CN115183965B - Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test - Google Patents
Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test Download PDFInfo
- Publication number
- CN115183965B CN115183965B CN202210533731.7A CN202210533731A CN115183965B CN 115183965 B CN115183965 B CN 115183965B CN 202210533731 A CN202210533731 A CN 202210533731A CN 115183965 B CN115183965 B CN 115183965B
- Authority
- CN
- China
- Prior art keywords
- dynamic strain
- lining
- pec
- test
- tunnel lining
- 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
- 238000012360 testing method Methods 0.000 title claims abstract description 56
- 230000006378 damage Effects 0.000 title claims abstract description 44
- 238000011156 evaluation Methods 0.000 title claims abstract description 13
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000008859 change Effects 0.000 claims abstract description 12
- 230000008569 process Effects 0.000 claims abstract description 12
- 238000004422 calculation algorithm Methods 0.000 claims abstract description 6
- 238000009825 accumulation Methods 0.000 claims description 10
- 238000010586 diagram Methods 0.000 claims 1
- 230000009471 action Effects 0.000 abstract description 13
- 230000000694 effects Effects 0.000 abstract description 10
- 238000010801 machine learning Methods 0.000 abstract description 3
- 238000007405 data analysis Methods 0.000 abstract description 2
- 230000001133 acceleration Effects 0.000 description 12
- 238000006073 displacement reaction Methods 0.000 description 10
- 238000013461 design Methods 0.000 description 7
- 238000001228 spectrum Methods 0.000 description 7
- 239000002689 soil Substances 0.000 description 6
- 238000004364 calculation method Methods 0.000 description 5
- 238000004458 analytical method Methods 0.000 description 4
- 230000004044 response Effects 0.000 description 4
- 230000001186 cumulative effect Effects 0.000 description 3
- 230000001066 destructive effect Effects 0.000 description 3
- 230000005489 elastic deformation Effects 0.000 description 3
- 239000003292 glue Substances 0.000 description 3
- 239000000463 material Substances 0.000 description 3
- 238000012544 monitoring process Methods 0.000 description 3
- 238000012545 processing Methods 0.000 description 3
- 230000008878 coupling Effects 0.000 description 2
- 238000010168 coupling process Methods 0.000 description 2
- 238000005859 coupling reaction Methods 0.000 description 2
- 230000005284 excitation Effects 0.000 description 2
- 230000006870 function Effects 0.000 description 2
- 238000009499 grossing Methods 0.000 description 2
- 239000011229 interlayer Substances 0.000 description 2
- 230000007246 mechanism Effects 0.000 description 2
- 238000010998 test method Methods 0.000 description 2
- 101100532680 Saccharomyces cerevisiae (strain ATCC 204508 / S288c) MCD1 gene Proteins 0.000 description 1
- 230000003321 amplification Effects 0.000 description 1
- 238000013459 approach Methods 0.000 description 1
- 230000006399 behavior Effects 0.000 description 1
- 238000009933 burial Methods 0.000 description 1
- 230000015556 catabolic process Effects 0.000 description 1
- 230000019771 cognition Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 125000004122 cyclic group Chemical group 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000006731 degradation reaction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 230000000977 initiatory effect Effects 0.000 description 1
- 238000012417 linear regression Methods 0.000 description 1
- 238000003199 nucleic acid amplification method Methods 0.000 description 1
- 230000000750 progressive effect Effects 0.000 description 1
- 238000011158 quantitative evaluation Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- 238000000194 supercritical-fluid extraction Methods 0.000 description 1
Classifications
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01M—TESTING STATIC OR DYNAMIC BALANCE OF MACHINES OR STRUCTURES; TESTING OF STRUCTURES OR APPARATUS, NOT OTHERWISE PROVIDED FOR
- G01M7/00—Vibration-testing of structures; Shock-testing of structures
- G01M7/02—Vibration-testing by means of a shake table
- G01M7/025—Measuring arrangements
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/30—Analysis
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01V—GEOPHYSICS; GRAVITATIONAL MEASUREMENTS; DETECTING MASSES OR OBJECTS; TAGS
- G01V1/00—Seismology; Seismic or acoustic prospecting or detecting
- G01V1/28—Processing seismic data, e.g. for interpretation or for event detection
- G01V1/30—Analysis
- G01V1/306—Analysis for determining physical properties of the subsurface, e.g. impedance, porosity or attenuation profiles
Landscapes
- Physics & Mathematics (AREA)
- Engineering & Computer Science (AREA)
- Remote Sensing (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Physics & Mathematics (AREA)
- Acoustics & Sound (AREA)
- Environmental & Geological Engineering (AREA)
- Geology (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geophysics (AREA)
- Testing Of Devices, Machine Parts, Or Other Structures Thereof (AREA)
Abstract
The invention provides a tunnel lining earthquake accumulated damage evaluation method suitable for a vibrating table test according to the dynamic strain test data analysis of the vibrating table test lining structure, taking accumulated damage of elastoplastic deformation characteristics into consideration and combining a machine learning means, wherein the method comprises the following steps: 1) Designing and arranging a tunnel lining dynamic strain sensor, filling a vibrating table test model, loading a seismic wave test, obtaining tunnel lining dynamic strain data, and drawing a dynamic strain-time curve graph; 2) Fitting by adopting a local weighted regression algorithm to obtain a dynamic strain smooth curve; 3) Drawing a fitted local regression dynamic strain-time curve graph; 4) Extracting a local regression dynamic strain peak value and a residual dynamic strain value from the regression dynamic strain-time curve graph; 5) Calculating a plastic deformation index PEC of the tunnel lining under the action of earthquake; 6) And drawing a PEC-seismic intensity-lining characteristic part change spectrogram, clarifying the tunnel lining accumulated damage effect, and evaluating the deformation stage of the seismic accumulated damage process.
Description
Technical Field
The invention belongs to the field of tunnel design, and particularly relates to a tunnel design safety evaluation method, in particular to a tunnel lining earthquake accumulation damage evaluation method suitable for a vibration table test.
Background
In the process of designing a tunnel anti-seismic structure, when the structure is complex and the existing theoretical calculation cannot solve the problem satisfactorily, researchers often observe the seismic response and the damage form of the structure directly by means of a vibrating table model test so as to evaluate the integral anti-seismic capacity of the structure. The earthquake simulation vibrating table is used as key equipment in the earthquake engineering research and is mainly applied to the structural earthquake resistance test. The device can simulate the earthquake environment, thereby determining the dynamic characteristic of the engineering structure, checking the earthquake resistance of the structure and the damage mechanism thereof under the action of earthquake force, and helping designers to perfect the earthquake resistance design theory and method.
The raw data in the shaking table model test is usually recorded by various sensors (such as dynamic strain gauges, acceleration sensors, displacement sensors, dynamic soil pressure sensors, etc.) arranged on the model structure. Common processing modes of the original data are as follows: (1) Analyzing the frequency spectrum scanning to obtain an amplitude-frequency curve, and knowing the change conditions of the self-vibration frequency, damping and vibration mode of the structure; (2) The acceleration peak value of the measuring point position can be obtained through the acceleration record, and the acceleration amplification coefficient can be obtained by dividing the acceleration peak value input by the table top; (3) Integrating the acceleration data to obtain a displacement time curve of the measuring point, and further obtaining a relative table top displacement peak value and an interlayer displacement peak value; (4) Calculating the time when the crack possibly appears at the position and the deformation condition of the structure by utilizing the strain peak value measured by the dynamic strain gauge; (5) The displacement peak value can also be obtained through a displacement time curve recorded by a displacement sensor; (6) The acceleration sensor arranged along the tangential direction is utilized to calculate the relative table surface torsional deformation peak value and the interlayer torsional deformation peak value; (7) description of test phenomena and crack development.
In the earthquake process, the lining structure mainly generates stretching and compression damage. Local effects exist on two kinds of damage of different characteristic parts of the tunnel lining section, and the damage of a lining structure is related to various factors such as terrain conditions, stratum lithology, burial depth, space position and the like. The damage of the lining structure under the action of the earthquake is not only related to the maximum deformation, but also related to the accumulated damage caused by the low cycle fatigue effect of the lining structure generated by the earthquake reciprocating action. In the low cycle fatigue effect process of the concrete material, the performance of the concrete material is gradually reduced due to accumulation of plasticity and degradation of rigidity until the concrete material is completely destroyed. However, in the existing data processing process, the accumulated damage factor is not taken into consideration, so that the existing data processing process has the omission, and the existing theoretical calculation cannot completely study the inherent mechanism of the accumulated damage.
In order to fully reflect the dynamic damage degree of the lining structure, the limitations of indexes (or corresponding internal force indexes) such as peak acceleration (speed and displacement), peak dynamic strain, peak dynamic soil pressure, frequency spectrum characteristics and the like in the traditional acceleration, dynamic strain and dynamic soil pressure analysis method are broken through. Based on the actual state of damage of the lining structure of the earthquake engineering, the dynamic strain test data analysis of the lining structure is tested according to the vibrating table, the accumulated damage of elastoplastic deformation characteristics is considered, the dynamic damage problem of the lining structure is analyzed more comprehensively, and a more perfect evaluation method is provided, so that the technical problem which is urgently needed to be solved in the field is provided.
Disclosure of Invention
The invention aims to provide a tunnel lining earthquake accumulated damage evaluation method suitable for a vibrating table test, which considers accumulated damage of elastoplastic deformation characteristics of a lining structure, and can better describe mechanical behaviors of the tunnel lining structure under the action of reciprocating load by combining a local weighted regression machine learning means, so that the damage process under the action of cyclic load such as earthquake and the like can be displayed more accurately. The safety state of the lining structure after earthquake can be quantitatively evaluated from the part (or the whole), and a new approach is provided for the fine analysis of the earthquake response process of the lining structure.
Therefore, the invention adopts the following technical scheme:
a tunnel lining earthquake accumulation damage evaluation method suitable for a vibrating table test comprises the following steps:
1) Sensor arrangement: constructing a tunnel primary lining model for a test, designing a layout scheme of dynamic strain sensors according to the structure of the tunnel primary lining model, pasting and layout the dynamic strain sensors on the inner surface and the outer surface of the lining of the tunnel primary lining model, wherein the positions of the dynamic strain sensors on the inner surface and the outer surface correspond to each other one by one, and connecting signals of the dynamic strain sensors to an upper computer after the layout is completed; in order to improve the bonding strength of the dynamic strain sensor, glue can be used for bonding; in addition, in order to shorten the test period and reduce the test cost, a plurality of sensors such as an acceleration sensor, a displacement sensor, a soil pressure sensor or other sensors for monitoring can be arranged in a single test, and the sensors can be monitored simultaneously to obtain required test data;
2) And (3) earthquake testing: placing the tunnel primary lining model in the step 1) on a vibrating table, filling a vibrating table test model according to test requirements, loading test seismic waves for testing, and transmitting data generated in a test process to an upper computer for storage by a dynamic strain sensor;
3) Curve regression: taking test data acquired by a single dynamic strain sensor, and drawing a dynamic strain-time curve graph; then adopting a local weighted regression algorithm, carrying out weighted regression calculation on dynamic strain time curve data by setting the window length of a data segment, and obtaining dynamic strain smooth values corresponding to all time points in the window length; sequentially obtaining dynamic strain smooth values in other windows, and connecting the smooth values to obtain a fitting local regression dynamic strain-time curve corresponding to the dynamic strain sensor test data;
then taking test data obtained by other dynamic strain sensors, and repeating the steps in the step 3) to obtain a fitting local regression dynamic strain-time curve of each other dynamic strain sensor;
the calculation principle of the local weighted regression algorithm is as follows:
one pointxTaking a piece of data with a specified length as a center, adopting a weight function to perform weighted linear regression on the piece of data, and recordingIs the central value of the regression line, wherein +.>Is the corresponding value of the fitted curve. For all ofnData points can then be madenA weighted regression line, wherein the connection line of the central value of each regression line is the data of the segmentLoessA curve.
Wherein: in local weighted regression, the loss function within each data segment is as follows:①
wherein:h θ is a parameterθVector expression of (i) i.e.；/>Is the abscissa of any data point; />Is->Corresponding data true values; />Is->The expression is as follows:②
wherein:xcharacteristic data of the new prediction sample; parameters (parameters)tThe change rate for controlling the weight can be manually given in advance; thenThere are two important properties:
(1) if it isThen->
(2) If it isThen->
Thus, for the off-prediction sample dataxThe weight of the near point is larger and is far from the predicted sample dataxThe far points have small weights.
Thus, finding by iterative solution calculationsJ(θ)Can obtain the target by the minimum value of (2)h θ The output value calculated at this timeI.e. smoothed values obtained by locally weighted regression.
4) Extracting PDS and RS: respectively extracting a local regression dynamic strain peak PDS and a residual dynamic strain value RS corresponding to each dynamic strain sensor through the fitting local regression dynamic strain-time curve graph obtained in the step 3);
5) Calculating PEC: respectively calculating the plastic deformation index of each dynamic strain sensor according to the data obtained in the step 4)PEC：
PEC=RS/PDS③
In the plastic deformation indexPEC (plastic effect coefficient, abbreviated hereinafter as PEC)Is used to indicate the extent of plastic deformation, i.e. the extent of failure deformation, at any point on the tunnel lining.PEC﹤1，PECThe larger the lining is, the greater the unrecoverable deformation degree of the tunnel lining is, and the earthquake accumulated damage effect of the tunnel is shownSCFEThe stronger.
After each seismic wave loading, the data signals of the dynamic strain sensor cannot return to the data zero point by themselves. I.e. the tunnel lining model is considered to produce an unrecoverable interiorDamage deformation, i.e. residual strainRS(Residual Strain, hereinafter abbreviatedRS) Meets the basic theoretical cognition range of elastoplastics of a concrete plastic damage model. Damage index in reference structure inelastic damage performance evaluation methodD I Is based on the basic idea of providing a plastic deformation index of tunnel lining under the action of earthquakePEC(plastic effect coefficient, hereinafter abbreviated as "abbreviation")PEC）。PECFor any point on different characteristic parts of the lining structureRSPeak value of dynamic strainPDS(Peak Dynamic Strain, hereinafter abbreviated as "abbreviation")PDS) Is a ratio of (2). The basic principle is as follows:
as shown in FIG. 2, the concrete sample has a damaged real state in a uniaxial tensile stress state, and the real state contains a plurality of microcracks and micropore holes. If the tensile force applied to the concrete member is assumed to beTA cross-sectional area ofAThen there is cauchy stress。
As shown in FIG. 3, if the concrete member has a cross-sectional area in a non-destructive virtual state under uniaxial tension stress of the concrete memberIs thatAThe "remaining effective area" of microcracks and microperforations is subtracted, the effective stress tensor->The expression is as follows:
④
introduction of damage parameters⑤
Wherein:the cross-sectional area of the concrete member with micro cracks and micro holes is shown;
Aa cross-sectional area representing a damaged condition of the real concrete member;
according to the damage parameter concept of the formula (5),microcrack and micropipe damage, i.e., residual strain as referred to in equation (3)RS，ANamely, the peak value of dynamic strain mentioned in the formula (3)PDSDefining the plastic deformation index of tunnel lining under the action of earthquakePEC。
6) Drawing a PEC variation spectrogram: with the dynamic strain sensor position as the horizontal axis, the seismic intensity as the vertical axis and the plastic deformation indexPECIs a vertical shaft; respectively drawing PEC-seismic intensity-lining characteristic part change spectrograms of the dynamic strain sensor on the inner surface of the tunnel lining, and the PEC-seismic intensity-lining characteristic part change spectrograms of the dynamic strain sensor on the outer surface of the tunnel lining; and evaluating the deformation stage of the tunnel lining earthquake accumulation and destruction process through the PEC variation spectrogram.
The invention breaks through the limitations of indexes (or corresponding internal force indexes) such as peak acceleration (speed and displacement), peak dynamic strain, peak dynamic soil pressure, spectrum characteristics and the like in the traditional acceleration, dynamic strain and dynamic soil pressure analysis method, creatively provides a tunnel lining earthquake accumulation damage (PEC) evaluation method suitable for a vibration table test based on the actual state of damage of a seismic engineering lining structure, according to the analysis of vibration table test lining structure dynamic strain test data, considering the accumulated damage of elastoplastic deformation characteristics and combining with a machine learning means. Based on the basic principle of concrete elastoplastic damage, the plastic deformation index PEC of the tunnel lining with earthquake action is provided, and the quantitative evaluation of the earthquake accumulation damage of the tunnel lining can be realized by accurately extracting the local regression dynamic strain peak value and the residual dynamic strain value.
Drawings
FIG. 1 is a flow chart of a cumulative damage assessment method of the present invention;
FIG. 2 is a true state of damage to a concrete sample in a uniaxial tensile stress state;
FIG. 3 is a non-destructive hypothetical state of a concrete test piece under uniaxial tension stress;
FIG. 4 is a three-dimensional view of a vibrating table model sensor arrangement in example 1;
FIG. 5 is a sectional view of a tunnel lining model dynamic strain sensor arrangement in example 1;
FIG. 6 is a schematic of the dynamic strain versus time graph and dynamic strain smoothing curve of example 1;
FIG. 7 is a PEC-seismic intensity-lining feature variation spectrum of a tunnel lining inner surface dynamic strain sensor of example 1;
FIG. 8 is a PEC-seismic intensity-lining feature variation spectrum of a tunnel lining outer surface dynamic strain sensor of example 1;
FIG. 9 is a three-dimensional view of a vibrating table model sensor arrangement in example 2;
FIG. 10 is a sectional view showing the arrangement of dynamic strain sensors in a tunnel lining model in example 2;
FIG. 11 is a schematic of the dynamic strain-time graph and dynamic strain smoothing curve of example 2;
FIG. 12 is a PEC-seismic intensity-lining feature variation spectrum of a tunnel lining inner surface dynamic strain sensor of example 2;
fig. 13 is a PEC-seismic intensity-lining characteristic change spectrum of the tunnel lining outer surface dynamic strain sensor of example 2.
Detailed Description
The invention is further illustrated by the following examples in conjunction with the accompanying drawings:
example 1
Tunnel crossing main slip plane space power coupling system earthquake accumulation damagePECEvaluation
(1) The dynamic response of a tunnel structure crossing a main sliding surface under the action of an earthquake is researched by adopting a vibration table test method, the layout schemes such as a tunnel lining dynamic strain sensor and the like are designed, the dynamic strain sensor is arranged according to the design schemes and is adhered to the inner surface and the outer surface of a tunnel lining model by using 502 glue, and the design of the vibration table test model and the layout of sensor elements are shown in figures 4 and 5.
(2) And (3) filling a vibrating table test model according to the sensor layout scheme in the step (1), loading a seismic wave test, and obtaining dynamic strain monitoring data of the lining characteristic part of the vibrating table test tunnel.
(3) And (3) drawing a dynamic strain-time curve graph by taking test data acquired by a single dynamic strain sensor, and fitting by adopting a local weighted regression algorithm to obtain a dynamic strain smooth curve through a formula (1). Repeating the steps, and sequentially obtaining fitting local regression dynamic strain-time curves corresponding to the test data of the rest dynamic strain sensors.
(4) Fitting the local regression dynamic strain-time curve graph to accurately extract the local regression dynamic strain peak value (max|of each characteristic part of the tunnel liningPDS|) And a residual dynamic strain value (max|)RS|) As shown in fig. 6.
(5) Accurately extracting a local regression dynamic strain peak value and a residual dynamic strain value, and calculating the plastic deformation index of the tunnel lining under the earthquake action through a formula (3)PEC. And respectively drawing PEC-seismic intensity-lining characteristic part change spectrograms (shown in fig. 7) of the dynamic strain sensors on the inner surface of the tunnel lining, and drawing PEC-seismic intensity-lining characteristic part change spectrograms (shown in fig. 8) of the dynamic strain sensors on the outer surface of the tunnel lining.
As shown in fig. 7 and 8, at the stage of 0.05 to 0.15 and g,PECthe slow increase indicates that the plastic deformation of the tunnel lining is small and is in an elastic deformation stage. In the stage of 0.15-0.3 g,PECthe increase of a certain degree indicates that the plastic deformation degree of the tunnel lining is gradually increased, and the tunnel lining starts to enter an elastoplastic stage.PECThe plastic deformation of the tunnel lining is greatly increased in the stage of 0.3-0.6 g, which indicates that the plastic deformation of the tunnel lining is sharply increased, and the tunnel lining starts to enter the plastic deformation stage.PECThe deformation stage of the tunnel lining structure is fully considered, so that the dynamic damage of the tunnel lining under the earthquake excitation has obvious cumulative effect. On the basis of fully considering the plastic deformation characteristics of the tunnel lining, the accumulated earthquake effect of the tunnel lining mainly comprises the following three stages: progressive destructive effect (slow deformation) stage<0.15 g)，An initial effect (elastoplastic deformation) stage (0.15-0.3 g), and a plastic effect (plastic deformation) stage (0.3-0.6 g).
Example 2
Earthquake accumulation damage of tunnel crossing traction section sliding surface space power coupling systemPECEvaluation
(1) The dynamic response of a tunnel structure crossing a sliding surface of a traction section under the action of an earthquake is researched by adopting a vibration table test method, layout schemes such as a tunnel lining dynamic strain sensor and the like are designed, the dynamic strain sensor is arranged according to the design schemes and is adhered to the inner surface and the outer surface of a tunnel lining model by using 502 glue, and the design of the vibration table test model and the layout of sensor elements are shown in fig. 9 and 10.
(2) And (3) filling a vibrating table test model according to the sensor layout scheme in the step (1), loading a seismic wave test, and obtaining dynamic strain monitoring data of the lining characteristic part of the vibrating table test tunnel.
(3) And (3) drawing a dynamic strain-time curve graph by taking test data acquired by a single dynamic strain sensor, and fitting by adopting a local weighted regression algorithm to obtain a dynamic strain smooth curve through a formula (1). Repeating the steps, and sequentially obtaining fitting local regression dynamic strain-time curves corresponding to the test data of the rest dynamic strain sensors.
(4) Fitting the local regression dynamic strain-time curve graph to accurately extract the local regression dynamic strain peak value (max|of each characteristic part of the tunnel liningPDS|) And a residual dynamic strain value (max|)RS|) As shown in fig. 11.
(5) Accurately extracting a local regression dynamic strain peak value and a residual dynamic strain value, and calculating the plastic deformation index of the tunnel lining under the earthquake action through a formula (3)PEC. And respectively drawing PEC-seismic intensity-lining characteristic part change spectrograms (shown in fig. 12) of the dynamic strain sensor on the inner surface of the tunnel lining, and drawing PEC-seismic intensity-lining characteristic part change spectrograms (shown in fig. 13) of the dynamic strain sensor on the outer surface of the tunnel lining.
As shown in fig. 12 and 13, at the stage of 0.05 to 0.15 and g,PECapproximately linearly increasing, indicating that the plastic deformation of the tunnel lining is very small, basicallyIn the elastic deformation phase. In the stage of 0.15-0.3 g,PECthe increase of a certain degree indicates that the plastic deformation degree of the tunnel lining is gradually increased, and the tunnel lining starts to enter an elastoplastic deformation stage.PECThe plastic deformation of the tunnel lining is greatly increased in the stage of 0.3-0.4 g, which shows that the plastic deformation of the tunnel lining is sharply increased, and the tunnel lining starts to enter the plastic deformation stage.PECThe deformation stage of the tunnel lining structure is fully considered, so that the dynamic damage of the tunnel lining under the earthquake excitation has obvious cumulative effect. On the basis of fully considering the plastic deformation characteristics of the tunnel lining, the accumulated earthquake effect of the tunnel lining mainly comprises the following three stages of an elastic deformation stage #<0.15 g), an elastoplastic deformation stage (0.15-0.3 g), and a plastic deformation stage (0.3-0.4 g).
Claims (1)
1. The tunnel lining earthquake accumulation damage evaluation method suitable for the vibration table test is characterized by comprising the following steps of:
1) Sensor arrangement: constructing a tunnel primary lining model for a test, designing a layout scheme of dynamic strain sensors according to the structure of the tunnel primary lining model, pasting and layout the dynamic strain sensors on the inner surface and the outer surface of the lining of the tunnel primary lining model, wherein the positions of the dynamic strain sensors on the inner surface and the outer surface correspond to each other one by one, and connecting signals of the dynamic strain sensors to an upper computer after the layout is completed;
2) And (3) earthquake testing: placing the tunnel primary lining model in the step 1) on a vibrating table, and filling a vibrating table test model according to test requirements; loading test seismic waves for testing, and acquiring data generated in a test process by a dynamic strain sensor and transmitting the data to an upper computer for storage;
3) Curve regression: taking test data acquired by a single dynamic strain sensor, and drawing a dynamic strain-time curve graph; then, a local weighted regression algorithm is adopted, the dynamic strain-time curve graph is calculated to obtain a complete dynamic strain smooth curve, and a fitting local regression dynamic strain-time curve graph is drawn;
then test data acquired by other dynamic strain sensors are taken, and a fitting local regression dynamic strain-time curve diagram corresponding to the test data of all the other dynamic strain sensors is sequentially acquired;
4) Extracting PDS and RS: respectively extracting a local regression dynamic strain peak PDS and a residual dynamic strain value RS corresponding to each dynamic strain sensor through the fitting local regression dynamic strain-time curve graph obtained in the step 3);
5) Calculating PEC: respectively calculating the plastic deformation index of each dynamic strain sensor according to the data obtained in the step 4)PEC：
PEC=RS/PDS
6) Drawing a PEC variation spectrogram: with the dynamic strain sensor position as the horizontal axis, the seismic intensity as the vertical axis and the plastic deformation indexPECIs a vertical shaft; respectively drawing PEC-seismic intensity-lining characteristic part change spectrograms of the dynamic strain sensor on the inner surface of the tunnel lining, and the PEC-seismic intensity-lining characteristic part change spectrograms of the dynamic strain sensor on the outer surface of the tunnel lining; and evaluating the deformation stage of the tunnel lining earthquake accumulation and destruction process through the PEC variation spectrogram.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210533731.7A CN115183965B (en) | 2022-05-17 | 2022-05-17 | Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210533731.7A CN115183965B (en) | 2022-05-17 | 2022-05-17 | Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115183965A CN115183965A (en) | 2022-10-14 |
| CN115183965B true CN115183965B (en) | 2023-08-08 |
Family
ID=83512970
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210533731.7A Active CN115183965B (en) | 2022-05-17 | 2022-05-17 | Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115183965B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116046307B (en) * | 2022-12-12 | 2024-06-18 | 中铁西北科学研究院有限公司 | Identification method suitable for earthquake damage mode of vibrating table with tunnel slope |
Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004037351A (en) * | 2002-07-05 | 2004-02-05 | Kumagai Gumi Co Ltd | Damage degree estimation method of member of structure |
| JP2009300323A (en) * | 2008-06-16 | 2009-12-24 | Railway Technical Res Inst | Measurement system for tunnel lining behavior during earthquake |
| CN104777035A (en) * | 2015-04-08 | 2015-07-15 | 西南石油大学 | Shale compressibility comprehensive evaluation method based on uniaxial strength experiment |
| CN105608061A (en) * | 2015-12-23 | 2016-05-25 | 郝士华 | Tunnel monitoring displacement measurement end-section data regression analysis method |
| CN107367365A (en) * | 2017-09-13 | 2017-11-21 | 上海海事大学 | A kind of effect of vibration stress relief online rating system and method based on more strain transducer information fusions |
| CN107944204A (en) * | 2018-01-16 | 2018-04-20 | 广西大学 | Mountain tunnel Construction Risk Assessment method based on CAE finite element models |
| CN108920739A (en) * | 2018-04-27 | 2018-11-30 | 天津大学 | A kind of material constitutive model numerical analysis method considering damage cumulating effect |
| CN110132718A (en) * | 2019-04-19 | 2019-08-16 | 同济大学 | Structure residual bearing capacity measuring method and system based on Tunnel Lining Deformation feature |
| CN110926973A (en) * | 2019-11-27 | 2020-03-27 | 江西省水利科学研究院 | Concrete damage accumulation analysis method under cyclic load |
| CN112362502A (en) * | 2020-12-10 | 2021-02-12 | 中南大学 | Safety evaluation method for tunnel anchorage |
| CN112362574A (en) * | 2020-11-23 | 2021-02-12 | 西安建筑科技大学 | Concrete seismic damage test system and method in construction period |
| CN113486570A (en) * | 2021-06-08 | 2021-10-08 | 昆明理工大学 | Method for predicting tunnel seismic vulnerability based on random IDA and machine learning |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109885874B (en) * | 2019-01-11 | 2022-12-23 | 华东理工大学 | ABAQUS-based multi-axial creep fatigue prediction method |
-
2022
- 2022-05-17 CN CN202210533731.7A patent/CN115183965B/en active Active
Patent Citations (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004037351A (en) * | 2002-07-05 | 2004-02-05 | Kumagai Gumi Co Ltd | Damage degree estimation method of member of structure |
| JP2009300323A (en) * | 2008-06-16 | 2009-12-24 | Railway Technical Res Inst | Measurement system for tunnel lining behavior during earthquake |
| CN104777035A (en) * | 2015-04-08 | 2015-07-15 | 西南石油大学 | Shale compressibility comprehensive evaluation method based on uniaxial strength experiment |
| CN105608061A (en) * | 2015-12-23 | 2016-05-25 | 郝士华 | Tunnel monitoring displacement measurement end-section data regression analysis method |
| CN107367365A (en) * | 2017-09-13 | 2017-11-21 | 上海海事大学 | A kind of effect of vibration stress relief online rating system and method based on more strain transducer information fusions |
| CN107944204A (en) * | 2018-01-16 | 2018-04-20 | 广西大学 | Mountain tunnel Construction Risk Assessment method based on CAE finite element models |
| CN108920739A (en) * | 2018-04-27 | 2018-11-30 | 天津大学 | A kind of material constitutive model numerical analysis method considering damage cumulating effect |
| CN110132718A (en) * | 2019-04-19 | 2019-08-16 | 同济大学 | Structure residual bearing capacity measuring method and system based on Tunnel Lining Deformation feature |
| CN110926973A (en) * | 2019-11-27 | 2020-03-27 | 江西省水利科学研究院 | Concrete damage accumulation analysis method under cyclic load |
| CN112362574A (en) * | 2020-11-23 | 2021-02-12 | 西安建筑科技大学 | Concrete seismic damage test system and method in construction period |
| CN112362502A (en) * | 2020-12-10 | 2021-02-12 | 中南大学 | Safety evaluation method for tunnel anchorage |
| CN113486570A (en) * | 2021-06-08 | 2021-10-08 | 昆明理工大学 | Method for predicting tunnel seismic vulnerability based on random IDA and machine learning |
Non-Patent Citations (1)
| Title |
|---|
| 考虑累积损伤的钢结构楼层地震损伤因子计算的Python语言实现;白润山等;《河北建筑工程学院学报》;第39卷(第2期);第54-58页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115183965A (en) | 2022-10-14 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| US11703482B2 (en) | Computing progressive failure in materials and structures by integration of digital image correlation with acoustic emission monitoring data | |
| CN106248494B (en) | A method of for shale gas well reservoir brittleness overall merit | |
| Park et al. | Overview of piezoelectric impedance-based health monitoring and path forward | |
| Owolabi et al. | Crack detection in beams using changes in frequencies and amplitudes of frequency response functions | |
| US3343409A (en) | Method of determining sucker rod pump performance | |
| CN103868993B (en) | The acoustics method of discrimination of rock three axle list sample fado level yield point and device | |
| CN102865952B (en) | Nondestructive testing method for working stress of concrete | |
| Gao et al. | Estimation of effect of voids on frequency response of mountain tunnel lining based on microtremor method | |
| CN106442115B (en) | Ultrasonic experimental device for rock joint under complex stress and control system thereof | |
| CN115183965B (en) | Tunnel lining earthquake accumulated damage evaluation method suitable for vibrating table test | |
| US20090064798A1 (en) | Device and method for testing isolation structure | |
| CN107300432A (en) | A kind of method and apparatus for being used to realize live adaptive cable force measurement | |
| CN110045026A (en) | Utilize the method for acoustic emission identification rock fracture crack initiation stress | |
| Hammami et al. | Nonlinear behaviour of glass fibre reinforced composites with delamination | |
| CN110427716B (en) | Statistical moment-based high-rise structure model-free damage identification method | |
| Zeng et al. | Shear deformation detection in smart rubber bearing (SRB) using active sensing method | |
| El-Kafrawy | Crack detection by modal analysis in 3D beams based on FEM | |
| Bani-Hani et al. | Health monitoring of a historical monument in Jordan based on ambient vibration test | |
| Wu et al. | Feasibility study of an active sensing approach to detect soil slope interlayer slide using piezoceramic buzzers | |
| Wang et al. | Integrated health monitoring for reinforced concrete beams: an experimental study | |
| An et al. | Identification of beam crack using the dynamic response of a moving spring-mass unit | |
| Ćosić et al. | Review of scientific insights and a critical analysis of pile capacity and pile integrity tests | |
| JP4413082B2 (en) | Inspection method for buried pipes | |
| Ramatlo et al. | SAFE-3D analysis of a piezoelectric transducer to excite guided waves in a rail web | |
| RU2498254C1 (en) | Method to assess condition of elements of soft road structures by spectral analysis of wave fields at operation stage |
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 | ||
| TA01 | Transfer of patent application right |
Effective date of registration: 20230710 Address after: 730000 No. 365, East Democratic Road, Chengguan District, Gansu, Lanzhou Applicant after: NORTHWEST RESEARCH INSTITUTE Co.,Ltd. OF C R E C Applicant after: SIXTH ENGINEERING CO., LTD. OF CHINA RAIL WAY NO.9 Group Applicant after: Lanzhou Jiaotong University Applicant after: Southwest University of Science and Technology Address before: 730000 No. 365, East Democratic Road, Chengguan District, Gansu, Lanzhou Applicant before: NORTHWEST RESEARCH INSTITUTE Co.,Ltd. OF C R E C Applicant before: SIXTH ENGINEERING CO., LTD. OF CHINA RAIL WAY NO.9 Group Applicant before: Southwest University of Science and Technology |
|
| TA01 | Transfer of patent application right | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |