variable weight |
| CN108241783A (en) * | 2018-01-05 | 2018-07-03 | 浙江大学城市学院 | The shield tunnel Method for Calculating Deformation of section of jurisdiction faulting of slab ends and rotation is considered under a kind of ground preloading simultaneously |
| CN111022119A (en) * | 2019-11-18 | 2020-04-17 | 东莞理工学院 | Shield tunnel structure anti-seismic safety evaluation method based on pattern recognition |
| CN110909406A (en) * | 2019-11-20 | 2020-03-24 | 西南交通大学 | Shield tunnel internal force calculation method based on simulation joint model |
| CN111680350A (en) * | 2020-06-08 | 2020-09-18 | 中铁十四局集团大盾构工程有限公司 | Safety assessment method and device for shield tunnel and computer readable storage medium |
| DE202021104354U1 (en) * | 2021-08-16 | 2021-10-27 | Shanghai Civil Engineering Co., Ltd. Of Crec | BIM-based safety monitoring device for shield tunnels |
| CN114329709A (en) * | 2021-12-28 | 2022-04-12 | 中铁第四勘察设计院集团有限公司 | Method for rapidly diagnosing service performance and predicting development trend of shield tunnel |
| CN115270556A (en) * | 2022-07-18 | 2022-11-01 | 北京城建设计发展集团股份有限公司 | Existing shield tunnel monitoring internal force global deduction method based on digital twinning |
| CN115526483A (en) * | 2022-09-23 | 2022-12-27 | 深圳大学 | Rapid evaluation method and system for anti-seismic toughness of shield tunnel structure |
| CN115853538A (en) * | 2022-10-26 | 2023-03-28 | 中铁七局集团西安铁路工程有限公司 | Method for forming tenon-and-mortise type pipe sheet tunnel in water-rich sandy silt and muddy clay stratum |
Also Published As
| Publication number | Publication date |
|---|---|
| CN116579220A (en) | 2023-08-11 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN116579220B (en) | Structural safety assessment method for subway staggered joint shield tunnel | |
| CN108241783B (en) | The shield tunnel Method for Calculating Deformation of section of jurisdiction faulting of slab ends and rotation is considered under a kind of ground preloading simultaneously | |
| CN106951706B (en) | A kind of ground preloading causes existing shield tunnel to be displaced calculation method | |
| CN109033570B (en) | Flexible pipeline upper covering soil pressure prediction method based on three-way soil arch effect | |
| CN107609281A (en) | Existing shield tunnel displacement computational methods have been connected under a kind of newly built tunnels | |
| CN102817378B (en) | Construction method of extra-large diameter shield tunnel penetrating through urban overhead pile foundations in close range | |
| CN116205064A (en) | Prediction method for abrasion loss of shield cutter in service period in complex stratum tunnel construction | |
| CN115235417B (en) | Monitoring point setting method based on angle between overlapped tunnels | |
| CN110991009B (en) | Method for determining stress deformation of buried pipeline by soil body loss below pipeline | |
| CN113792429A (en) | Method for predicting dynamic stress strain of buried pipeline in goaf by using time function | |
| Le et al. | Modified gap method for prediction of TBM tunnelling-induced soil settlement in sand-a case study | |
| CN103527217B (en) | Small-curvature-radius shield tunnel duct piece under dense pile foundation environment and manufacturing method thereof | |
| CN113062742B (en) | Deformation control construction method for shield tunnel lower-passing high-speed railway bridge | |
| CN114483068A (en) | Double-hole overlapping shield tunnel construction control method | |
| Ieronymaki et al. | Pipeline response to ground deformations induced by tunneling | |
| Liu et al. | Deformation characterisation and distress diagnosis of a metro shield tunnel by adjacent constructions | |
| Chen et al. | Cutting, Wear and replacement of cutting tools during shield tunneling | |
| Cheng et al. | Analytical investigation for the circumferential behavior of the shield-driven tunnel adjacent to a braced excavation | |
| Li et al. | Finite element analysis of the influence of deep foundation pit excavation construction on adjacent subway tunnel structure | |
| KR100625250B1 (en) | A construction method of cover type tunnel structure for decreasing biased earth pressure on cut and a cover type tunnel structure thereby | |
| CN106777655B (en) | Method and device for calculating equivalent mining thickness ratio of coal mine goaf of overhead transmission line | |
| Gu | Impact Assessment of Side Surface Surcharge on Subway Tunnel Structure in The Protection Area | |
| CN109165451A (en) | A kind of method that shield tunnel applicability judges under ground fissure environment | |
| Agioutantis et al. | Minimizing impacts on streams due to underground mining by predicting surface ground movements. | |
| Dong et al. | Analysis on disease state of urban operational subway tunnels |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |