A method for calculating internal force of a tunnel sprayed waterproof lining structure, a terminal device and a computer-readable storage medium

Abstract

The present invention provides a method for calculating the internal force of a tunnel sprayed waterproof lining structure, a terminal device and a computer-readable storage medium, which are used to calculate the tunnel sprayed waterproof lining structure, specifically including: obtaining stratum parameters, physical and mechanical parameters of the lining structure and mechanical parameters of the waterproof layer interface; calculating the tunnel surrounding rock load, the stress field of the primary support before the secondary lining is applied, the stress field of the surrounding rock before the secondary lining is applied, the primary support node force and the final stress state of the lining structure. The present invention adopts a multi-model multi-analysis calculation scheme based on the stratum structure method, and by importing the primary support stress field and applying the primary support node reaction force, it avoids the situation in the calculation process of the sprayed waterproof lining structure that the deformation of the primary support invades the boundary of the secondary lining when the secondary lining is added, causing the secondary lining to bear additional deformation pressure, so as to truly reflect the stress state of the secondary lining when it is just applied, which is only subject to its own weight but not deformation pressure, and is consistent with the stress state of the secondary lining during the actual construction process.

Description

Technical Field

[0001] The present invention belongs to the technical field of tunnel lining structure calculation, and relates to a method for calculating the internal force of a tunnel sprayed waterproof lining structure, a terminal device and a computer-readable storage medium, and specifically relates to a method for calculating the internal force of a tunnel sprayed waterproof lining structure based on a stratum structure method, a terminal device and a computer-readable storage medium. Background Art

[0002] The sprayed waterproof lining structure consists of initial support-sprayed waterproof layer-secondary lining, in which the sprayed waterproof layer can form a good bond with the concrete linings on both sides, which can not only effectively prevent water leakage and improve the waterproof performance of the lining structure, but also transfer part of the shear force and improve the stress state of the lining structure. This is very different from the stress mode of the traditional lining structure. In the traditional lining structure, the ordinary waterproof board has no bonding ability with the primary support and the secondary lining. The lining can slide freely along the tangent direction of the waterproof layer, and the shear force cannot be transmitted between the linings. In terms of lining structure calculation, the stratum structure method can fully consider the interaction between the underground structure and the surrounding strata, and simulate the construction process. It has been widely used in the calculation of traditional tunnel lining structures.

[0003] Since the sprayed membrane waterproof lining structure is in the development stage in my country, there are few applications of this new type of lining structure, and its design and calculation method are in the preliminary research stage. In the paper "Analysis of Mechanical Performance of Sprayed Membrane Waterproof Lining Structure Based on Stratum Structure Method", the stratigraphic structure method was used to calculate the sprayed membrane lining structure, but due to the use of a single model and multiple analysis steps calculation method, it was impossible to solve the problem of additional deformation pressure caused by the initial support unit that had been deformed when the second lining was just activated invading the boundary of the second lining. The final stress state of the lining structure and the sprayed membrane waterproof layer when the second lining was just constructed was inconsistent with the actual situation. Therefore, due to the obvious difference in the stress mode between the sprayed membrane lining structure and the traditional lining structure, the stratum structure method used in the calculation of the traditional lining structure cannot be directly applied to the calculation of the sprayed membrane lining structure. The following key problems must be solved: ① Accurate simulation of the force transmission behavior of the sprayed membrane waterproofing layer interface in the normal and tangential directions; ② In the simulation calculation of the construction process of adding the waterproof layer and the secondary lining, the deformation of the initial support in the previous stage will invade the limit of the secondary lining to be activated, so that the waterproof layer and the secondary lining will generate initial stress when they are just added, which is inconsistent with the actual construction stage. Summary of the invention

[0004] In order to solve the problems in the prior art, the present invention provides a technical solution for simulating and calculating a new type of sprayed waterproof lining structure by adopting a multi-model and multi-analysis-step stratum structure method, so as to improve the accuracy of the internal force calculation results of the sprayed waterproof lining structure and make it more consistent with the stress state of the actual lining structure during the construction process.

[0005] The present invention provides a method for calculating the internal force of a tunnel sprayed waterproof lining structure, comprising the following steps:

[0006] Step 1: Obtaining formation parameters, physical and mechanical parameters of lining structure and mechanical parameters of waterproof layer interface;

[0007] Step 2: Based on the formation parameters, the physical and mechanical parameters of the lining structure and the mechanical parameters of the waterproof layer interface, calculate the tunnel surrounding rock load, the stress field of the primary support before the secondary lining, the stress field of the surrounding rock before the secondary lining, the primary support node force and the final stress state of the lining structure.

[0008] Preferably, the formation parameters include formation density, elastic modulus, Poisson's ratio, friction angle and cohesion.

[0009] Preferably, the physical and mechanical parameters of the lining structure include primary support density, secondary lining density, primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio.

[0010] Preferably, the interface mechanical parameters of the waterproof layer include tensile strength, stiffness, shear strength and shear stiffness.

[0011] Preferably, the process of obtaining the formation parameters is as follows:

[0012] According to the geological survey report or field test, determine the burial depth of the strata distribution, and obtain the density, elastic modulus, Poisson's ratio, friction angle and cohesion of each stratum;

[0013] The process of obtaining the physical and mechanical parameters of the lining structure is as follows:

[0014] Through field tests or engineering analogy methods, determine the load proportion r1 borne by the primary support alone and the load proportion r2 borne by the sprayed waterproof composite lining structure composed of the primary support-sprayed waterproof layer-secondary lining; obtain the geometric parameters of the sprayed waterproof lining structure according to the construction drawings; measure the primary support density and secondary lining density based on the manufactured primary support specimens and secondary lining specimens;

[0015] While making the primary support specimens and secondary lining specimens, concrete from the same batch is used to make specimens for compressive strength test, elastic modulus test and Poisson's ratio test; after standard curing, the specimens are subjected to compressive strength test, elastic modulus test and Poisson's ratio test to obtain the primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio respectively.

[0016] Preferably, r1 and r2 are determined by field experiment method, and the specific process is as follows:

[0017] By burying earth pressure sensors at different locations of the tunnel close to the surrounding rock, the average earth pressure load f1 before the second lining is constructed and the earth pressure load f1 after the second lining is completed and the tunnel converges and deforms and stabilizes;

[0018] The load proportion borne by the primary support alone is r1=f1 / f2, and the load proportion borne by the sprayed waterproof composite lining structure composed of primary support-sprayed waterproof layer-secondary lining is r2=(f2-f1) / f2.

[0019] Preferably, the calculation model of the original stress field of the surrounding rock is established, and the specific process of calculating the tunnel surrounding rock load is as follows:

[0020] S2.1. Perform geometric modeling based on the burial depth of each stratum distribution obtained in step 1 to obtain a geometric model; perform grid division on the geometric model and assign stratum parameters, wherein the assigned stratum parameters include stratum density, elastic modulus, Poisson's ratio, friction angle and cohesion;

[0021] S2.2. In the analysis step module of the geometric model, in addition to the initial analysis step of the geometric model, two static calculation analysis steps A1 and A2 are established to obtain the first formation model;

[0022] Among them, in the A1 analysis step, the ground stress balance is performed; in the A2 analysis step, according to the grids and nodes divided by the stratum, the nodes on the tunnel contour are selected, and the tunnel contour node set Set1 is established, the displacement of the tunnel contour node set Set1 is constrained, and then the soil units within the tunnel contour are removed;

[0023] S2.3. Calculate the first stratum model in the finite element software, and extract the tunnel contour node reaction force RF1 of the previously established tunnel contour node set Set1 from the calculation results. The tunnel contour node reaction force RF1 is the obtained tunnel surrounding rock load.

[0024] Preferably, a calculation model with only primary support is established, and the specific process of calculating the stress field of the primary support before the secondary lining is constructed and the stress field of the surrounding rock before the secondary lining is constructed is as follows:

[0025] S3.1. Perform geometric modeling based on the burial depth of each stratum distribution obtained in step 1 to obtain a geometric model; perform grid division on the geometric model and assign stratum parameters, wherein the assigned stratum parameters include stratum density, elastic modulus, Poisson's ratio, friction angle and cohesion; in the analysis step module of the geometric model, in addition to the initial analysis step of the geometric model, establish two static calculation analysis steps A1 and A2 to obtain a second stratum model; wherein, perform ground stress balance in the A1 analysis step; in the A2 analysis step, select nodes on the tunnel contour according to the grids and nodes divided by the stratum, and establish a tunnel contour node set Set1, constrain the displacement of the tunnel contour node set Set1, and then remove the soil units within the tunnel contour;

[0026] Establish the primary support geometric components, mesh the primary support components and assign physical and mechanical parameters to the lining structure;

[0027] Select the outer surface of the primary support and the inner surface of the tunnel excavation contour of the surrounding rock, establish the face-to-face contact relationship between the primary support and the surrounding rock, and form the calculation model Model 3 with only the primary support;

[0028] In addition to the initial analysis step of the calculation model Model 3 with only the initial branch, four calculation analysis steps are established in the analysis step module of this model, namely B1, B2, B3 and B4;

[0029] In the B1 analysis step, the primary support unit is removed for ground stress balance; in the B2 analysis step, the tunnel contour node reaction force RF1 is applied to the tunnel perimeter contour for soil excavation; in the B3 analysis step, the primary support unit is reactivated to participate in the calculations in this analysis step and the B4 analysis step; in the B4 analysis step, the tunnel contour node reaction force RF1 in B2 is adjusted to RF1 ′, used to simulate the release of surrounding rock load, where RF1′=RF1×(1-r1);

[0030] S3.2. Calculate Model 3 with only primary support in finite element software to obtain the stress field of primary support before secondary lining construction and the stress field of surrounding rock before secondary lining construction.

[0031] Preferably, a calculation model for the reaction force of the initial support node is established, and the specific process of calculating the initial support node force is as follows:

[0032] S4.1. Copy the calculation model Model 3 with only the primary support to obtain the calculation model Model 4 for the reaction force of the primary support node;

[0033] S4.2. In the calculation model Model 4 for calculating the reaction force of the initial support node, in addition to the initial analysis step of the model, a C1 calculation analysis step is established in its analysis step module;

[0034] In the initial analysis step, the primary support stress field and surrounding rock stress field calculated in step 3 are imported, and the displacement of all nodes of the primary support is constrained;

[0035] In the C1 calculation and analysis step, the applied surrounding rock node reaction force RF1 is adjusted to RF1′ to simulate the release of the surrounding rock load, wherein the adjusted surrounding rock node reaction force RF1′=RF1×(1-r1);

[0036] S4.3. Calculate the face-to-face contact relationship model Model 4 between the primary support and the surrounding rock in the finite element software to obtain the primary support node reaction force.

[0037] Preferably, a full-stage and full-structure calculation model is established, and the specific process of calculating the final stress state of the lining structure is as follows:

[0038] S5.1. Copy the calculation model Model 3 with only the initial branch to obtain the calculation model Model 5 of the whole stage and structure;

[0039] Establish the second lining geometric components in the full-stage and full-structure calculation model Model 5;

[0040] Meshing the secondary lining geometric components and assigning the lining structure physical and mechanical parameters to the secondary lining components according to the formation parameters;

[0041] S5.2. In addition to the initial analysis step of the full-stage and full-structure calculation model Model 5, three calculation and analysis steps D1, D2 and D3 are established in this model;

[0042] In the initial analysis step, the stress field of the primary support before the second lining and the stress field of the surrounding rock before the second lining calculated in step 3 are imported;

[0043] In the D1 analysis step, the primary support node reaction force and the surrounding rock node reaction force calculated in step 4 are applied. The surrounding rock node reaction force value is the same as the surrounding rock node reaction force RF1′ in the B4 analysis step of step 3. At the same time, the secondary lining and interface units are passivated so that they do not participate in the structural calculation of the D1 analysis step.

[0044] Activate interface elements and secondary lining in the D2 analysis step;

[0045] In the D3 calculation and analysis step, the reaction force value of the surrounding rock node is adjusted to 0 to simulate the complete release of the surrounding rock load;

[0046] S5.3. Calculate the full-stage and full-structure calculation model Model 5 in the finite element software to obtain the final stress state of the sprayed waterproof lining structure.

[0047] Preferably, in the process of network division of the secondary lining component, the mesh division of the secondary lining component shares nodes with the primary support mesh in the full-stage full-structure calculation model Model 5;

[0048] Insert a zero thickness cohesion unit between the contact surface of the primary support and the secondary lining.

[0049] Preferably, the zero-thickness cohesion unit is obtained by adopting a linear elastic contact relationship. Specifically, the linear elastic contact parameters are obtained by assigning the tensile strength, stiffness, shear strength and shear stiffness parameters obtained by the test in step 1;

[0050] Alternatively, the zero-thickness cohesion unit is obtained using a PPR cohesion unit contact relationship, wherein the PPR cohesion unit contact parameters are determined by fitting the interface stress-deformation curve obtained in step one.

[0051] The present invention also provides a terminal device, which includes a memory and a processor, wherein the memory stores a computer program; the processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described above.

[0052] The present invention also provides a computer-readable storage medium, characterized in that a computer program is stored on the computer-readable storage medium, and a processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described above.

[0053] Compared with the prior art, the present invention has the following beneficial effects:

[0054] The present invention provides a method for calculating the internal force of a tunnel sprayed membrane waterproof lining structure. The method adopts a multi-model multi-analysis step calculation scheme. By importing the primary support stress field and applying the primary support node reaction force, it avoids the situation in which the deformation of the primary support invades the secondary lining boundary when adding the secondary lining, causing the secondary lining to bear additional deformation pressure. The method can truly reflect the stress state of the secondary lining when it is just constructed, which is only subject to its own weight but not to deformation pressure. It is consistent with the stress state of the secondary lining during the actual construction process, and the calculation result is more accurate.

[0055] In addition to the above-described purposes, features and advantages, the present invention has other purposes, features and advantages. The present invention will be further described in detail with reference to the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0056] The accompanying drawings constituting a part of the present invention are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an improper limitation of the present invention. In the accompanying drawings:

[0057] Figure 1 It is a schematic diagram of a flow chart of a method for calculating the internal force of a tunnel sprayed waterproof lining structure in an embodiment of the present invention;

[0058] Figure 2 Schematic diagram of geometric dimensions of a tunnel with a sprayed waterproof lining structure in an embodiment of the present invention (in cm);

[0059] FIG3( a ) is a schematic diagram of a curve showing the relationship between the interfacial stress and the normal deformation of the waterproof layer (i.e., a normal mechanical curve of the waterproof layer interface) in an embodiment of the present invention;

[0060] FIG3( b ) is a schematic diagram of a relationship curve between interfacial stress and tangential deformation of the waterproof layer (i.e., a tangential mechanical curve of the waterproof layer interface) in an embodiment of the present invention;

[0061] Figure 4 for Figure 1 Schematic diagram of the stratum structure calculation model established in step 2 for calculating surrounding rock load;

[0062] Figure 5 for Figure 1 Schematic diagram of surrounding rock stress field obtained after ground stress equilibrium in the calculation and analysis step 2;

[0063] Figure 6(a) shows Figure 1 Schematic diagram of the calculation results of the initial support stress field in step 3;

[0064] Figure 6(b) shows Figure 1 Schematic diagram of the surrounding rock stress field calculation results in step 3;

[0065] Figure 7 for Figure 1 The schematic diagram of the sprayed lining structure stress after the second lining is just completed calculated in step 5;

[0066] Figure 8 for Figure 1 Schematic diagram of the final stress of the sprayed lining structure calculated in step 5. DETAILED DESCRIPTION

[0067] In order to make the above-mentioned purposes, features and advantages of the present invention more clear and easy to understand, the specific implementation methods of the present invention are described in detail below in conjunction with the accompanying drawings. It should be noted that the drawings of the present invention are all simplified and use non-precise proportions, which are only used to conveniently and clearly assist in explaining the implementation of the present invention; the "number" mentioned in the present invention is not limited to the specific number in the examples in the accompanying drawings; the directions or positional relationships indicated by "front", "middle", "back", "left", "right", "up", "down", "top", "bottom", "middle", etc. mentioned in the present invention are based on the directions or positional relationships shown in the drawings of the present invention, and do not indicate or imply that the devices or components referred to must have a specific direction, nor can they be understood as limitations on the present invention.

[0068] See also Figure 1 As shown, the present invention provides a method for calculating the internal force of a tunnel sprayed waterproof lining structure, comprising the following steps:

[0069] Step 1: Obtain formation parameters, lining structure physical and mechanical parameters, and waterproof layer interface mechanical parameters.

[0070] The formation parameters include the density, elastic modulus, Poisson's ratio, friction angle and cohesion of each formation; the physical and mechanical parameters of the lining structure include primary support density, secondary lining density, primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio;

[0071] The interface mechanical parameters of the waterproof layer include tensile strength, stiffness, shear strength and shear stiffness.

[0072] The process of obtaining the formation parameters is specifically as follows:

[0073] According to the geological survey report or field test, the burial depth of each stratum distribution is determined, and the density, elastic modulus, Poisson's ratio, friction angle and cohesion of each stratum are obtained.

[0074] The process of obtaining the physical and mechanical parameters of the lining structure is as follows:

[0075] Through field tests or engineering analogy methods, determine the load proportion r1 borne by the primary support alone and the load proportion r2 borne by the sprayed waterproof composite lining structure composed of the primary support-sprayed waterproof layer-secondary lining; obtain the geometric parameters of the sprayed waterproof lining structure according to the construction drawings; measure the primary support density and secondary lining density based on the manufactured primary support specimens and secondary lining specimens;

[0076] While making the primary support specimens and secondary lining specimens, concrete from the same batch is used to make specimens for compressive strength test, elastic modulus test and Poisson's ratio test; after standard curing, the specimens are subjected to compressive strength test, elastic modulus test and Poisson's ratio test to obtain the primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio respectively.

[0077] Furthermore, a field experiment method is used to determine r1 and r2, and the specific process is as follows:

[0078] By burying earth pressure sensors at different locations of the tunnel close to the surrounding rock, the average earth pressure load f1 before the second lining is constructed and the earth pressure load f1 after the second lining is completed and the tunnel converges and deforms and stabilizes;

[0079] The load proportion borne by the primary support alone is r1=f1 / f2, and the load proportion borne by the sprayed waterproof composite lining structure composed of primary support-sprayed waterproof layer-secondary lining is r2=(f2-f1) / f2.

[0080] Step 2: Establish the calculation model of the initial stress field of the surrounding rock and calculate the surrounding rock load of the tunnel.

[0081] The specific process is as follows:

[0082] S2.1. geometric modeling is performed according to the burial depth of each stratum distribution obtained in step 1 to obtain a geometric model; gridding is performed on the geometric model and stratum parameters are assigned, wherein the assigned stratum parameters include stratum density, elastic modulus, Poisson's ratio, friction angle and cohesion;

[0083] S2.2. In the analysis step module of the geometric model, in addition to the initial analysis step of the geometric model, two static calculation analysis steps A1 and A2 are established to obtain the first formation model;

[0084] in:

[0085] In the A1 analysis step, the ground stress balance is performed;

[0086] In the A2 analysis step, according to the grids and nodes divided by the stratum, the nodes on the tunnel outline are selected, and the tunnel outline node set Set1 is established, the displacement of the tunnel outline node set Set1 is constrained, and then the soil units within the tunnel outline are removed;

[0087] S2.3. Calculate the first stratum model in the finite element software, and extract the tunnel contour node reaction force RF1 of the tunnel contour node set Set1 from the calculation results. The tunnel contour node reaction force RF1 is the obtained tunnel surrounding rock load.

[0088] Step 3: Establish a calculation model with only primary support to calculate the stress field of the primary support before the secondary lining is constructed and the stress field of the surrounding rock before the secondary lining is constructed.

[0089] The specific process is as follows:

[0090] S3.1, repeat steps S2.1 and S2.2 to establish a second formation model;

[0091] Establish primary support geometric components, mesh the primary support components and assign formation parameters;

[0092] Select the outer surface of the primary support and the inner surface of the surrounding rock tunnel excavation contour, and establish Model 3 with only the primary support;

[0093] In addition to the initial analysis step of Model 3 with only the initial branch calculation model, four calculation analysis steps are established in the analysis step module of this model. The four calculation analysis steps are B1, B2, B3 and B4.

[0094] in:

[0095] In the B1 analysis step, the primary support unit will be removed to balance the ground stress;

[0096] In the B2 analysis step, the tunnel contour node reaction force RF1 is applied to the tunnel perimeter contour to perform soil excavation;

[0097] Reactivate the primary branch unit in the B3 analysis step, so that the primary branch unit can participate in the calculations in this analysis step and the B4 analysis step;

[0098] In the B4 analysis step, the tunnel profile node reaction force RF1 in B2 is adjusted to RF1′ to simulate the release of the surrounding rock load, where RF1′=RF1×(1-r1);

[0099] S3.2. Calculate Model 3 with only primary support in finite element software to obtain the stress field of primary support before secondary lining construction and the stress field of surrounding rock before secondary lining construction.

[0100] Step 4: Establish the initial support node force calculation model and calculate the initial support node force.

[0101] The specific process is as follows:

[0102] S4.1. Copy the calculation model Model 3 with only the primary support to obtain the calculation model Model 4 of the primary support node force;

[0103] S4.2. In the initial support node force calculation model Model 4, in addition to the initial analysis step of the model, a C1 calculation analysis step is established in its analysis step module;

[0104] In the initial analysis step, the primary support stress field and surrounding rock stress field calculated in step 3 are imported, and the displacement of all nodes of the primary support is constrained;

[0105] In the C1 calculation and analysis step, the surrounding rock node reaction force RF1 is applied and adjusted to simulate the release of the surrounding rock load. The adjusted surrounding rock node reaction force RF1 ′, where RF1′=RF1×(1-r1);

[0106] S4.3. Calculate the initial support node force calculation model Model 4 in the finite element software to obtain the initial support node reaction force.

[0107] Step 5: Establish a full-stage and full-structure analysis and calculation model to calculate the final stress state of the lining structure.

[0108] The specific process is as follows:

[0109] S5.1. Copy the calculation model Model 3 with only the initial branch to obtain the calculation model Model 5 for the whole stage and the whole process;

[0110] Establish the second lining geometric components in the full-stage and full-process calculation model Model 5;

[0111] Meshing the secondary lining geometric components and assigning the lining structure physical and mechanical parameters to the secondary lining components;

[0112] S5.2. In addition to the initial analysis step of the full-stage and full-process calculation model Model 5, three calculation and analysis steps D1, D2 and D3 are established in this model;

[0113] In the initial analysis step, the stress field of the primary support before the second lining and the stress field of the surrounding rock before the second lining calculated in step 3 are imported;

[0114] In the D1 analysis step, the primary support node reaction force and the surrounding rock node reaction force calculated in step 4 are applied. The surrounding rock node reaction force value is the same as that in the B4 analysis step in step 3, and the adjusted surrounding rock node reaction force RF1′ is obtained; at the same time, the secondary lining and interface units are passivated so that they do not participate in the structural calculation of the D1 analysis step;

[0115] Activate interface elements and secondary lining in the D2 analysis step;

[0116] In the D3 calculation and analysis step, the reaction force value of the surrounding rock node is adjusted to 0 to simulate the complete release of the surrounding rock load;

[0117] S5.3. Calculate the full-stage and full-process calculation model Model 5 in the finite element software to obtain the final stress state of the sprayed waterproof lining structure.

[0118] In the process of meshing the secondary lining components, the meshing of the secondary lining components and the primary support mesh in Model 5, the face-to-face contact relationship model between the primary support and the surrounding rock, share the same nodes;

[0119] A zero-thickness cohesion unit is inserted between the contact surface of the primary support and the secondary lining; specifically, the zero-thickness cohesion unit is obtained by adopting a linear elastic contact relationship, wherein specific linear elastic contact parameters are obtained by assigning tensile strength, stiffness, shear strength and shear stiffness parameters obtained from the test in step one; or, the zero-thickness cohesion unit is obtained by adopting a PPR cohesion unit contact relationship, wherein the PPR cohesion unit contact parameters are determined by fitting the interface stress-deformation curve obtained in step one.

[0120] As a further embodiment of the present invention, the present invention also provides a terminal device, which includes a memory and a processor, wherein the memory stores a computer program; the processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described above.

[0121] As a further embodiment of the present invention, the present invention also provides a computer-readable storage medium, on which a computer program is stored, and a processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described above.

[0122] Embodiment 1

[0123] Assume that the geometric dimensions of a sprayed waterproof lining structure tunnel are as follows: Figure 2 As shown, the specific parameters of the geometric dimensions of the sprayed waterproof lining structure tunnel are: the sprayed waterproof lining structure tunnel is a V-level surrounding rock tunnel with a burial depth of 50m, the surrounding rock is a uniform stratum, and the bulk density is 21kN / m 3 The overall outer contour of the tunnel is 12.5m wide and 10m high. The thickness of the initial support and secondary lining are 25cm and 50cm respectively. The waterproof layer between the primary support and the secondary lining is a sprayed waterproof layer with double-sided bonding ability. The primary support adopts C25 sprayed concrete, and the secondary lining adopts C35 cast-in-place concrete.

[0124] The internal force calculation method of the tunnel spraying waterproof lining structure described in the present invention is adopted, and the processing is carried out according to the following steps:

[0125] Step (1): Determine the calculation parameters, including formation parameters, lining structure physical and mechanical parameters, and waterproof layer interface mechanical parameters:

[0126] According to the geological survey report, the stratum density is 21kN / m 3 , elastic modulus is 1.2Gpa, Poisson's ratio is 0.4, friction angle is 25°, and cohesion is 0.15MPa;

[0127] According to the engineering analogy method, it is determined that the primary support alone bears 20% of the load, and the sprayed waterproof composite lining structure consisting of the primary support-sprayed waterproof layer-secondary lining bears 80% of the load together;

[0128] According to the construction drawings, the geometric parameters of the sprayed waterproof lining structure are obtained as follows: Figure 2 As shown;

[0129] Through the mechanical test of the waterproof layer interface, the normal mechanical curve of the waterproof layer interface as shown in Figure 3(a) and the tangential mechanical curve of the waterproof layer interface as shown in Figure 3(b) were obtained.

[0130] Step (ii), the specific implementation process of establishing the initial stress field calculation model, establishing the stratum model, performing ground stress balance and obtaining the tunnel surrounding rock load is as follows:

[0131] According to the formation parameters obtained in step (1), geometric modeling, meshing and formation parameter assignment are performed to establish a model such as Figure 4 As shown;

[0132] In addition to the initial analysis step of the model, two calculation analysis steps are established in the model, namely step 2.1 and step 2.2;

[0133] In step 2.1, the self-weight stress field and the tectonic stress field are considered to balance the ground stress. In this case, the tectonic stress field is not involved, and only the self-weight stress balance is performed. The surrounding rock stress field after balance is as follows: Figure 5 shown.

[0134] In the analysis step 2.2, a node set Set1 is established for the tunnel contour, the displacement of Set1 is constrained, and then the soil within the tunnel contour is passivated.

[0135] Submit the calculation to obtain the tunnel profile node reaction RF1 (i.e. tunnel surrounding rock load).

[0136] Step (iii), establish a calculation model with only primary support, and calculate the stress field of the primary support before the secondary lining and the stress field of the surrounding rock before the secondary lining based on the calculation model. The specific implementation process is as follows:

[0137] According to the formation parameters obtained in step (a), geometric modeling, meshing and formation parameter assignment are performed. The primary support geometric model is established, and meshing and material parameter assignment are performed. The contact relationship between the primary support and the surrounding rock is set to "binding", that is, deformation coordination.

[0138] In addition to the initial analysis step of the model, four calculation and analysis steps are established in the model, namely step 3.1, step 3.2, step 3.3 and step 3.4;

[0139] In step 3.1, the primary branch is passivated and the ground stress balance is carried out in the same way as in step (2);

[0140] In step 3.2, the node reaction force RF1 obtained in step (ii) is applied to the tunnel perimeter contour to perform soil excavation (passivate the soil within the tunnel contour);

[0141] Activate the primary branch in step 3.3 analysis step;

[0142] In step 3.4, the surrounding rock node reaction force RF1 in step 2 is adjusted to simulate the release of surrounding rock load. The adjustment is made according to the initial support load sharing ratio r1 in step (i), that is, the adjusted surrounding rock node reaction force is RF1*(1-r1).

[0143] The calculation results show that the initial support stress field (SF-chuzhi) is shown in Figure 6(a) and the surrounding rock stress field (SF-weiyan) is shown in Figure 6(b).

[0144] Step (iv), establish a node reaction force calculation model, import the initial support stress field, constrain the initial support displacement and calculate the initial support node reaction force. The specific implementation process is as follows:

[0145] First, copy the geometric model, mesh division and material attribute assignment initially established in step (iii) to establish the contact relationship between the primary support and the surrounding rock;

[0146] In addition to the initial analysis step that comes with the model, a calculation analysis step is established in the model, which is step 4.1;

[0147] In the initial analysis step, the primary support stress field (SF-chuzhi) and surrounding rock stress field (SF-weiyan) calculated in step (iii) are imported, and the displacement of all nodes of the primary support is constrained;

[0148] In the calculation and analysis step of step 4.1, the reaction force of the surrounding rock node is applied, and the value is the same as that of the analysis step of step 3.4 of step (three), which is RF1*(1-r1).

[0149] Submit the calculation and obtain the primary support node reaction (NFS). In this example, the reaction forces of each primary support node in the X and Y directions are shown in the following table (due to space limitations, only some of the primary support node reactions are shown).

[0150] Table 1 Reaction forces of each node of the initial support in the X and Y directions

[0151]

[0152]

[0153] Step (V) establishes a full-structure calculation model for the entire construction phase. The specific implementation process is as follows:

[0154] First, copy the geometric model, mesh division and material property assignment initially established in step (iii), add the second lining numerical model on this basis and establish a zero thickness cohesion unit.

[0155] In addition to the initial analysis step of the model, three calculation analysis steps are established in the model, namely step 5.1, step 5.2 and step 5.3;

[0156] In the initial analysis step, the primary support stress field (SF-chuzhi) and surrounding rock stress field (SF-weiyan) calculated in step (iii) are imported;

[0157] In step 5.1, the primary support node reaction (NFS) and surrounding rock node reaction calculated in step (IV) are applied. The surrounding rock node reaction value is the same as that in step 3.4 of step (III), which is RF1*(1-r1). The secondary lining and interface units are passivated so that they do not participate in the structural calculation of this step;

[0158] Activate the interface elements and the secondary lining in the calculation and analysis step 5.2;

[0159] In the calculation and analysis step 5.3, the surrounding rock node reaction force value is adjusted to 0 to simulate the complete release of the surrounding rock load.

[0160] Submit the calculation and get the stress distribution results. After the analysis step 5.2 is completed (the second lining has just been constructed and has not yet borne the surrounding rock load), the stress field of the sprayed waterproof lining structure is as follows Figure 7 As shown. It can be seen that at this time, the overall stress of the secondary lining is very small, which is only the stress under the action of self-weight, and there is no influence of the deformation pressure of the initial support. After the calculation of step 5.3 is completed, that is, when the new sprayed membrane lining structure bears all the surrounding rock loads, the final stress field is as follows: Figure 8 shown.

[0161] Embodiment 2

[0162] The present invention also provides a terminal device corresponding to the above-mentioned embodiment 1. The terminal device can be a processing device for a client, such as a mobile phone, a laptop computer, a tablet computer, a desktop computer, etc., to execute the method of the above-mentioned embodiment.

[0163] The terminal device of this embodiment includes a memory, a processor, and a computer program stored in the memory; the processor executes the computer program in the memory to implement the steps of the method in the first embodiment above.

[0164] In some implementations, the memory may be a high-speed random access memory (RAM), and may also include a non-volatile memory, such as at least one disk memory.

[0165] In some other implementations, the processor may be a central processing unit (CPU), a digital signal processor (DSP), or other general-purpose processors of various types, which are not limited herein.

[0166] Embodiment 3

[0167] The present invention further provides a computer-readable storage medium corresponding to the above embodiment, on which a computer program / instruction is stored. When the computer program / instruction is executed by a processor, the steps of the method of the above embodiment 1 are implemented.

[0168] Computer readable storage media can be tangible devices that hold and store instructions used by instruction execution devices. Computer readable storage media can be, for example, but not limited to, electronic storage devices, magnetic storage devices, optical storage devices, electromagnetic storage devices, semiconductor storage devices, or any combination thereof.

[0169] Those skilled in the art will appreciate that the embodiments of the present application can be provided as methods, systems, or computer program products. Therefore, the present application can adopt the form of complete hardware embodiments, complete software embodiments, or embodiments in combination with software and hardware. Moreover, the present application can adopt the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) that contain computer-usable program code. The scheme in the embodiments of the present application can be implemented in various computer languages, for example, object-oriented programming language Java and literal scripting language JavaScript, etc.

[0170] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0171] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0172] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A method for calculating the internal force of a tunnel sprayed waterproof lining structure, characterized in that: The following steps are involved: Step 1: Obtaining formation parameters, physical and mechanical parameters of lining structure and mechanical parameters of waterproof layer interface; Step 2: Based on the formation parameters, the physical and mechanical parameters of the lining structure and the mechanical parameters of the waterproof layer interface, calculate the tunnel surrounding rock load, the stress field of the primary support before the secondary lining, the stress field of the surrounding rock before the secondary lining, the reaction force of the primary support node and the final stress state of the lining structure; The process of obtaining the formation parameters is specifically as follows: According to the geological survey report or field test, determine the burial depth of the strata distribution, and obtain the density, elastic modulus, Poisson's ratio, friction angle and cohesion of each stratum; The process of obtaining the physical and mechanical parameters of the lining structure is as follows: Through field tests or engineering analogy methods, determine the load proportion r1 borne by the primary support alone and the load proportion r2 borne by the sprayed waterproof composite lining structure composed of the primary support-sprayed waterproof layer-secondary lining; obtain the geometric parameters of the sprayed waterproof lining structure according to the construction drawings; measure the primary support density and secondary lining density based on the manufactured primary support specimens and secondary lining specimens; While making the primary support specimens and the secondary lining specimens, use the same batch of concrete to make specimens for compressive strength test, elastic modulus test and Poisson's ratio test; after the specimens are subjected to standard curing, compressive strength test, elastic modulus test and Poisson's ratio test are carried out to obtain the primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio respectively; The calculation model of the original stress field of the surrounding rock is established to calculate the surrounding rock load of the tunnel. The specific process is as follows: S2.

1. Perform geometric modeling based on the burial depth of each stratum distribution obtained in step 1 to obtain a geometric model; perform grid division on the geometric model and assign stratum parameters, wherein the assigned stratum parameters include stratum density, elastic modulus, Poisson's ratio, friction angle and cohesion; S2.

2. In the analysis step module of the geometric model, in addition to the initial analysis step of the geometric model, two static calculation analysis steps A1 and A2 are established to obtain the first formation model; Among them, in the A1 analysis step, the ground stress balance is performed; in the A2 analysis step, according to the grids and nodes divided by the stratum, the nodes on the tunnel contour are selected, and the tunnel contour node set Set1 is established, the displacement of the tunnel contour node set Set1 is constrained, and then the soil units within the tunnel contour are removed; S2.3, calculating the first stratum model in the finite element software, extracting the tunnel profile node reaction force RF1 of the previously established tunnel profile node set Set1 from the calculation results, and the tunnel profile node reaction force RF1 is the obtained tunnel surrounding rock load; A calculation model with only primary support is established to calculate the stress field of the primary support before the secondary lining and the stress field of the surrounding rock before the secondary lining. The specific process is as follows: S3.

1. Perform geometric modeling based on the burial depth of each stratum distribution obtained in step 1 to obtain a geometric model; perform grid division on the geometric model and assign stratum parameters, wherein the assigned stratum parameters include stratum density, elastic modulus, Poisson's ratio, friction angle and cohesion; in the analysis step module of the geometric model, in addition to the initial analysis step of the geometric model, establish two static calculation analysis steps A1 and A2 to obtain a second stratum model; wherein, perform ground stress balance in the A1 analysis step; in the A2 analysis step, select nodes on the tunnel contour according to the grids and nodes divided by the stratum, and establish a tunnel contour node set Set1, constrain the displacement of the tunnel contour node set Set1, and then remove the soil units within the tunnel contour; Establish the initial support geometric components, mesh the initial support geometric components and assign physical and mechanical parameters to the lining structure; Select the outer surface of the primary support and the inner surface of the tunnel excavation contour of the surrounding rock, establish the face-to-face contact relationship between the primary support and the surrounding rock, and form the calculation model Model 3 with only the primary support; In addition to the initial analysis step of the calculation model Model 3 with only the initial branch, four calculation analysis steps are established in the analysis step module of this model, namely B1, B2, B3 and B4; In the B1 analysis step, the primary support unit is removed to balance the ground stress; in the B2 analysis step, the tunnel contour node reaction force RF1 is applied to the tunnel perimeter contour to perform soil excavation; in the B3 analysis step, the primary support unit is reactivated to allow the primary support unit to participate in the calculations in this analysis step and the B4 analysis step; in the B4 analysis step, the tunnel contour node reaction force RF1 in B2 is adjusted to RF1′ to simulate the release of the surrounding rock load, where RF1′=RF1×(1-r1); S3.

2. Calculate the calculation model Model 3 with only primary support in the finite element software to obtain the stress field of the primary support before the secondary lining is constructed and the stress field of the surrounding rock before the secondary lining is constructed; Establish the initial support node reaction force calculation model and calculate the initial support node reaction force. The specific process is as follows: S4.

1. Copy the calculation model Model 3 with only the primary support to obtain the calculation model Model 4 for the reaction force of the primary support node; S4.

2. In the calculation model Model 4 for calculating the reaction force of the initial support node, in addition to the initial analysis step of the model, a C1 calculation analysis step is established in its analysis step module; In the initial analysis step, the stress field of the primary support before the second lining and the stress field of the surrounding rock before the second lining calculated in S3.2 are imported, and the displacement of all nodes of the primary support is constrained; In the C1 calculation and analysis step, the applied tunnel profile node reaction force RF1 is adjusted to RF1′ to simulate the release of the surrounding rock load, where RF1′=RF1×(1-r1); S4.

3. Calculate the initial support node reaction force calculation model Model 4 in the finite element software to obtain the initial support node reaction force; Establish a full-stage and full-structure calculation model to calculate the final stress state of the lining structure. The specific process is as follows: S5.

1. Copy the calculation model Model 3 with only the initial branch to obtain the calculation model Model 5 of the whole stage and structure; Establish the second lining geometric components in the full-stage and full-structure calculation model Model 5; Mesh the geometric components of the secondary lining and assign physical and mechanical parameters of the lining structure to the secondary lining; S5.

2. In addition to the initial analysis step of the full-stage and full-structure calculation model Model 5, three calculation and analysis steps D1, D2 and D3 are established in this model; In the initial analysis step, the stress field of the primary support before the second lining and the stress field of the surrounding rock before the second lining calculated in S3.2 are imported; In the D1 calculation and analysis step, the primary support node reaction force and the surrounding rock node reaction force calculated by S4.3 are applied. The surrounding rock node reaction force value is the same as the tunnel profile node reaction force RF1′ in the B4 analysis step. At the same time, the secondary lining and interface units are passivated so that they do not participate in the structural calculation of the D1 analysis step. Activate interface elements and secondary lining in the D2 analysis step; In the D3 calculation and analysis step, the reaction force value of the surrounding rock node is adjusted to 0 to simulate the complete release of the surrounding rock load; S5.

3. Calculate the full-stage and full-structure calculation model Model 5 in the finite element software to obtain the final stress state of the sprayed waterproof lining structure.

2. The method for calculating the internal force of the tunnel sprayed waterproof lining structure according to claim 1 is characterized in that: The formation parameters include formation density, elastic modulus, Poisson's ratio, friction angle and cohesion; The physical and mechanical parameters of the lining structure include primary support density, secondary lining density, primary support compressive strength, primary support elastic modulus, primary support Poisson's ratio, secondary lining compressive strength, secondary lining elastic modulus and secondary lining Poisson's ratio; The interface mechanical parameters of the waterproof layer include tensile strength, shear strength and shear stiffness.

3. The internal force calculation method of tunnel spraying waterproof lining structure according to claim 1 is characterized in that: The field test method is used to determine r1 and r2, and the specific process is as follows: By burying earth pressure sensors at different locations of the tunnel close to the surrounding rock, the average earth pressure load f1 before the second lining is constructed and the earth pressure load f2 after the tunnel converges and deforms and stabilizes after the second lining is constructed; The load proportion borne by the primary support alone is r1=f1 / f2, and the load proportion borne by the sprayed waterproof composite lining structure composed of primary support-sprayed waterproof layer-secondary lining is r2=(f2-f1) / f2.

4. The method for calculating the internal force of the tunnel sprayed waterproof lining structure according to claim 2 is characterized in that: In the process of meshing the second lining geometric components, the meshing of the second lining geometric components shares nodes with the initial support mesh in the full-stage full-structure calculation model Model5; Insert a zero thickness cohesion unit between the contact surface of the primary support and the secondary lining.

5. The method for calculating the internal force of the tunnel sprayed waterproof lining structure according to claim 4 is characterized in that: The zero-thickness cohesion unit is obtained by adopting a linear elastic contact relationship, and the linear elastic contact parameters are obtained by assigning tensile strength, shear strength and shear stiffness parameters obtained by experiments.

6. A terminal device, characterized in that: The terminal device includes a memory and a processor, wherein the memory stores a computer program; the processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described in any one of claims 1-5.

7. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, and the processor executes the computer program to implement the internal force calculation method of the tunnel sprayed waterproof lining structure as described in any one of claims 1 to 5.

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