CN115795618A - Tunnel composite lining reliability index calculation method and device and terminal equipment - Google Patents
Tunnel composite lining reliability index calculation method and device and terminal equipment Download PDFInfo
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Abstract
The embodiment of the invention relates to the technical field of composite lining reliability evaluation, and discloses a method and a device for calculating a composite lining reliability index of a tunnel and terminal equipment. The method for calculating the tunnel composite lining reliable index comprises the following steps: acquiring tunnel foundation parameters, and calculating active load and elastic resistance born by a primary support in the composite lining; acquiring the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining, and calculating the rigidity of an elastic chain rod between the primary support and the secondary lining according to the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining; constructing a tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod; and calculating to obtain bending moment and axial force of a plurality of sections of the primary support and bending moment and axial force of a plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliability index of the composite lining. The simple and accurate calculation method of the tunnel composite lining reliability index is realized.
Description
Technical Field
The invention relates to the technical field of composite lining reliability assessment, in particular to a method and a device for calculating a composite lining reliability index of a tunnel and terminal equipment.
Background
The extreme state method with the core of calculating the reliable indexes of the structure is the development trend of civil engineering structure design. A calculation method for calculating the reliability index of a tunnel lining structure by adopting a limit state method is provided in railway tunnel design specifications issued in China, so that the limit state method is rapidly developed in the aspect of railway tunnel engineering. However, the 'load sharing ratio' parameter adopted in the standard calculation method is not easy to determine, and the calculation object of the reliable index in the standard is only suitable for the secondary lining, open cut tunnel and tunnel door structure of the tunnel, is not suitable for the design calculation of the primary support of the tunnel, and does not see the reliable index calculation method aiming at the tunnel composite lining.
Disclosure of Invention
In view of this, the embodiment of the present invention provides a method for calculating a reliable index of a composite tunnel lining, and a simple, convenient and accurate method for calculating a reliable index of a composite tunnel lining is implemented.
In order to achieve the purpose, the invention adopts the following technical scheme:
in a first aspect, an embodiment of the present invention provides a method for calculating a composite lining reliability index of a tunnel, including: acquiring tunnel foundation parameters, and calculating the active load and elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters; acquiring the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining, and calculating the rigidity of an elastic chain rod between the primary support and the secondary lining according to the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining; constructing a tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod; and calculating to obtain bending moment and axial force of a plurality of sections of the primary support and bending moment and axial force of a plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and axial force of the plurality of sections of the primary support and the bending moment and axial force of the plurality of sections of the secondary lining.
Based on the first aspect, in some embodiments, calculating a bending moment and an axial force of a plurality of sections of a primary support and a bending moment and an axial force of a plurality of sections of a secondary lining according to a tunnel composite lining calculation model, and calculating a reliability index of the composite lining based on the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining, includes: sampling and simulating basic random variables according to a tunnel composite lining calculation model, and calculating the statistical characteristics of bending moment and axial force of a plurality of sections of a primary support and a plurality of sections of a secondary lining; and establishing a limit state equation of the composite lining based on the statistical characteristics of the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining, and calculating the reliable index of each section through the JC method according to the limit state equation. Based on the first aspect, in some embodiments, sampling simulation is performed on basic random variables according to a tunnel composite lining calculation model, and calculating statistical characteristics of the basic random variables includes:
based on the first aspect, in some embodiments, the extreme state equation comprises a concrete compression resistance extreme state equation and a concrete crack resistance extreme state equation; the concrete compression resistance limit state equation is as follows:
wherein phi is a stability coefficient, N is an axial force generated by a load, b is a cross-sectional width, h is a cross-sectional height, and gamma is p Is the tensile molding coefficient of concrete, e 0 Eccentricity of axial force, e 0 = M/N, M being a bending moment, f tk The tensile strength value of the axis of the lining concrete is obtained; the concrete crack resistance limit equation of state is as follows:
φf ck bhα-N＝0
wherein phi is a stability coefficient, N is an axial force generated by a load, b is a cross-sectional width, h is a cross-sectional height, and f ck The axial center compressive strength value of the lining concrete is shown, and alpha is the eccentric influence coefficient of the axial force;
based on the first aspect, in some embodiments, the extreme state equations comprise reinforced concrete extreme state equations, the reinforced concrete extreme state equations being:
wherein alpha is 1 Is a coefficient of s 、a s ' the distance from the resultant force point of the steel bars in the tension area and the compression area to the near side of the section, b is the width of the section, h is the height of the section, e a To add eccentricity, e a ＝max(20,h/30)，e 0 Is the eccentricity of the axial force h 0 Is the effective height of the cross section, h 0 ＝h-a s ，f y ' design value for reinforcing bar strength, A s ' is the area of the reinforcement in the compression zone, f c The designed value of the axial compressive strength of the concrete is shown, and x is the height of the compression zone.
Based on the first aspect, in some embodiments, a composite lining limit state equation is established based on statistical characteristics of bending moment and axial force of a plurality of sections of a primary support and bending moment and axial force of a plurality of sections of a secondary lining, and a reliable index of each section is calculated according to the limit state equation through a JC method, wherein the method comprises the following steps: the calculation formula for calculating the reliable index of each section by the JC method is as follows:
wherein, X i (i =1,2, …, n) is a substantially random variable, Z = g (X) 1 ,X 2 ,…,X n ) Equation of state limit of =0 Z To design the mean, σ, of the calculated points (i =1,2, …, n) Z To design the standard deviation of the checking points, X i * Design a check point value for variable X, m Xi Is a variable X i Mean value of (a) Xi Is a variable X i Standard deviation of (c), cos θ Xi Is the sensitivity factor; the formula for calculating the sensitivity coefficient is as follows:
the calculation formula of the design checking point is as follows:
X i ＝m Xi -βσ Xi cosθ Xi ,i＝1,2,…,n
based on the first aspect, in some embodiments, the tunnel foundation parameters include a surrounding rock weight, a surrounding rock grade, a tunnel width and a width influence coefficient, the tunnel foundation parameters are obtained, and the active load and the elastic resistance borne by the primary support in the composite lining are calculated according to the tunnel foundation parameters, including: according to q = γ × 0.45 × 2 s-1 Calculating active load q, wherein gamma is the weight of the surrounding rock, S is the surrounding rock level, omega is a width influence coefficient, omega =1+i x (B-5), B is the width of the tunnel, and i is the rate of increase and decrease of the surrounding rock pressure when B increases the preset width; according to σ i ＝Kδ i Calculation of elastic resistance σ i Where K is the elastic resistance coefficient of the surrounding rock, delta i Is the compression deformation of any point i on the surface of the surrounding rock.
Based on the first aspect, in some embodiments, constructing a tunnel composite lining calculation model based on active load, elastic resistance and elastic chain bar stiffness comprises: simulating primary support and secondary lining structures through beam units, simulating the rigidity of an elastic chain rod between the primary support and the secondary lining and the elastic resistance between surrounding rocks and the primary support through rod units, and building a finite element structure based on the primary support and the secondary lining structures, the elastic chain rod and the elastic resistance; and inputting the active load value, the rigidity value of the elastic chain rod and the elastic resistance value into a finite element structure to construct a tunnel composite lining calculation model.
In a second aspect, an embodiment of the present invention provides a device for calculating a load sharing ratio of a composite lining of a tunnel, including: the load calculation module is used for acquiring tunnel foundation parameters and calculating the active load and the elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters; the chain rod rigidity calculation module is used for acquiring the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining, and calculating the rigidity of the elastic chain rod between the primary support and the secondary lining according to the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining; the model building module is used for building a tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod; and the reliable index calculation module is used for calculating and obtaining bending moment and axial force of a plurality of sections of the primary support and bending moment and axial force of a plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and axial force of the plurality of sections of the primary support and the bending moment and axial force of the plurality of sections of the secondary lining.
In a third aspect, an embodiment of the present invention provides a terminal device, which includes a memory, a processor, and a computer program stored in the memory and executable on the processor, where the processor, when executing the computer program, implements the steps of the method for calculating a reliability index of a composite tunnel lining according to any one of the first aspect.
In a fourth aspect, an embodiment of the present invention provides a computer-readable storage medium, where a computer program is stored, and when the computer program is executed by a processor, the steps of the method for calculating a composite lining reliability index of a tunnel according to any one of the above first aspects are implemented.
In the embodiment of the invention, a fuzzy parameter load sharing ratio is avoided in the process of calculating the reliable index by adopting a limit state method, the axial force, the bending moment and the structural reliable index of the primary support and the secondary lining of the composite lining are calculated according to the calculation model of the composite lining of the tunnel, the calculation method is simple, convenient and efficient, the calculation result is accurate, and reference can be provided for the design of tunnel support parameters and the selection of an excavation method.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the drawings needed to be used in the embodiments or the prior art descriptions will be briefly described below, and it is obvious that the drawings in the following description are only some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without inventive exercise.
Fig. 1 is a flowchart of a method for calculating a reliability index of a composite lining of a tunnel according to an embodiment of the present invention;
FIG. 2 is a simplified model of stiffness of a composite lining resilient connecting rod according to an embodiment of the present invention;
FIG. 3 is a finite element model according to an embodiment of the present invention;
FIG. 4 is a sectional view of a composite lining of a IV-grade deep-buried tunnel according to an embodiment of the present invention;
FIG. 5 is a model diagram of a composite lining structure of a IV-grade deep-buried tunnel according to an embodiment of the present invention;
FIG. 6 is a structural model diagram of a single-layer secondary lining of a IV-grade deep-buried tunnel according to an embodiment of the present invention;
FIG. 7 is a schematic diagram of a device for calculating a composite lining reliability indicator of a tunnel according to an embodiment of the present invention;
fig. 8 is a schematic diagram of a terminal device according to an embodiment of the present invention.
Detailed Description
The present invention will be more clearly described below with reference to specific examples. The following examples will assist those skilled in the art in further understanding the role of the invention, but are not intended to limit the invention in any way. It should be noted that various changes and modifications can be made by those skilled in the art without departing from the spirit of the invention, and these changes and modifications are all within the scope of the invention.
To make the objects, technical solutions and advantages of the present application more clear, the following description is made by way of specific embodiments with reference to the accompanying drawings.
The composite lining refers to a tunnel lining which is divided into an inner layer and an outer layer and is constructed in sequence. After the tunnel is excavated, an outer layer flexible support (generally a spray anchor support) which is closely attached to the surrounding rock, also called an initial support, is timely constructed, so that the surrounding rock is allowed to generate certain deformation without causing excessive deformation of loosening pressure. And after the deformation of the surrounding rock is basically stable, constructing an inner lining (generally molded), which is also called a secondary lining. And a waterproof layer is arranged between the two layers of lining as required, and a waterproof concrete inner layer lining can be poured instead of the waterproof layer.
A limit state method taking the reliable index of the calculated structure as the core is the development trend of civil engineering structure design, and a calculation method for calculating the reliable index of the tunnel lining structure by adopting the limit state method is provided in railway tunnel design specifications issued in China, so that the limit state method is rapidly developed in the aspect of railway tunnel engineering. However, the 'load sharing ratio' parameter adopted in the standard calculation method is not easy to determine, and the calculation object of the reliable index in the standard is only suitable for the secondary lining, open cut tunnel and tunnel door structure of the tunnel, is not suitable for the design calculation of the primary support of the tunnel, and does not see the reliable index calculation method aiming at the tunnel composite lining.
In view of the above problems, the present invention provides a method for calculating a reliability index of a composite tunnel lining, as shown in fig. 1, including steps 101 to 104.
Step 101: and acquiring tunnel foundation parameters, and calculating the active load and the elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters.
In the composite lining structure, surrounding rocks not only apply active load to a supporting structure, but also apply passive load, namely elastic resistance. Basic assumptions need to be made in the calculation of the active load and elastic resistance of the composite lining: (1) The primary support is in full and close contact with the surrounding rock, and only the influence of radial force is considered between the primary support and the surrounding rock. (2) The influence of radial force is only considered between the primary support and the secondary lining, and the thickness of the waterproof layer is ignored.
The tunnel basic parameters comprise the weight of surrounding rocks, the grade of the surrounding rocks, the width of the tunnel and the width influence coefficient. The above parameters were obtained according to q = γ × 0.45 × 2 s-1 X omega, calculating the active load q, wherein gamma is the weight of the surrounding rock
(kN/m 3 ) S is the grade of the surrounding rock, omega is a width influence coefficient, omega =1+i x (B-5), B is the width (m) of the tunnel, and i is the increasing and decreasing rate of the surrounding rock pressure when the preset width is increased by B. In some embodiments, i is the rate of increase or decrease in wall pressure for each 1m increase in B, based on B =5m, and i =0.2 for B < 5m and i =0.1 for B > 5 m.
Elastic resistance is assumed to be Wen Keer, according to σ i ＝Kδ i Calculating the elastic resistance σ i Wherein K is the elastic resistance coefficient (MPa/m) of the surrounding rock, delta i Is the compression deformation of any point i on the surface of the surrounding rock.
Step 102: and acquiring the thickness and the rigidity of the primary support and the thickness and the rigidity of the secondary lining, and calculating the rigidity of the elastic chain rod between the primary support and the secondary lining according to the thickness and the rigidity of the primary support and the thickness and the rigidity of the secondary lining.
Based on the basic assumptions, a simplified model of the stiffness of the composite lined resilient connecting rod is shown in FIG. 2. And calculating the rigidity of the elastic chain rod between the primary support and the secondary lining according to the weighted average of the thickness and the rigidity of the primary support and the thickness and the rigidity of the secondary lining.
Step 103: and constructing a tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod.
As shown in fig. 3, a primary support and a secondary lining structure are simulated by a two-dimensional beam unit, the rigidity of an elastic chain rod between the primary support and the secondary lining and the elastic resistance between surrounding rocks and the primary support are simulated by a rod unit, and a finite element structure is built based on the primary support and the secondary lining structure, the elastic chain rod and the elastic resistance.
And inputting the active load value, the rigidity value of the elastic chain rod and the elastic resistance value into a finite element structure to construct a tunnel composite lining calculation model.
Step 104: and calculating to obtain bending moment and axial force of a plurality of sections of the primary support and bending moment and axial force of a plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and axial force of the plurality of sections of the primary support and the bending moment and axial force of the plurality of sections of the secondary lining.
In some embodiments, sampling simulation is carried out on the basic random variable according to a tunnel composite lining calculation model, and statistical characteristics of bending moment and axial force of a plurality of sections of primary supports and bending moment and axial force of a plurality of sections of secondary linings are calculated.
The basic random variables comprise the weight of surrounding rocks, the elastic reaction force coefficient of the surrounding rocks, the lateral pressure coefficient, the elastic modulus of concrete, the geometric size of a lining, the volume weight of lining materials, the calculated friction angle of the surrounding rocks, the strength of the concrete, the strength of reinforcing steel bars and the collapse square height, the sampling simulation is carried out on the basic random variables by using a Monte Carlo method, and the statistical characteristics of the load effect of a primary support and a secondary lining structure are counted.
And establishing a limit state equation of the composite lining based on the statistical characteristics of the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining, and calculating the reliable index of each section through the JC method according to the limit state equation.
When the reliable index of the tunnel composite lining is calculated, firstly, the non-normal basic random variable is converted into the equivalent normal variable, and then the reliable index is calculated by a one-time second-order moment method, wherein the method is called as JC method. For a nonlinear function, taylor series expansion is firstly carried out at a design check point and a linear expression is approximated, so that the function becomes a linear function, and then a reliable index is calculated by a first-order second-order moment method.
The extreme state equation comprises a concrete compression resistance extreme state equation, a concrete crack resistance extreme state equation and a reinforced concrete extreme state equation.
The concrete compression resistance limit state equation is as follows:
wherein phi is a stability coefficient, N is an axial force generated by a load, and is obtained through the tunnel composite lining calculation model, b is a section width, h is a section height, and gamma is p Is the tensile molding coefficient of concrete, e 0 Eccentricity of axial force, e 0 Is obtained by the tunnel composite lining calculation model, wherein M is a bending moment, and f is tk The tensile strength value of the axle center of the lining concrete is obtained.
The concrete crack resistance limit equation of state is as follows:
φf ck bhα-N＝0
wherein phi is a stability coefficient, N is an axial force generated by a load, and is obtained through the tunnel composite lining calculation model, b is a section width, h is a section height, f is a section width ck The axial center compressive strength value of the lining concrete is shown, and alpha is the eccentric influence coefficient of the axial force.
The ultimate equation of state of the reinforced concrete is as follows:
wherein alpha is 1 Is a coefficient of s 、a s ' the distance from the resultant force point of the steel bars in the tension area and the compression area to the near side of the section, b is the width of the section, h is the height of the section, e a To add eccentricity, e a ＝max(20,h/30)，e 0 Is the eccentricity of the axial force h 0 Is the effective height of the cross section, h 0 ＝h-a s ，f y ' design value for reinforcing bar strength, A s ' is the area of the reinforcement in the compression zone, f c The designed value of the axial compressive strength of the concrete is shown, and x is the height of the compression zone.
The calculation formula of the reliability index beta is as follows:
wherein, X i (i =1,2, …, n) is a substantially random variable, Z = g (X) 11 ,X 2 ,…,X n ) Equation of state limit of =0 Z To design the mean, σ, of the calculated points (i =1,2, …, n) Z To design the standard deviation of the checking points, X i * Design a check point value, m, for variable X Xi Is a variable X i Mean value of (a) ("σ Xi Is a variable X i Standard deviation of (c), cos θ Xi Is the sensitivity factor.
The formula for calculating the sensitivity coefficient is as follows:
the calculation formula for designing the checking points is as follows:
X i ＝m Xi -βσ Xi cosθ Xi ,i＝1,2,…,n
example 1
Taking a double-line-IV grade deep-buried tunnel of a passenger-cargo collinear railway with the speed of 200 km/h as shown in FIG. 4 as an example, the tunnel parameters are shown in Table 1.
TABLE 1 IV-GRADE DEEP BURIED TUNNEL LINING PARAMETERS TABLE
And (3) establishing a combined lining structure model under the combined action of primary support and secondary lining and a single-layer secondary lining structure model (load bearing is 50%), as shown in fig. 5 and 6, wherein fig. 5 is the combined lining structure model, and fig. 6 is the single-layer secondary lining structure model.
Selecting basic random variables shown in the table 2, performing sampling simulation for 1 ten thousand times by using a Monte Carlo method, and counting the statistical characteristics of the load effect of the primary support and secondary lining structure.
TABLE 2 basic random variables statistical characteristics Table
And calculating the reliable indexes of all the sections by adopting the JC method principle, and calculating the reliable indexes of the composite lining to obtain the internal force average value and the reliable indexes of the composite lining and the single-layer secondary lining, wherein the internal force average value and the reliable indexes are shown in tables 3 and 4. The internal forces of the composite lining include bending moment and axial force.
TABLE 3 table of the mean value and reliability index of the composite lining of IV grade deep-buried tunnel
TABLE 4 INDICATOR TABLE OF MEASURING MEASUREMENT AND RELIABILITY OF INTRAOCULAR FORCE OF SINGLE-LAYER SECONDARY LINE OF N-GRADE DED TUNNEL
| Item | Inverted arch | Wall foot | Side wall | Arch foot | Arched waist | Vault |
| Axle force (kN) | 693.15 | 690.02 | 682.14 | 628.89 | 515.89 | 372.38 |
| Bending moment (kN. M) | 34.94 | 37.86 | 29.49 | 13.54 | 65.18 | 77.22 |
| Reliability index | 12.16 | 12.10 | 11.87 | 12.55 | 9.71 | 6.35 |
| Type of destruction | Small eccentricity | Small eccentricity | Small eccentricity | Small eccentricity | Big eccentricity | Big eccentricity |
As can be seen from table 3, the maximum values of the compressive axial force of the primary support and the secondary lining are both located at the inverted arch/basement and gradually decrease toward the vault; the axial force and the bending moment of the secondary lining are far greater than those of primary support; the control section appears at the arch top of the secondary lining, the minimum value of the reliable index is 5.53, and the control section belongs to large eccentric damage.
From tables 3 and 4, the results of comparing the composite lining model with the single-layer secondary lining model show that: on the change rule, the axial force, the bending moment and the reliable index of each section of the two are consistent in change trend, the damage types are the same, and the result rule is consistent; on the concrete numerical value, the axial force and the bending moment of the composite lining model are larger, the reliable index is smaller, and the analysis reason is that: the load sharing ratio of the composite lining model is determined by the calculated rigidity of the model, and the empirical value of 50 percent is not used, so that the load sharing ratio of the secondary lining of the IV-grade deep-buried tunnel is more than 50 percent; the specification states that: under the limit state of the bearing capacity, target reliable indexes of ductile damage and brittle damage of the tunnel lining structure with the secondary safety level are 4.2 and 4.7 respectively, and the calculation result of the section of the embodiment meets the requirement, which indicates that the calculation method is reasonable.
Referring to fig. 7, an embodiment of the present invention provides a device 70 for calculating a composite lining reliability index of a tunnel, including: the system comprises a load calculation module 710, a chain rod rigidity calculation module 720, a model construction module 730 and a reliable index calculation module 740.
And the load calculation module 710 is used for acquiring the tunnel foundation parameters and calculating the active load and the elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters.
And the chain rod rigidity calculating module 720 is used for acquiring the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining, and calculating the rigidity of the elastic chain rod between the primary support and the secondary lining according to the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining.
And the model building module 730 is used for building a tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod.
And the reliable index calculation module 740 is used for calculating the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining.
Fig. 8 is a schematic diagram of a terminal device according to an embodiment of the present invention. As shown in fig. 8, the terminal device 8 of this embodiment includes: a processor 80, a memory 81 and a computer program 82, such as a tunnel lining reliability indicator calculation program, stored in said memory 81 and operable on said processor 80. The processor 80, when executing the computer program 82, implements the steps in the above-mentioned method for calculating a reliable indicator of a composite lining of a tunnel, for example, the steps 101 to 104 shown in fig. 1. Alternatively, the processor 80, when executing the computer program 82, implements the functions of the modules/units in the above-described device embodiments, such as the functions of the modules 710 to 740 shown in fig. 7.
Illustratively, the computer program 82 may be partitioned into one or more modules/units that are stored in the memory 81 and executed by the processor 80 to implement the present invention. The one or more modules/units may be a series of computer program instruction segments capable of performing certain functions, which are used to describe the execution of the computer program 82 in the terminal device 8. For example, the computer program 82 may be partitioned into a load calculation module, a link stiffness calculation module, a model construction module, and a reliability index calculation module.
The terminal device 8 may be a desktop computer, a notebook, a palm computer, a cloud server, or other computing devices. The terminal device may include, but is not limited to, a processor 80, a memory 81. Those skilled in the art will appreciate that fig. 8 is merely an example of a terminal device 8 and does not constitute a limitation of terminal device 8 and may include more or fewer components than shown, or some components may be combined, or different components, e.g., the terminal device may also include input-output devices, network access devices, buses, etc.
The processor 80 may be a Central Processing Unit (CPU), other general purpose processor, a Digital Signal Processor (DSP), an Application Specific Integrated Circuit (ASIC), an off-the-shelf programmable gate array (FPGA) or other programmable logic device, discrete gate or transistor logic, discrete hardware components, etc. A general purpose processor may be a microprocessor or the processor may be any conventional processor or the like.
The storage 81 may be an internal storage unit of the terminal device 8, such as a hard disk or a memory of the terminal device 8. The memory 81 may also be an external storage device of the terminal device 8, such as a plug-in hard disk provided on the terminal device 8, a Smart Media Card (SMC), a Secure Digital (SD) card, a flash memory card (FlashCard), and the like. Further, the memory 81 may also include both an internal storage unit and an external storage device of the terminal device 8. The memory 81 is used for storing the computer program and other programs and data required by the terminal device. The memory 81 may also be used to temporarily store data that has been output or is to be output.
It will be apparent to those skilled in the art that, for convenience and brevity of description, only the above-mentioned division of the functional units and modules is illustrated, and in practical applications, the above-mentioned function distribution may be performed by different functional units and modules according to needs, that is, the internal structure of the apparatus is divided into different functional units or modules to perform all or part of the above-mentioned functions. Each functional unit and module in the embodiments may be integrated in one processing unit, or each unit may exist alone physically, or two or more units are integrated in one unit, and the integrated unit may be implemented in a form of hardware, or in a form of software functional unit. In addition, specific names of the functional units and modules are only for convenience of distinguishing from each other, and are not used for limiting the protection scope of the present invention. The specific working processes of the units and modules in the system may refer to the corresponding processes in the foregoing method embodiments, and are not described herein again.
In the above embodiments, the descriptions of the respective embodiments have respective emphasis, and reference may be made to the related descriptions of other embodiments for parts that are not described or illustrated in a certain embodiment.
Those of ordinary skill in the art will appreciate that the various illustrative elements and algorithm steps described in connection with the embodiments disclosed herein may be implemented as electronic hardware or combinations of computer software and electronic hardware. Whether such functionality is implemented as hardware or software depends upon the particular application and design constraints imposed on the implementation. Skilled artisans may implement the described functionality in varying ways for each particular application, but such implementation decisions should not be interpreted as causing a departure from the scope of the present invention.
In the embodiments provided in the present invention, it should be understood that the disclosed apparatus/terminal device and method may be implemented in other ways. For example, the above-described embodiments of the apparatus/terminal device are merely illustrative, and for example, the division of the modules or units is only one logical division, and there may be other divisions when actually implemented, for example, a plurality of units or components may be combined or integrated into another system, or some features may be omitted, or not executed. In addition, the shown or discussed mutual coupling or direct coupling or communication connection may be an indirect coupling or communication connection through some interfaces, devices or units, and may be in an electrical, mechanical or other form.
The units described as separate parts may or may not be physically separate, and parts displayed as units may or may not be physical units, may be located in one place, or may be distributed on a plurality of network units. Some or all of the units can be selected according to actual needs to achieve the purpose of the solution of the embodiment.
In addition, functional units in the embodiments of the present invention may be integrated into one processing unit, or each unit may exist alone physically, or two or more units are integrated into one unit. The integrated unit can be realized in a form of hardware, and can also be realized in a form of a software functional unit.
The integrated modules/units, if implemented in the form of software functional units and sold or used as separate products, may be stored in a computer readable storage medium. Based on such understanding, all or part of the flow of the method according to the embodiments of the present invention may also be implemented by a computer program, which may be stored in a computer-readable storage medium, and when the computer program is executed by a processor, the steps of the method embodiments may be implemented. Wherein the computer program comprises computer program code, which may be in the form of source code, object code, an executable file or some intermediate form, etc. The computer-readable medium may include: any entity or device capable of carrying the computer program code, recording medium, usb disk, removable hard disk, magnetic disk, optical disk, computer memory, read-only memory (ROM), random Access Memory (RAM), electrical carrier wave signals, telecommunications signals, software distribution medium, etc. It should be noted that the computer readable medium may contain content that is subject to appropriate increase or decrease as required by legislation and patent practice in jurisdictions, for example, in some jurisdictions, computer readable media does not include electrical carrier signals and telecommunications signals as is required by legislation and patent practice.
The above-mentioned embodiments are only used for illustrating the technical solutions of the present invention, and not for limiting the same; although the present invention has been described in detail with reference to the foregoing embodiments, it should be understood by those of ordinary skill in the art that: the technical solutions described in the foregoing embodiments may still be modified, or some technical features may be equivalently replaced; such modifications and substitutions do not substantially depart from the spirit and scope of the embodiments of the present invention, and are intended to be included within the scope of the present invention.
Claims (10)
1. A tunnel composite lining reliability index calculation method is characterized by comprising the following steps:
acquiring tunnel foundation parameters, and calculating the active load and elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters;
acquiring the thickness and the rigidity of the primary support and the thickness and the rigidity of a secondary lining, and calculating the rigidity of an elastic chain rod between the primary support and the secondary lining according to the thickness and the rigidity of the primary support and the thickness and the rigidity of the secondary lining;
constructing the tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod;
and calculating to obtain bending moment and axial force of a plurality of sections of the primary support and bending moment and axial force of a plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and axial force of the plurality of sections of the primary support and the bending moment and axial force of the plurality of sections of the secondary lining.
2. The method according to claim 1, wherein the calculating of the reliable index of the composite tunnel lining according to the calculation model of the composite tunnel lining to obtain the bending moment and the axial force of the multiple sections of the primary support and the bending moment and the axial force of the multiple sections of the secondary lining, and the calculating of the reliable index of the composite tunnel lining based on the bending moment and the axial force of the multiple sections of the primary support and the bending moment and the axial force of the multiple sections of the secondary lining comprises:
sampling and simulating basic random variables according to the tunnel composite lining calculation model, and calculating the statistical characteristics of the bending moment and the axial force of a plurality of sections of the primary support and the bending moment and the axial force of a plurality of sections of the secondary lining;
and establishing a limit state equation of the composite lining based on the statistical characteristics of the bending moment and the axial force of the plurality of sections of the primary support and the bending moment and the axial force of the plurality of sections of the secondary lining, and calculating the reliable index of each section through a JC method according to the limit state equation.
3. The method of claim 2, wherein the extreme state equation comprises a concrete anti-compression extreme state equation and a concrete anti-cracking extreme state equation;
the concrete compression resistance limit state equation is as follows:
wherein phi is a stability coefficient, N is an axial force generated by a load, b is a cross-sectional width, h is a cross-sectional height, and gamma is p Is the tensile molding coefficient of concrete, e 0 Eccentricity of axial force, e 0 = M/N, M is bending moment, f tk The tensile strength value is the axis tensile strength value of the lining concrete;
the concrete crack resistance limit state equation is as follows:
φf ck bhα-N＝0
wherein phi is a stability coefficient, N is an axial force generated by a load, b is a cross-sectional width, h is a cross-sectional height, and f ck The axial center compressive strength value of the lining concrete is shown, and alpha is the eccentric influence coefficient of the axial force.
4. The method of claim 2, wherein the extreme state equation comprises a reinforced concrete extreme state equation;
the reinforced concrete extreme state equation is as follows:
wherein alpha is 1 Is a coefficient of s 、a s ' the distance from the resultant force point of the steel bars in the tension zone and the compression zone to the near side of the section, b is the width of the section, h is the height of the section, e a To add eccentricity, e a ＝max(20,h/30)，e 0 Is the eccentricity of the axial force h 0 Is the effective height of the cross section, h 0 ＝h-a s ，f y Is steelDesign value of tendon Strength, A s ' is the area of the reinforcement in the compression zone, f c The designed value of the axial compressive strength of the concrete is shown, and x is the height of the compression zone.
5. The method of claim 2, wherein the step of establishing a limit state equation of the composite lining based on statistical characteristics of bending moments and axial forces of the plurality of sections of the primary support and bending moments and axial forces of the plurality of sections of the secondary lining, and the step of calculating the reliability index of each section according to the limit state equation by a JC method comprises the steps of:
the calculation formula for calculating the reliable index of each section by the JC method is as follows:
wherein beta is a reliable index, X i (i =1,2, …, n) is the basic random variable, Z = g (X) 1 ,X 2 ,…,X n ) Equation of state limit of =0 Z To design the mean, σ, of the calculated points (i =1,2, …, n) Z To design the standard deviation of the check points,
design a check point value, m, for variable X Xi Is a variable X i Mean value of (a) Xi Is a variable X i Standard deviation of (c), cos θ Xi Is the sensitivity coefficient;
the formula for calculating the sensitivity coefficient is as follows:
the calculation formula of the design checking point is as follows:
X i ＝m Xi -βσ Xi cosθ Xi ,i＝1,2,…,n
6. the method according to claim 1, wherein the tunnel foundation parameters include a surrounding rock weight, a surrounding rock grade, a tunnel width and a width influence coefficient, the step of obtaining the tunnel foundation parameters and calculating the active load and the elastic resistance borne by the primary support in the composite lining according to the tunnel foundation parameters comprises:
according to q = γ × 0.45 × 2 s-1 Calculating the active load q, wherein gamma is the weight of the surrounding rock, S is the grade of the surrounding rock, omega is a width influence coefficient, omega =1+i x (B-5), B is the width of the tunnel, and i is the increasing and decreasing rate of the pressure of the surrounding rock when the preset width is increased by B;
according to σ i ＝Kδ i Calculating the elastic resistance σ i Where K is the elastic resistance coefficient of the surrounding rock, delta i Is the compression deformation of any point i on the surface of the surrounding rock.
7. The method according to claim 1, wherein the constructing the calculation model of the composite tunnel lining based on the active load, the elastic resistance and the stiffness of the elastic link comprises:
simulating the primary support and the secondary lining structure through a beam unit, simulating the rigidity of an elastic chain rod between the primary support and the secondary lining and the elastic resistance between the surrounding rock and the primary support through a rod unit, and building a finite element structure based on the primary support and the secondary lining structure, the elastic chain rod and the elastic resistance;
and inputting the active load value, the rigidity value of the elastic chain rod and the elastic resistance value into the finite element structure to construct the tunnel composite lining calculation model.
8. A tunnel composite lining load sharing ratio calculation device is characterized by comprising:
the load calculation module is used for acquiring tunnel foundation parameters and calculating the active load and the elastic resistance born by the primary support in the composite lining according to the tunnel foundation parameters;
the chain rod rigidity calculation module is used for acquiring the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining, and calculating the rigidity of an elastic chain rod between the primary support and the secondary lining according to the thickness and rigidity of the primary support and the thickness and rigidity of the secondary lining;
the model building module is used for building the tunnel composite lining calculation model based on the active load, the elastic resistance and the rigidity of the elastic chain rod;
and the reliable index calculation module is used for calculating and obtaining bending moment and axial force of the plurality of sections of the primary support and bending moment and axial force of the plurality of sections of the secondary lining according to the tunnel composite lining calculation model, and calculating the reliable index of the composite lining based on the bending moment and axial force of the plurality of sections of the primary support and the bending moment and axial force of the plurality of sections of the secondary lining.
9. A terminal device comprising a memory and a processor, and a computer program stored in the memory and executable on the processor, wherein the processor implements the steps of the tunnel composite lining reliability indicator calculation method according to any one of claims 1 to 7 when executing the computer program.
10. A computer-readable storage medium storing a computer program, wherein the computer program is executed by a processor to implement the steps of the tunnel composite lining reliability index calculation method according to any one of claims 1 to 7.
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