CN116070322B - Karst tunnel lining structure safety evaluation method under heavy rainfall - Google Patents
Karst tunnel lining structure safety evaluation method under heavy rainfall Download PDFInfo
- Publication number
- CN116070322B CN116070322B CN202310042294.3A CN202310042294A CN116070322B CN 116070322 B CN116070322 B CN 116070322B CN 202310042294 A CN202310042294 A CN 202310042294A CN 116070322 B CN116070322 B CN 116070322B
- Authority
- CN
- China
- Prior art keywords
- tunnel
- water pressure
- lining structure
- rainfall
- electrode
- 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
- 238000011156 evaluation Methods 0.000 title claims abstract description 13
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 137
- 239000011159 matrix material Substances 0.000 claims abstract description 29
- 238000000034 method Methods 0.000 claims abstract description 26
- 230000009471 action Effects 0.000 claims abstract description 23
- 238000004364 calculation method Methods 0.000 claims abstract description 17
- 238000013461 design Methods 0.000 claims abstract description 14
- 239000011435 rock Substances 0.000 claims abstract description 11
- 238000012937 correction Methods 0.000 claims description 15
- 238000010276 construction Methods 0.000 claims description 13
- 230000000694 effects Effects 0.000 claims description 9
- 229910000831 Steel Inorganic materials 0.000 claims description 6
- 230000005484 gravity Effects 0.000 claims description 6
- 230000008569 process Effects 0.000 claims description 6
- 239000010959 steel Substances 0.000 claims description 6
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 4
- 238000005259 measurement Methods 0.000 claims description 4
- 238000012360 testing method Methods 0.000 claims description 4
- 230000003213 activating effect Effects 0.000 claims description 3
- 230000035699 permeability Effects 0.000 claims description 3
- 241001325280 Tricardia watsonii Species 0.000 claims description 2
- 230000006835 compression Effects 0.000 claims 1
- 238000007906 compression Methods 0.000 claims 1
- 230000003014 reinforcing effect Effects 0.000 claims 1
- 230000009286 beneficial effect Effects 0.000 abstract description 2
- 230000009467 reduction Effects 0.000 abstract description 2
- 230000006872 improvement Effects 0.000 description 6
- 238000005452 bending Methods 0.000 description 3
- 238000011161 development Methods 0.000 description 3
- 230000002706 hydrostatic effect Effects 0.000 description 2
- 238000009412 basement excavation Methods 0.000 description 1
- 230000008901 benefit Effects 0.000 description 1
- 238000004891 communication Methods 0.000 description 1
- 201000010099 disease Diseases 0.000 description 1
- 208000037265 diseases, disorders, signs and symptoms Diseases 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 238000012821 model calculation Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Images
Classifications
-
- 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]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- 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
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Geometry (AREA)
- Theoretical Computer Science (AREA)
- General Physics & Mathematics (AREA)
- Computer Hardware Design (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Computational Mathematics (AREA)
- Civil Engineering (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Architecture (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to the technical field of tunnel structure analysis, in particular to a karst tunnel lining structure safety evaluation method under heavy rainfall, which comprises the following steps: establishing a tunnel hydraulic ring direction action range matrix according to tunnel structure type and design parametersR=(r ij ) n m× The method comprises the steps of carrying out a first treatment on the surface of the Building a load-structure model of a tunnel lining structure and surrounding rock, and determining the circumferential range with the minimum safety coefficient in a tunnel circumferential range matrixr ab The method comprises the steps of carrying out a first treatment on the surface of the According to the actual measured water inflow of the tunnelW i Lining water pressureP i Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode The method comprises the steps of carrying out a first treatment on the surface of the Compared with the prior art, the invention has the beneficial effects that: according to the lining structure safety evaluation method, actual engineering is used as a background, stress states in different water pressure modes are compared, and the safety coefficient in the most unfavorable state is calculated, so that the safety of the karst tunnel lining structure under the condition of heavy rainfall is judged, and the method is more in line with engineering practice compared with the previous still water reduction calculation mode.
Description
Technical Field
The invention relates to the technical field of tunnel structure analysis, in particular to a karst tunnel lining structure safety evaluation method under heavy rainfall.
Background
At present, a water pressure calculation method of an underwater tunnel is generally adopted for evaluating the safety of a lining structure of a water-rich section of a surrounding rock of a traffic tunnel, namely, the tunnel is considered to be below a stable free water level, the whole ring of the lining structure of the tunnel is subjected to hydrostatic pressure which is uniformly distributed, and the hydrostatic pressure value is reduced according to geological conditions.
For karst tunnels, karst cracks in tunnel address areas develop and the surface communication is good, particularly when obvious hydraulic connection exists between a hidden solution cavity, a solution tank or an underground river and the surface of the earth, groundwater can gather behind tunnel lining after storm, the external water pressure of the lining is obviously increased, the hydraulic action is unevenly distributed, and the hydraulic action is possibly distributed at all positions of vault, spandrel, arch waist, side wall, arch foot, inverted arch and the like; the lining bending moment is increased due to the fact that the unevenly distributed water pressure is more evenly distributed, the shaft force is reduced, the eccentricity is increased, the structure stress is more unfavorable, and the existing underwater tunnel lining structure water pressure calculation method (evenly distributed water pressure) is not suitable for karst tunnel lining structure safety evaluation.
Therefore, the development of the karst tunnel lining structure safety evaluation method under heavy rainfall has urgent research value, good economic benefit and industrial application potential, and is the power place and foundation for the completion of the method.
Disclosure of Invention
The present inventors have conducted intensive studies to overcome the above-mentioned drawbacks of the prior art, and have completed the present invention after a great deal of creative effort.
Specifically, the technical problems to be solved by the invention are as follows: the karst tunnel lining structure safety evaluation method under the heavy rainfall is used for evaluating the water pressure value, the water pressure ring direction and the longitudinal acting range required by the safety of the karst tunnel lining structure under the heavy rainfall condition so as to accurately judge whether the safety of the karst tunnel lining structure can be ensured under the heavy rainfall environment.
In order to achieve the above purpose, the present invention provides the following technical solutions:
a karst tunnel lining structure safety evaluation method under heavy rainfall comprises the following steps:
establishing a tunnel hydraulic ring direction action range matrix according to tunnel structure type and design parametersR=(r ij ) n m× ；
Building a load-structure model of a tunnel lining structure and surrounding rock, and determining a circumferential range with the minimum safety coefficient in a matrix of a tunnel hydraulic circumferential action ranger ab ；
According to the actual measured water inflow of the tunnelW i Lining water pressureP i Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode ；
According to the longitudinal range of water pressureL Longitudinal direction Calculating the correction coefficient of the longitudinal acting range of the water pressurek Longitudinal direction ；
From circumferential extentr ab Water pressure value of lining structureP Electrode Correction coefficientk Longitudinal direction Calculating karst tunnel lining structure resistance effect under strong rainfall water pressure effectF；
By using resistance effectFComparing with the corresponding section strength to calculate the safety coefficient of the lining structureKJudging whether the karst tunnel lining meets the structural safety under the condition of heavy rainfall.
In the invention, as an improvement, the water pressure circumferential action range matrixR=(r ij ) n m× The establishment of (1) comprises:
1) Along the circumference of tunnel liningZDivided clockwise into 2nA plurality of units, wherein,n=Zand/2, and numbered 1-2 clockwise from the domen；
2) Establishing matrix elementsr ij Wherein the matrix elementsr ij Representative unitiInitially, the length of water pressure applied in the clockwise directionjWherein i represents the cell number of the water pressure application start position,i=1- n；jrepresenting the length of water pressure application, j=2-m, m=2n.
In the invention, as an improvement, the circumferential range with the minimum safety coefficient in the tunnel water pressure circumferential action range matrix is determinedr ab The method comprises the following steps:
1) Load-structure model for building tunnel lining structure and surrounding rockCalculating the water pressure ring direction action range matrixR=(r ij ) n m× Safety factor of time lining structureK=(k ij ) n m× ；
2) From the following componentsk ab =min(k ij ) Determination ofr ab 。
In the invention, as an improvement, the historical extremum of the rainfall in the tunnel address area is calculatedY Electrode Water pressure value of lining structureP Electrode There are 2 methods as follows:
(1) Establishing a stratum-structure model;
taking a water inrush paragraph in tunnel construction as a calculation unit, and collecting the water inflow amount in the tunnel construction process in the rainfall periodW i And rainfall amountY i Establishing a tunnel primary support model, and reversely calculating a stratum permeability coefficient;
activating a secondary lining structure unit, and calculating rainfall historical extremum under the designed drainage conditionY Electrode Back water pressure of lining structureP Electrode ；
(2) Lining structure water pressure during actual measurement of rainfall of arrangement section in site construction test sectionP i According to the multiple rainfallY i With water pressureP i Is a data fitting relation function of (2)P i =f（Y i ) Substituting the historical extremum of rainfallY Electrode Calculating the water pressure of the lining structureP Electrode 。
In the invention, as an improvement, the karst tunnel lining structure resistance effect under the action of the strong rainfall water pressureFThe calculation method of (1) is as follows: according to the calculated circumferential ranger ab ,、Lining structure water pressureP Electrode Correction coefficientk Longitudinal direction The index parameters establish a two-dimensional load-structure finite element model, and the following calculation formula is adopted:
F=f(r ab ,P electrode )·k Longitudinal direction ；
Wherein, r ab is the range of the circumferential water pressure when the safety coefficient of the tunnel lining structure is minimum,P electrode Historical extremum for rainfall for tunnel address areaY Electrode The water pressure value of the lining structure is measured,k longitudinal direction And correcting the coefficient for the longitudinal acting range of the water pressure.
In the present invention, as an improvement, the resistance effectFThe comparison with the corresponding section strength is calculated as follows:
KNe≤R w bx(h 0 ‒x/2)+R g A g '(h 0 -a')；
wherein, Nas an axial force (MN),R w is the flexural compressive ultimate strength of the concrete,R g is the standard value of the tensile strength or the compressive strength of the steel bar,bis the lining section width (m),h 0 is the effective height (m) of the lining section,a’is self-reinforced barA g The distance (m) of the center of gravity from the nearest edge of the cross-section,eis a reinforcing steel barA g The distance (m) of the center of gravity of (c) to the point of application of the axial force,A g cross-sectional area of the' compressed area steel bar (m 2 ）；KIs a safety coefficient of the lining structure.
In the present invention, as an improvement, the tunnel structure type includes a single-centered circle, a triple-centered circle or a five-centered circle type, and the tunnel design parameters include a clear width and a clear height.
Compared with the prior art, the invention has the beneficial effects that:
(1) According to the lining structure safety evaluation method, actual engineering is used as a background, stress states in different water pressure modes are compared, and the safety coefficient in the most unfavorable state is calculated, so that the safety of the karst tunnel lining structure under the condition of heavy rainfall is judged, and the method is more in line with engineering practice compared with the previous still water reduction calculation mode.
(2) The lining structure safety evaluation method is suitable for karst development tunnels such as a dissolving pipe and a dissolving tank, under the condition of the water pressure action of the karst tunnel lining structure under the condition of heavy rainfall, which is not related in the prior art, the safety state of the tunnel lining structure can be obtained when the water pressure is the most unfavorable, and the lining structure safety analysis or the lining structure disease treatment design is carried out according to the safety state, so that the safety of the karst tunnel lining structure under the condition of heavy rainfall can be ensured.
Drawings
In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly described below. Like elements or portions are generally identified by like reference numerals throughout the several figures. In the drawings, elements or portions thereof are not necessarily drawn to scale.
FIG. 1 shows the range of circumferential water pressure of a lining in accordance with the first embodiment;
fig. 2 shows the water pressure mode behind the tunnel lining structure after heavy rainfall.
Detailed Description
Embodiments of the technical scheme of the present invention will be described in detail below with reference to the accompanying drawings. The following examples are only for more clearly illustrating the technical aspects of the present invention, and thus are merely examples, and are not intended to limit the scope of the present invention.
A karst tunnel lining structure safety evaluation method under heavy rainfall comprises the following steps:
establishing a tunnel hydraulic ring direction action range matrix according to tunnel structure type and design parametersR=(r ij ) n m× Wherein the tunnel structure pattern comprises a single-heart circle pattern, a three-heart circle pattern and a five-heart circle pattern, and the tunnel design parameters comprise a clear width S and a clear height h;
building a load-structure model of a tunnel lining structure and surrounding rock, substituting design parameters such as lining thickness, concrete strength, surrounding rock elastic resistance coefficient and the like into the model, and determining the circumferential range with the minimum safety coefficient in a tunnel water pressure ring circumferential range matrixr ab ；
According to the actual measured water inflow of the tunnelW i Or lining water pressureP i Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode ；
According to the longitudinal range of water pressureL Longitudinal direction Calculating the correction coefficient of the longitudinal acting range of the water pressurek Longitudinal direction ；
From circumferential extentr ab Water pressure value of lining structureP Electrode Correction coefficientk Longitudinal direction Calculating karst tunnel lining structure resistance effect under strong rainfall water pressure effectF；
By using resistance effectFComparing with the corresponding section strength to calculate the safety coefficient of the lining structureKJudging whether the karst tunnel lining meets the structural safety under the condition of heavy rainfall.
As shown in fig. 2, the tunnel water pressure ring range matrix in the present application represents the back water pressure mode of the tunnel lining structure after heavy rainfall, which is shown as mode 1, and the model calculation shows that the water pressure range matrix is the same as the single part (water pressure acting lengthjIs less than or equal to 1) bear water pressure at a plurality of places (water pressure acting length)jLess than or equal to 1) simultaneously bearing water pressure and integrally bearing water pressure (shown as a mode 2-a mode 4 in the figure), the mode 1 can lead the tunnel lining structure to be in a more unfavorable stress state.
The tunnel water pressure ring direction action range matrixR=(r ij ) n m× The establishment method of (1) comprises the following steps:
1) Along the circumference of tunnel liningZDivided clockwise into 2nA plurality of units, wherein,n=Zand/2, and numbered 1-2 clockwise from the domen；
2) Establishing matrix elementsr ij Wherein the matrix elementsr ij Representative unitiInitially, the length of water pressure applied in the clockwise directionjWherein, in the range of (C), wherein,ia unit number representing the starting position of the water pressure application,i=1, 2, ……,n，jrepresenting the length of action of the water pressure,j=2, 3, ……,mwherein，m=2n。
Determining tunnelingThe minimum safety coefficient of the circumferential range matrixr ab Comprising the following steps:
1) Building a load-structure model of a tunnel lining structure and surrounding rock, and calculating the action range of the water pressure ring directionR=(r ij ) n m× Safety factor of time lining structureK=(k ij ) n×m ；
2) From the following componentsk ab =min(k ij ) Determination ofr ab 。
Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode There are two methods:
(1) Building stratum-structure model and calculating rainfall historical extremumY Electrode Maximum water pressure value born by tunnel lining structureP Electrode ；
When the water pressure of the lining structure is highP i When the water inflow cannot be obtained through actual measurement, the water inflow paragraph in the tunnel construction is taken as a calculation unit, and the water inflow amount in the tunnel construction process in the rainfall period is collectedW i Domain rainfallY i Firstly, establishing a tunnel primary support model to reversely calculate stratum permeability coefficient, activating a secondary lining structure unit, and calculating and designing rainfall historical extremum under the drainage conditionY Electrode Back water pressure of lining structureP Electrode 。
(2) Lining structure water pressure during actual measurement of rainfall of arrangement section in site construction test sectionP i According to the multiple rainfallY i With water pressureP i Is a data fitting relation function of (2)P i =f（Y i ) Substituting the historical extremum of rainfallY Electrode Calculating the water pressure of the lining structureP Electrode 。
Calculating the correction coefficient of the longitudinal acting range of the water pressurek Longitudinal direction The method of (1) is as follows: in the tunnel construction and operation stage, the length of the surrounding rock water burst section exposed by excavation is used as the longitudinal acting range of water pressureL Longitudinal direction Corresponding water pressure longitudinal directionCoefficient of action range correctionk Longitudinal direction 0.4 to 1.0, as shown in Table 1 below:
TABLE 1 suggested values for safety coefficient and correction coefficient of lining structure
Note that: longitudinal range of water pressure not shown in the tableL Longitudinal direction The values may take the form of linear interpolation.
Karst tunnel lining structure resistance effect under action of water pressure during heavy rainfallFThe calculation method of (1) is as follows: according to the calculated circumferential ranger ab ,、Lining structure water pressureP Electrode Correction coefficientk Longitudinal direction Index parameters, a two-dimensional load-structure finite element model is established, and the following calculation formula is adopted:
F=f(r ab ,P electrode )·k Longitudinal direction ；
Wherein, r ab the safety coefficient of the lining structure of the tunnel is minimizedk ab =min(k ij ) A circumferential water pressure acting range during the process,P electrode Historical extremum for rainfall for tunnel address areaY Electrode The water pressure value of the lining structure is measured,k longitudinal direction Hydraulic longitudinal range correction factor.
By using resistance effectFComparing with the corresponding section strength to calculate the safety coefficient of the lining structureK，Wherein, the safety coefficient of the lining structure is calculated by comparisonKThe following formula is adopted for calculation:
KNe≤R w bx(h 0 ‒x/2)+R g A g '(h 0 -a')；
in the method, in the process of the invention,Nas an axial force (MN),R w is the flexural compressive ultimate strength of the concrete,R g is the standard value of the tensile strength or the compressive strength of the steel bar,bis of wide lining sectionDegree (m),h 0 is the effective height (m) of the lining section,a’is self-reinforced barA g The distance (m) of the center of gravity from the nearest edge of the cross-section,eis a reinforcing steel barA g The distance (m) of the center of gravity of (c) to the point of application of the axial force,A g cross-sectional area of the' compressed area steel bar (m 2 ）。
Embodiment one:
a two-lane highway tunnel is formed by a single-center circle, the radius of the inner contour is 555cm, the tunnel is positioned in a karst development area, a plurality of karst depressions are visible on the ground surface, the historical extremum of daily rainfall is 166mm/d, ZK72+660 sections are selected in a serious section of tunnel water outlet, the sections are V-level surrounding rock lining structure sections 5a, C30 steel concrete and 40cm thick, a hydraulic pressure meter is arranged for measuring the water pressure of the lining structure, and the technical scheme comprises the following implementation steps:
(1) According to the design parameters of the tunnel structure type (single-center circle), the clear width S=10.8m and the clear height h=8.8m, a tunnel water pressure ring direction acting range matrix is establishedR=(r ij ) n m× 。
The establishment method comprises the following steps: circumference of tunnel liningZ35m, dividing into 35 units clockwise, numbering 1-35 clockwise by the vault, and establishing a tunnel water pressure ring direction action range matrixR=(r ij ) 17 35× The form is shown in Table 2:
table 2 water pressure circumferential range matrixR=(r ij ) 17 35×
(2) According to design parameters such as lining thickness, concrete strength, surrounding rock elastic resistance coefficient and the like, a two-dimensional load structure model is established, and a tunnel lining structure safety coefficient matrix is calculatedK=(k ij ) 17 35× See table 3.
TABLE 3 safety coefficient matrix for tunnel lining structureK=(k ij ) 17 35×
As shown in Table 3, the safety coefficient of the tunnel lining structure is minimizedk ab =min(k ij ) 4.8, corresponding to the annular water pressure range ofr 13 I.e.i=1,j=3.0 (0.3S), as shown in fig. 1.
The water pressure state behind the tunnel lining structure after heavy rainfall can be divided into 4 types of modes 1-4 and the like, as shown in fig. 2. Through calculation, the safety coefficients of the tunnel lining structure are the smallest by 5.2, 6.8 and 6.3 in three modes of bearing water pressure at a single position, bearing water pressure at a plurality of positions simultaneously and bearing water pressure integrally, and the lining structure is more unfavorable in stress state in the mode 1.
(3) Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode . Based on the water pressure of the lining structure during rainfall actually measured in a test section in the site construction process, the water pressure of the lining structure during rainfall historical extremum (heavy rainfall) is calculated, and the concrete description is as follows:
the measured water pressure and rainfall of ZK72+660 section in 2019 are shown in Table 4.
TABLE 4 historical rainfall and Water pressure statistics
The calculation formula of the proportion is water pressure/rainfall, and the water pressure born by the lining is in direct proportion to the rainfall, which can be obtained from the conventional rainfall and water pressure statistics table 4, and the water pressure/rainfall is about 1.6, so that the corresponding historical extremum (daily rainfall 166 mm) is calculated, and the water pressure (water intake pressure/rainfall=1.6) of the section of the lining structure of ZK72+660 is 265.6kPa.
(4) According to the longitudinal range of water pressureL Longitudinal direction Calculating the correction coefficient of the longitudinal acting range of the water pressurek Longitudinal direction The specific description is as follows: the tunnel is inIn the construction stage, after construction is revealed, ZK72+658-ZK72+666 sections have numerous water flooding points and large water flooding amount, so that the longitudinal acting range of water pressure is wideL Longitudinal direction 8m, the correction coefficient of the longitudinal action range of the water pressurek Longitudinal direction 0.7.
(5) Calculating karst tunnel lining structure resistance effect under strong rainfall water pressure effectF=f(r ab ,P Electrode )·k Longitudinal direction In comparison with the corresponding section strength, the specific description is as follows:
by calculationr ab =(1,3),P Electrode =265.6kPa、k Longitudinal direction Index parameters of 0.7 and the like, establishing a two-dimensional strain load-structure model, and calculating to obtain bending moment of the weakest section of the tunnel lining structureM263.3kN.m, axial forceNFor 1458.7kN, the section bending moment is calculatedMWith axial forceNEqual resistance effect and concrete strengthR w Strength of reinforcing steel barR g Width of cross sectionbEffective height of cross sectionh 0 Thickness of protective layera’The structural design parameters are substituted into the following formula:
KNe≤R w bx(h 0 ‒x/2)+R g A g '(h 0 -a')；
calculating to obtain the safety coefficient of the lining structureK=2.80, which is greater than the strength safety factor 2.0 specified in the highway tunnel design specification (JTG D70-2018), indicating that the safety of the tunnel lining structural design section 5a can meet the specification requirements.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solution of the present invention, and not for limiting the same; although the invention has been described in detail with reference to the foregoing embodiments, it will be understood by those of ordinary skill in the art that: the technical scheme described in the foregoing embodiments can be modified or some or all of the technical features thereof can be replaced by equivalents; such modifications and substitutions do not depart from the spirit of the invention, and are intended to be included within the scope of the appended claims and description.
Claims (6)
1. The karst tunnel lining structure safety evaluation method under heavy rainfall is characterized by comprising the following steps:
establishing a tunnel hydraulic ring direction action range matrix according to tunnel structure type and design parametersR=(r ij ) n m× ；
Building a load-structure model of a tunnel lining structure and surrounding rock, and determining a circumferential range with the minimum safety coefficient in a matrix of a tunnel hydraulic circumferential action ranger ab ；
According to the actual measured water inflow of the tunnelW i Lining water pressureP i Calculating historical extremum of rainfall in tunnel address areaY Electrode Water pressure value of lining structureP Electrode ；
According to the longitudinal range of water pressureL Longitudinal direction Calculating the correction coefficient of the longitudinal acting range of the water pressurek Longitudinal direction ；
From circumferential extentr ab Water pressure value of lining structureP Electrode Correction coefficientk Longitudinal direction Calculating karst tunnel lining structure resistance effect under strong rainfall water pressure effectF；
By using resistance effectFComparing with the corresponding section strength to calculate the safety coefficient of the lining structureKJudging whether the karst tunnel lining meets structural safety under the condition of heavy rainfall or not;
the water pressure ring direction action range matrixR=(r ij ) n m× The establishment of (1) comprises:
1) Along the circumference of tunnel liningZDivided clockwise into 2nA plurality of units, wherein,n=Zand/2, and numbered 1-2 clockwise from the domen；
2) Establishing matrix elementsr ij Wherein the matrix elementsr ij Representative unitiInitially, the length of water pressure applied in the clockwise directionjIs within the range of (1)i represents the unit number of the water pressure application start position,i=1- n；jrepresenting the length of water pressure application, j=2-m, m=2n.
2. The method for evaluating safety of karst tunnel lining structure under heavy rainfall as claimed in claim 1, wherein the circumferential range with the minimum safety coefficient in the matrix of the circumferential range of tunnel water pressure is determinedr ab The method comprises the following steps:
1) Building a load-structure model of a tunnel lining structure and surrounding rock, and calculating a matrix of the hydraulic ring direction action rangeR=(r ij ) n m× Safety factor of time lining structureK=(k ij ) n m× ；
2) From the following componentsk ab =min(k ij ) Determination ofr ab 。
3. The method for evaluating safety of karst tunnel lining structure under heavy rainfall as claimed in claim 1, wherein the historical extremum of rainfall capacity of tunnel address area is calculatedY Electrode Water pressure value of lining structureP Electrode There are 2 methods as follows:
(1) Establishing a stratum-structure model;
taking a water inrush paragraph in tunnel construction as a calculation unit, and collecting the water inflow amount in the tunnel construction process in the rainfall periodW i And rainfall amountY i Establishing a tunnel primary support model, and reversely calculating a stratum permeability coefficient;
activating a secondary lining structure unit, and calculating rainfall historical extremum under the designed drainage conditionY Electrode Back water pressure of lining structureP Electrode ；
(2) Lining structure water pressure during actual measurement of rainfall of arrangement section in site construction test sectionP i According to the multiple rainfallY i With water pressureP i Is a data fitting relation function of (2)P i =f（Y i ) Substituted into rainfallHistorical extremumY Electrode Calculating the water pressure of the lining structureP Electrode 。
4. The method for evaluating the safety of the karst tunnel lining structure under heavy rainfall according to claim 1, which is characterized by comprising the following steps: the karst tunnel lining structure resistance effect under the action of strong rainfall water pressureFThe calculation method of (1) is as follows: according to the calculated circumferential ranger ab 、Lining structure water pressureP Electrode Correction coefficientk Longitudinal direction The index parameters establish a two-dimensional load-structure finite element model, and the following calculation formula is adopted:
F=f(r ab , P electrode )·k Longitudinal direction ；
Wherein, r ab is the range of the circumferential water pressure when the safety coefficient of the tunnel lining structure is minimum,P electrode Historical extremum for rainfall for tunnel address areaY Electrode The water pressure value of the lining structure is measured,k longitudinal direction And correcting the coefficient for the longitudinal acting range of the water pressure.
5. The method for evaluating the safety of a karst tunnel lining structure under heavy rainfall according to claim 1, wherein the resistance effect F is calculated by comparing the corresponding section strength as follows:
KNe≤R w bx(h 0 ‒x/2)+R g A g '(h 0 -a')；
wherein, Naxial force in MN;R w the flexural compressive ultimate strength of the concrete;R g is the standard value of tensile strength or compressive strength of the steel bar;bthe width of the lining section is the unit m;h 0 the effective height of the lining section is the unit m;a’is self-reinforced barA g The distance of the center of gravity to the nearest edge of the cross section, in m;eis a reinforcing steel barA g Gravity center to axial force actionThe distance of the points, unit m,A g cross-sectional area of the reinforcing bars in the compression zone, unit m 2 ；KIs a safety coefficient of the lining structure.
6. The method for evaluating the safety of the karst tunnel lining structure under heavy rainfall according to claim 1, which is characterized by comprising the following steps: the tunnel structural type comprises a single-heart circle, a three-heart circle or a five-heart circle type, and the tunnel design parameters comprise clear width and clear height.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310042294.3A CN116070322B (en) | 2023-01-28 | 2023-01-28 | Karst tunnel lining structure safety evaluation method under heavy rainfall |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202310042294.3A CN116070322B (en) | 2023-01-28 | 2023-01-28 | Karst tunnel lining structure safety evaluation method under heavy rainfall |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN116070322A CN116070322A (en) | 2023-05-05 |
| CN116070322B true CN116070322B (en) | 2023-06-02 |
Family
ID=86169425
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202310042294.3A Active CN116070322B (en) | 2023-01-28 | 2023-01-28 | Karst tunnel lining structure safety evaluation method under heavy rainfall |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN116070322B (en) |
Family Cites Families (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110514518B (en) * | 2019-07-19 | 2021-03-26 | 同济大学 | Tunnel lining structure service performance detection method based on tunnel lining disease characteristics |
| CN111523788B (en) * | 2020-04-17 | 2023-04-28 | 重庆大学 | Method for evaluating overall stability of surrounding rock and lining structure in operation period of shallow-buried bias tunnel |
| CN112258049A (en) * | 2020-10-26 | 2021-01-22 | 西南交通大学 | Safety control method for tunnel in complex geological condition area |
| CN113868735B (en) * | 2021-09-09 | 2024-06-21 | 武汉理工大学 | Tunnel rapid safety evaluation method and device based on parametric modeling |
| CN114662196A (en) * | 2022-03-23 | 2022-06-24 | 北京交通大学 | Method and system for evaluating safety of railway tunnel shaft lining |
-
2023
- 2023-01-28 CN CN202310042294.3A patent/CN116070322B/en active Active
Also Published As
| Publication number | Publication date |
|---|---|
| CN116070322A (en) | 2023-05-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Tan et al. | Measured performance of a 26 m deep top-down excavation in downtown Shanghai | |
| Goh et al. | Building damage assessment for deep excavations in Singapore and the influence of building stiffness | |
| CN109024609B (en) | Foundation pit supporting structure based on old row piles and construction method thereof | |
| Bakker | Structural design of linings for bored tunnels in soft ground | |
| CN106682267B (en) | The calculation method of immersed tube tunneltron section hoop strain under a kind of Tidal Load | |
| CN1070250C (en) | Time-space effect method for excavation of foundation pit | |
| CN113742826B (en) | Active anti-floating design method based on anti-floating variable water level | |
| CN116070322B (en) | Karst tunnel lining structure safety evaluation method under heavy rainfall | |
| Zhu et al. | Quantitative model for residual bearing capacity of corroded reinforced concrete pipe based on failure mode | |
| Ji et al. | Top-down excavation of an underpass linking two large-scale basements in sandy soil | |
| Liu et al. | Deformation characterisation and distress diagnosis of a metro shield tunnel by adjacent constructions | |
| CN116484471A (en) | Equivalent parameter determination method for equivalent model of circular diaphragm wall | |
| Wang et al. | Settlement characteristics of immersed tunnel of Hong Kong–Zhuhai–Macau Bridge project | |
| CN106436785B (en) | Insuring highway' slope back-pressure reversed construction method and its structure | |
| CN111985021B (en) | Safety analysis method for fluid-solid coupling of all-over joints of shield excavation surface | |
| Webb et al. | Field tests of a large-span metal culvert | |
| Jia et al. | Semi-empirical method for estimating stiffness and deformation of cylindrical retaining diaphragm wall | |
| Lu et al. | Research on he Classification of Life-Cycle Safety Monitoring Levels of Subsea Tunnels | |
| Liu et al. | Design optimization and observed performance of a super-large foundation pit excavation subjected to unsymmetrical loading in water-rich floodplain: A case study | |
| CN111125961A (en) | Fine step-by-step control method for bridge settlement deformation in subway tunnel construction | |
| Pan et al. | Reliability analysis of bucket foundation breakwater considering water-level variations under complex natural conditions | |
| CN205135085U (en) | Integral structure of chimney and clean water basin and effluent water sump | |
| CN109460568A (en) | A kind of shield tunnel construction causes the prediction technique of subsidence of surface buildings | |
| Huang et al. | Large-scale model test study on the water pressure resistance of construction joints of karst tunnel linings | |
| Ryul et al. | Design for settlement of pile groups by the unified design method: a case history |
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 |