Intelligent calculation method and system for full-line muddy water pressure of excavation face of shield tunnel

Abstract

The invention discloses an intelligent calculation method and system for muddy water pressure of the whole line of an excavation face of a shield tunnel, and the method comprises the steps: processing a CAD drawing of the shield tunnel, reading the information of the drawing, and dividing the whole line of the shield tunnel; basic property parameters of the shield tunnel stratum are extracted, the drawing information and the basic property parameters are matched, and a shield tunnel whole-line stratum parameter database is established; a JavaScript programming language is adopted, and a shield tunnel excavation face muddy water pressure calculation theory library is established; a shield tunnel whole-line stratum parameter database is called, the basic property parameters are assigned to a shield tunnel excavation face muddy water pressure calculation theory library for calculation, a shield tunnel excavation face whole-line muddy water pressure theoretical value is obtained, and the theoretical value and the calculation ring number are matched and output in a table mode. The muddy water pressure calculation time of the excavation face of the shield tunnel can be shortened, the muddy water pressure calculation efficiency is improved, and the method has the advantages of being wide in application, high in reliability and convenient to apply.

Description

Technical Field

[0001] The invention belongs to the technical field of safe construction of shield tunnels, and in particular relates to an intelligent calculation method and system for mud and water pressure along the entire excavation face of a shield tunnel. Background Art

[0002] The number of underwater tunnels across rivers and seas in my country is increasing. Slurry shields can be used for excavation in high water pressure and high permeability strata, and can better control stratum settlement and maintain excavation surface stability. Therefore, they are widely used in underwater tunnel construction across rivers and seas. Excavation surface stability is a key link to ensure the safety of underwater slurry shield tunnel construction. Too little slurry pressure will cause the excavation surface to become unstable, while too much slurry pressure will cause the excavation surface to split and become unstable, leading to dangerous situations such as excavation surface collapse and seawater backflow.

[0003] The calculation process of mud water pressure on the excavation face of the slurry shield at the construction site is relatively complicated. In addition, the calculation of mud water pressure on the excavation face of the shield tunnel in the project only adopts the Rankine earth pressure calculation theory, and the applicability of this theory to the strata is still unknown. In summary, the calculation of mud water pressure on the entire excavation face of the slurry shield tunnel currently has the following problems: First, the workload is large, the strata types that the slurry shield tunnel passes through are complex and changeable, and there are many basic strata property parameters, and the calculation parameters of each calculation ring are difficult to count; second, the calculation result is not the full-line mud water pressure on the excavation face of the slurry shield tunnel. The calculation rings calculated in the existing calculation are selected at indefinite intervals, which may lead to unreasonable setting of the excavation face mud water pressure; third, the entire calculation process takes a long time, the manual participation rate is high, and the accuracy of the calculation results cannot be guaranteed; fourth, the calculation method and calculation theory are single, and there is a deviation problem in the setting value of the mud water pressure on the excavation face of the shield tunnel. Summary of the invention

[0004] In order to solve the problems existing in the above-mentioned background technology, the present invention provides an intelligent calculation method and system for mud water pressure along the entire excavation face of a shield tunnel, which shortens the calculation time, improves the calculation efficiency and improves the accuracy.

[0005] The present invention adopts the following technical solution: an intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel, comprising the following steps:

[0006] S1. Process the shield tunnel CAD drawings to obtain CAD drawings with specified requirements, then import them into VJMap to read the drawing information and divide the entire shield tunnel line at set intervals.

[0007] S2. Extract the basic property parameters of the shield tunnel strata based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a database of the strata parameters for the entire shield tunnel.

[0008] S3. Establish a theoretical library for calculating mud water pressure on the excavation face of a shield tunnel. The library includes mud water pressure calculation and water and soil pressure calculation. The water and soil pressure calculation includes separate water and soil calculation and combined water and soil calculation. The soil pressure calculation includes Rankine's soil pressure calculation theory, Terzaghi's loose soil pressure calculation theory, three-dimensional wedge calculation theory based on full soil column, three-dimensional wedge calculation theory based on Terzaghi's loose soil pressure and Protz arch theory.

[0009] S4. Call the stratum parameter database of the entire shield tunnel, assign the basic property parameters to the shield tunnel excavation surface mud water pressure calculation theory library for calculation, obtain the theoretical value of the mud water pressure of the entire shield tunnel excavation surface, and match the theoretical value with the calculation ring number, store it in the space array in the format of calculation ring number-mud water pressure calculation value, and convert the space array into a table for output.

[0010] Furthermore, in step S1, processing the CAD drawing includes the following contents:

[0011] In the shield tunnel CAD drawing, the contour lines of the slurry shield tunnel and the strata it passes through are outlined, and the same type of strata are filled and named with the same color and placed on the same layer; the start and end lines are drawn at the starting and receiving positions of the shield tunnel respectively, and the groundwater level line is drawn at the same time, and they are placed in layers with corresponding names.

[0012] The drawing information read includes: CAD drawing ID, layer color, water level, shield tunnel stratum thickness, stratum sorting and stratum category.

[0013] Furthermore, in step S2, the basic property parameters of the stratum include: rock and soil weight, cohesion, internal friction angle, permeability coefficient and strength coefficient.

[0014] The matching rule is as follows: create a corresponding number of spatial arrays according to the number of shield tunnel rings, extract the basic property parameters of each ring of the stratum in the shield tunnel drawing information, and store them in the spatial array in the format of stratum name-stratum thickness-rock and soil weight-cohesion-internal friction angle-permeability coefficient-stratum category; based on the matching rule, traverse the entire shield tunnel line, drawing information and stratum parameter information to establish a stratum parameter information database for the entire shield tunnel line.

[0015] Furthermore, in step S3, the calculation formula of mud water pressure is as follows:

[0016] P=P sw +P p

[0017] Where P represents the earth pressure on the excavation surface of the slurry shield tunnel; P sw P represents the water and soil pressure on the excavation surface of the slurry shield tunnel; pIndicates the reserved pressure on the excavation face of a slurry shield tunnel.

[0018] Furthermore, in step S3, the water and soil pressure calculation method is as follows:

[0019] When groundwater exists, the calculation method of water and soil pressure on the excavation surface is divided into water and soil separate calculation and water and soil combined calculation according to the different soil types in which the slurry shield tunnel is located. When the stratum type is non-cohesive soil, water and soil separate calculation is adopted; when the stratum type is cohesive soil, water and soil combined calculation is adopted.

[0020] When water and soil are calculated separately, water pressure and soil pressure are calculated separately. Water pressure is hydrostatic pressure. The specific calculation formula is:

[0021] P sw =P w +P s

[0022] P w =γ w ·H w

[0023] Among them, P s P represents the earth pressure on the excavation surface of the slurry shield tunnel; w It is represented by the hydrostatic pressure on the excavation surface of the slurry shield tunnel; γ w Indicates the density of water in N / m 3 ;H w Indicates the groundwater level at the center of the excavation surface of the slurry shield tunnel.

[0024] When water and soil are calculated together, water pressure and soil pressure are not calculated separately, but are considered as a whole.

[0025] When water and soil are calculated separately, the floating density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level; when water and soil are calculated together, the saturated density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level.

[0026] Furthermore, in step S3, the Rankine earth pressure calculation theory includes the static earth pressure theory, the active earth pressure theory and the passive earth pressure theory; the Terzaghi loosening earth pressure calculation theory includes the static Terzaghi loosening earth pressure theory, the active Terzaghi loosening earth pressure theory and the passive Terzaghi loosening earth pressure theory.

[0027] When the stratum type is sandy stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the Terzaghi loosening earth pressure calculation theory is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is clay stratum, the three-dimensional wedge model calculation theory based on the whole soil column is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the three-dimensional wedge model calculation theory based on Terzaghi loosening earth pressure is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is rock stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 2 times of the tunnel diameter, and the Protz arch theory is adopted for pressure calculation when the tunnel burial depth is equal to or greater than 2 times of the tunnel diameter.

[0028] Furthermore, in step S4, the specific matching rule is to first establish a storage object, create a corresponding number of spatial arrays according to the number of rings of the shield tunnel, extract the results of different calculation theories and store them in the spatial array in the format of "calculation ring number-mud water pressure", convert the data of each group of spatial arrays into a table, store it in the storage object, and output it in the form of a table.

[0029] Furthermore, the present invention also proposes an intelligent calculation system for mud water pressure along the entire excavation face of a shield tunnel, comprising:

[0030] The information reading module is used to process the shield tunnel CAD drawings to obtain CAD drawings with specified requirements, and then import them into VJMap to read the drawing information and divide the entire shield tunnel line at set intervals.

[0031] The database establishment module is used to extract the basic property parameters of the shield tunnel strata based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a database of the strata parameters of the entire shield tunnel.

[0032] The mud water pressure calculation theory library establishment module is used to establish the shield tunnel excavation face mud water pressure calculation theory library, which includes mud water pressure calculation formula, water and soil pressure calculation method and soil pressure calculation theory; among them, the water and soil pressure calculation method includes water and soil separate calculation and water and soil combined calculation, and the soil pressure calculation theory includes Rankine soil pressure calculation theory, Terzaghi loose soil pressure calculation theory, three-dimensional wedge calculation theory based on full soil column, three-dimensional wedge calculation theory based on Terzaghi loose soil pressure and Protz arch theory.

[0033] The mud water pressure calculation module is used to call the stratum parameter database of the entire shield tunnel, assign the basic property parameters to the mud water pressure calculation theory library of the shield tunnel excavation surface for calculation, obtain the theoretical value of the mud water pressure of the entire shield tunnel excavation surface, and match the theoretical value with the calculation ring number, store it in the space array in the format of calculation ring number-mud water pressure calculation value, and convert the space array into a table for output.

[0034] Compared with the prior art, the present invention adopts the above technical solution and has the following technical effects:

[0035] 1. The present invention uses JavaScript language to compile two calculation methods and five calculation theories of mud water pressure on the excavation surface of a shield tunnel, establishes a theoretical information base for calculating mud water pressure on the excavation surface of a shield tunnel, and realizes the rapid calculation of multiple theories of mud water pressure on the excavation surface of a shield tunnel.

[0036] 2. The present invention creates a spatial array in the format of calculation ring number-mud and water pressure calculation value, calculates the mud and water pressure of the excavation surface along the entire slurry shield tunnel, and adds the calculation results to the shield tunnel excavation surface mud and water pressure calculation table in a predetermined format, thereby realizing the rapid output of the shield tunnel excavation surface mud and water pressure calculation value.

[0037] 3. The present invention focuses on the construction needs of slurry shield tunnels, and has the advantages of fast calculation time, high calculation accuracy, less manual participation, and less workload, and realizes the calculation of slurry pressure along the entire excavation surface of the shield tunnel. BRIEF DESCRIPTION OF THE DRAWINGS

[0038] Figure 1 It is a flow chart of the overall implementation of the present invention.

[0039] Figure 2 It is a diagram showing the division of the entire shield tunnel and the basic property parameters of the stratum in an embodiment of the present invention.

[0040] The markings in the figure are: 1-groundwater level line, 2-upper boundary line of slurry shield tunnel, 3-slurry shield tunnel, 4-lower boundary line of slurry shield tunnel. DETAILED DESCRIPTION

[0041] In the following description, a large number of specific details are provided to provide a more thorough understanding of the present invention. However, it is apparent to those skilled in the art that the present invention can be implemented without one or more of these details. In other examples, in order to avoid confusion with the present invention, some technical features known in the art are not described.

[0042] This embodiment proposes an intelligent calculation method for the mud water pressure of the entire shield tunnel excavation face, which is programmed in the computer language JavaScript, including: obtaining the stratum parameters of the slurry shield tunnel, embedding the calculation theory of the mud water pressure of the shield tunnel excavation face, and calculating and outputting the mud water pressure of the shield tunnel excavation face. This embodiment is described by taking a certain tunnel as an example.

[0043] like Figure 1 As shown, a method for intelligently calculating mud-water pressure along the entire excavation face of a shield tunnel comprises the following steps:

[0044] S1. Process the shield tunnel CAD drawings to obtain CAD drawings with specified requirements, then import them into VJMap to read the information of the drawings and divide the entire shield tunnel at set intervals. The specific contents are:

[0045] In the shield tunnel CAD drawing, the contour lines of the slurry shield tunnel and the strata it passes through are outlined, and the same type of strata are filled and named with the same color and placed on the same layer; the start and end lines are drawn at the starting and receiving positions of the shield tunnel respectively, and the groundwater level line is drawn at the same time, and they are placed in layers with corresponding names.

[0046] The drawing information read includes: CAD drawing ID, layer color, water level, shield tunnel stratum thickness, stratum sorting and stratum category.

[0047] S2. Extract the basic property parameters of the shield tunnel strata based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a database of the strata parameters for the entire shield tunnel. The specific contents are:

[0048] The basic properties of the strata include: rock and soil weight, cohesion, internal friction angle, permeability coefficient and strength coefficient.

[0049] The matching rule is as follows: create a corresponding number of spatial arrays according to the number of shield tunnel rings, extract the basic property parameters of each stratum in the shield tunnel drawing information, and store them in the spatial array in the format of "stratum name-stratum thickness-rock and soil weight-cohesion-internal friction angle-permeability coefficient-stratum category"; based on the matching rule, traverse the entire shield tunnel line, drawing information and stratum parameter information to establish a stratum parameter information database for the entire shield tunnel line.

[0050] S3. Use JavaScript programming language to establish a theoretical library for calculating mud water pressure on the excavation face of a shield tunnel. This library includes mud water pressure calculation and water and soil pressure calculation. The water and soil pressure calculation includes separate water and soil calculation and combined water and soil calculation. The soil pressure calculation includes Rankine soil pressure calculation theory, Terzaghi loose soil pressure calculation theory, three-dimensional wedge calculation theory based on full soil column, three-dimensional wedge calculation theory based on Terzaghi loose soil pressure, and Protz arch theory. The specific contents are as follows:

[0051] The calculation formula of mud water pressure is as follows:

[0052] P=P sw +P p

[0053] Where P represents the earth pressure on the excavation surface of the slurry shield tunnel; P sw P represents the water and soil pressure on the excavation surface of the slurry shield tunnel; pIt indicates the reserved pressure of the excavation face of the slurry shield tunnel, and the general value is 20~30kPa.

[0054] When groundwater exists, the calculation method of water and soil pressure on the excavation surface is divided into water and soil separate calculation and water and soil combined calculation according to the different soil types in which the slurry shield tunnel is located. That is, when the local stratum type is non-cohesive soil, water and soil separate calculation is adopted; when the local stratum type is cohesive soil, water and soil combined calculation is adopted.

[0055] When water and soil are calculated separately, the floating density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level; when water and soil are calculated together, the saturated density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level.

[0056] When water and soil are calculated separately, water pressure and soil pressure are calculated separately. Water pressure is hydrostatic pressure, and soil pressure is Rankine's active soil pressure calculation theory. The specific calculation formula is:

[0057] P sw =P w +P s

[0058] P w =γ w ·H w

[0059] Among them, P s P represents the earth pressure on the excavation surface of the slurry shield tunnel; w It is represented by the hydrostatic pressure on the excavation surface of the slurry shield tunnel; γ w Indicates the density of water in N / m 3 ;H w Indicates the groundwater level at the center of the excavation surface of the slurry shield tunnel.

[0060] When water and soil are calculated together, water pressure and soil pressure are not calculated separately, but are considered as a whole. The specific contents are:

[0061] The Rankine earth pressure calculation theory includes the static earth pressure theory, active earth pressure theory and passive earth pressure theory. The lateral earth pressure in front of the excavation face of a slurry shield tunnel is calculated using the Rankine earth pressure calculation theory. The specific calculation formula is:

[0062]

[0063] Among them, P s0 , P sa , P sp They represent the Rankine static earth pressure, Rankine active earth pressure and Rankine passive earth pressure on the excavation surface of the slurry shield tunnel respectively; K 0 represents the static earth pressure coefficient, Kp represents the static earth pressure coefficient, γ i represents the natural weight of the i-th layer of soil above the mud water in the shield tunnel; h i represents the thickness of the i-th layer of soil above the mud water in the shield tunnel; n represents the total number of soil layers; K a represents the active earth pressure coefficient, c n It represents the cohesion of the nth layer of soil above the mud water in the shield tunnel.

[0064] The Terzaghi loosening earth pressure calculation theory includes the static Terzaghi loosening earth pressure theory, the active Terzaghi loosening earth pressure theory and the passive Terzaghi loosening earth pressure theory. The lateral earth pressure in front of the excavation face of the slurry shield tunnel is calculated using the Terzaghi loosening earth pressure calculation theory. The specific calculation formula is:

[0065]

[0066] P s0 =K 0 ·σ v

[0067]

[0068] Among them, σ v represents the loose earth pressure of the overlying stratum on the muddy water surface of the shield tunnel excavation surface; B represents the calculation width; c i represents the cohesion of the i-th layer of soil above the mud water in the shield tunnel; K 0i represents the static earth pressure coefficient of the i-th layer of soil above the mud water in the shield tunnel, represents the internal friction angle of the i-th layer of soil above the mud water in the shield tunnel; γ n represents the natural weight of the nth layer of soil above the mud water in the shield tunnel; z n K represents the thickness of the nth layer of soil above the mud water in the shield tunnel; 0n represents the static earth pressure coefficient of the nth layer of soil above the mud water in the shield tunnel, represents the internal friction angle of the jth layer of soil above the mud water in the shield tunnel; z i represents the thickness of the i-th soil layer above the mud water in the shield tunnel; z j represents the thickness of the jth layer of soil above the mud water in the shield tunnel; K 0j represents the static earth pressure coefficient of the jth layer of soil above the mud water in the shield tunnel, q 0 represents the surface overload; j represents the number of layers from the surface to the groundwater level; It represents the internal friction angle of the nth layer of soil above the mud water in the shield tunnel.

[0069] The lateral earth pressure in front of the excavation face of the slurry shield tunnel is calculated based on the three-dimensional wedge calculation theory of the full soil column. The specific calculation formula is:

[0070]

[0071] Among them, α represents the instability rupture angle of the soil in front of the muddy water on the shield tunnel excavation surface, D represents the diameter of the mud water on the shield tunnel excavation surface; m and l both represent calculation coefficients. l = cosα + nsinα, where n represents the total number of strata above the muddy water in the shield tunnel.

[0072] The lateral earth pressure in front of the excavation face of a slurry shield tunnel is calculated based on Terzaghi's three-dimensional wedge calculation theory of loose earth pressure. The specific calculation formula is:

[0073]

[0074]

[0075] Among them, A and U represent the circumference and area of ​​the prism cross section above the excavation surface of the slurry shield tunnel, respectively, A=2(B+L), U=BL, and L represents the length of the prism cross section.

[0076] The lateral earth pressure in front of the excavation face of a slurry shield tunnel is calculated using the Protz arch theory. The specific calculation formula is:

[0077]

[0078] Among them, P σs1 , P σs2 Respectively represent the lateral pressure at the top and bottom elevations of the shield tunnel; f K represents the strength coefficient, which is determined based on experience; b represents the height of the pressure arch,

[0079] When the stratum type is sandy stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the Terzaghi loosening earth pressure calculation theory is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is clay stratum, the three-dimensional wedge model calculation theory based on the whole soil column is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the three-dimensional wedge model calculation theory based on Terzaghi loosening earth pressure is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is rock stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 2 times of the tunnel diameter, and the Protz arch theory is adopted for pressure calculation when the tunnel burial depth is equal to or greater than 2 times of the tunnel diameter.

[0080] S4. Call the stratum parameter database of the entire shield tunnel, assign the basic property parameters to the shield tunnel excavation surface mud water pressure calculation theory library for calculation, obtain the theoretical value of the mud water pressure of the entire shield tunnel excavation surface, establish a storage object, create a corresponding number of space arrays according to the number of shield tunnel rings, extract the results of different calculation theories and store them in the space array in the format of calculation ring number-mud water pressure, convert the data of each group of space arrays into a table, store it in the storage object, and output it in the form of a table.

[0081] In this embodiment, the matching result of the stratum parameter information above the slurry shield tunnel is as follows: Figure 2 As shown in the figure, the entire slurry shield tunnel is divided into 6 rings according to the set intervals. The soil parameter information of each layer corresponding to each ring is as follows: H1 is a silty clay layer with a layer thickness of 6.27 meters and a rock and soil weight of 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H2 is a silt layer, the stratum thickness is 5.63 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H3 is a silt layer, the stratum thickness is 7.44 meters, and the rock and soil weight is 19.7kN / m 3 , the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H4 is a fine sand layer, the stratum thickness is 6.45 meters, and the rock and soil weight is 20kN / m 3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H5 is a silty clay layer, the stratum thickness is 6.69 meters, and the rock and soil weight is 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H6 is a silt layer, the stratum thickness is 5.20 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H7 is a silt layer, the stratum thickness is 8.21 meters, and the rock and soil weight is 19.7kN / m 3, the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H8 is a fine sand layer, the stratum thickness is 6.44 meters, and the rock and soil weight is 20kN / m 3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H9 is a silty clay layer, the stratum thickness is 8.18 meters, and the rock and soil weight is 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H10 is a silt layer, the stratum thickness is 4.10 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 - 4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H11 is a silt layer, the stratum thickness is 8.16 meters, and the rock and soil weight is 19.7kN / m 3 , the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H12 is a fine sand layer, the stratum thickness is 7.26 meters, and the rock and soil weight is 20kN / m 3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H13 is a silty clay layer, the stratum thickness is 7.13 meters, and the rock and soil weight is 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H14 is a silt layer, the stratum thickness is 5.02 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H15 is a silt layer, the stratum thickness is 7.41 meters, and the rock and soil weight is 19.7kN / m 3 , the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H16 is a fine sand layer, the stratum thickness is 8.79 meters, and the rock and soil weight is 20kN / m3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H17 is a silty clay layer, the stratum thickness is 6.30 meters, and the rock and soil weight is 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H18 is a silt layer, the stratum thickness is 5.94 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H19 is a silt layer, the stratum thickness is 8.06 meters, and the rock and soil weight is 19.7kN / m 3 , the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 - 4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H20 is a fine sand layer, the stratum thickness is 9.29 meters, and the rock and soil weight is 20kN / m 3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H21 is a silty clay layer, the stratum thickness is 5.22 meters, and the rock and soil weight is 19.99 kN / m 3 , cohesion is 35 kPa, internal friction angle is 13°, and permeability coefficient is 1*10 -7 m / s, the firmness coefficient is 0.8, and the stratum category is "above water level"; H22 is a silt layer, the stratum thickness is 7.35 meters, the rock and soil weight is 19.7kN / m3, the cohesion is 5kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "above water level"; H23 is a silt layer, the stratum thickness is 9.03 meters, and the rock and soil weight is 19.7kN / m 3 , the cohesion is 5 kPa, the internal friction angle is 31°, and the permeability coefficient is 1*10 -4 m / s, the firmness coefficient is 0.6, and the stratum category is "below water level"; H24 is a fine sand layer, the stratum thickness is 10.46 meters, and the rock and soil weight is 20kN / m 3 , cohesion is 2kPa, internal friction angle is 32°, and permeability coefficient is 1*10 -4 m / s, the solidity coefficient is 0.6, and the stratum category is "below water level".

[0082] The calculation and output of the mud water pressure on the shield tunnel excavation face using two water and soil pressure calculation methods and five soil pressure calculation theories are as follows: call the basic property parameter database of the slurry shield tunnel stratum, and assign the basic property parameters to the shield tunnel excavation face mud water pressure calculation theory for calculation, create a spatial array in the format of calculation ring number-mud water pressure calculation value, traverse the entire line of the slurry shield tunnel according to the established matching rules to obtain the matching results, and update the matching results to the shield tunnel excavation face mud water pressure calculation library. When outputting, first define a method for creating a download file. The method accepts two parameters, namely, the Excel object and the file name to be downloaded. The specific implementation of the method is to convert the Excel object into a binary data stream and create a download link for file download. Call the file download method to download the Excel object, set the file name to "shield tunnel excavation face mud water pressure calculation table.xlsx", and finally output the shield tunnel excavation face mud water pressure calculation table. The specific performance is:

[0083] As shown in Table 1, it can be seen that the shield tunnel excavation face mud water pressure calculation table (water and soil separate calculation) contains the 6-ring shield tunnel excavation face mud water pressure values ​​calculated using different theories. The theoretical calculation value of the Rankine active earth pressure of the first ring under the water and soil separate calculation is 248.70 kPa, the theoretical calculation value of the Rankine static earth pressure is 260.04 kPa, the theoretical calculation value of the Rankine passive earth pressure is 1347.49 kPa, the active Terzaghi loosening earth pressure is 206.45 kPa, the static Terzaghi loosening earth pressure is 305.48 kPa, the passive Terzaghi loosening earth pressure is 899.98 kPa, and the theoretical calculation value of the three-dimensional wedge based on the full soil column is 220.05 kPa. The theoretical calculation value of the three-dimensional wedge based on Terzaghi loosening earth pressure is 184.21 kPa, and the theoretical calculation value of the Protz arch is 156.57 kPa; the theoretical calculation value of the second ring Rankine active earth pressure is 260.04 kPa, the theoretical calculation value of the Rankine static earth pressure is 420.81 kPa, and the theoretical calculation value of the Rankine passive earth pressure is 1389.83 kPa. The theoretical calculation value of the active Terzaghi loosening earth pressure is 215.35 kPa, the theoretical calculation value of the static Terzaghi loosening earth pressure is 315.45 kPa, and the theoretical calculation value of the passive Terzaghi loosening earth pressure is 916.48 kPa. The theoretical calculation value of the three-dimensional wedge based on the whole soil column is 230.15 kPa, and the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loosening earth pressure is 230.15 kPa. The theoretical calculation value of the shape is 192.35kPa, and the theoretical calculation value of the Protz arch is 156.57kPa; the theoretical calculation value of the active earth pressure of the third ring is 272.68kPa, the theoretical calculation value of the static earth pressure of Rankine is 439.61kPa, the theoretical calculation value of the passive earth pressure of Rankine is 1446.02kPa, the theoretical calculation value of the active Terzaghi loosening earth pressure is 224.81kPa, the theoretical calculation value of the static Terzaghi loosening earth pressure is 326.77kPa, the theoretical calculation value of the passive Terzaghi loosening earth pressure is 939.01kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 241.07kPa, and the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loosening earth pressure is 66.28kPa a, the theoretical calculation value of the Pugh arch is 156.57 kPa; the theoretical calculation value of the active earth pressure of the 4th ring is 282.56 kPa, the theoretical calculation value of the static earth pressure of Rankine is 451.92 kPa, the theoretical calculation value of the passive earth pressure of Rankine is 1473.01 kPa, the theoretical calculation value of the active Terzaghi loose earth pressure is 233.53 kPa, the theoretical calculation value of the static Terzaghi loose earth pressure is 336.33 kPa, the theoretical calculation value of the passive Terzaghi loose earth pressure is 953.67 kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 250.27 kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loose earth pressure is 209.15 kPa, and the theoretical calculation value of the Pugh arch is 156.57kPa; the theoretical calculation value of the Rankine active earth pressure of the 5th ring is 298.65kPa, the theoretical calculation value of the Rankine static earth pressure is 473.58kPa, the theoretical calculation value of the Rankine passive earth pressure is 1528.49kPa, the theoretical calculation value of the active Terzaghi loosening earth pressure is 246.77kPa, the theoretical calculation value of the static Terzaghi loosening earth pressure is 351.27kPa, the theoretical calculation value of the passive Terzaghi loosening earth pressure is 978.96kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 264.79kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loosening earth pressure is 221.62kPa, and the theoretical calculation value of the Protz arch is 156.57k Pa; the theoretical calculation value of the Rankine active earth pressure of the 6th ring is 329.41kPa, the theoretical calculation value of the Rankine static earth pressure is 516.25kPa, the theoretical calculation value of the Rankine passive earth pressure is 1643.45kPa, the theoretical calculation value of the active Terzaghi loose earth pressure is 271.42kPa, the theoretical calculation value of the static Terzaghi loose earth pressure is 379.54kPa, the theoretical calculation value of the passive Terzaghi loose earth pressure is 1029.18kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 292.21kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loose earth pressure is 244.55kPa, and the theoretical calculation value of the Protz arch is 156.57kPa.

[0084] Table 1 Calculation table of mud and water pressure along the entire shield tunnel excavation surface (water and soil calculation separately)

[0085]

[0086]

[0087] As shown in Table 2, it can be seen that the calculation table of mud water pressure on the excavation face of the shield tunnel (water and soil calculation) also includes the mud water pressure values ​​of the excavation faces of the 6-ring shield tunnels calculated using different theories. The theoretical calculation value of the active Rankine earth pressure of the first ring under the water and soil calculation is 153.55 kPa, the theoretical calculation value of the static Rankine earth pressure is 367.22 kPa, the theoretical calculation value of the passive Rankine earth pressure is 1657.17 kPa, the active Terzaghi loosening earth pressure is 95.16 kPa, the static Terzaghi loosening earth pressure is 103.86 kPa, the passive Terzaghi loosening earth pressure is 1130.87 kPa, and the theoretical calculation value of the three-dimensional wedge based on the full soil column is 142.00 kPa. a, the theoretical calculation value of the three-dimensional wedge based on Terzaghi loosening earth pressure is 66.28kPa, and the theoretical calculation value of the Protz arch is 156.57kPa; the theoretical calculation value of the second ring Rankine active earth pressure is 159.27kPa, the theoretical calculation value of the Rankine static earth pressure is 380.71kPa, the theoretical calculation value of the Rankine passive earth pressure is 1717.77kPa, the active Terzaghi loosening earth pressure is 97.36kPa, the static Terzaghi loosening earth pressure is 106.31kPa, the passive Terzaghi loosening earth pressure is 1156.82kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 145.54kPa, and the three-dimensional wedge based on the Terzaghi loosening earth pressure is 145.54kPa. The theoretical calculation value of the shape is 67.14 kPa, and the theoretical calculation value of the Protz arch is 156.57 kPa; the theoretical calculation value of the active earth pressure of the third ring is 166.30 kPa, the theoretical calculation value of the static earth pressure of Rankine is 397.28 kPa, the theoretical calculation value of the passive earth pressure of Rankine is 1792.23 kPa, the theoretical calculation value of the active Terzaghi loosening earth pressure is 100.02 kPa, the theoretical calculation value of the static Terzaghi loosening earth pressure is 109.28 kPa, the theoretical calculation value of the passive Terzaghi loosening earth pressure is 1188.26 kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 149.89 kPa, and the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loosening earth pressure is 68.11 kPa a, the theoretical calculation value of the Pugh arch is 156.57 kPa; the theoretical calculation value of the active earth pressure of the 4th ring is 170.57 kPa, the theoretical calculation value of the static earth pressure of Rankine is 407.36 kPa, the theoretical calculation value of the passive earth pressure of Rankine is 1837.49 kPa, the theoretical calculation value of the active Terzaghi loose earth pressure is 101.98 kPa, the theoretical calculation value of the static Terzaghi loose earth pressure is 111.46 kPa, the theoretical calculation value of the passive Terzaghi loose earth pressure is 1211.35 kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 152.54 kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loose earth pressure is 69.27 kPa, and the theoretical calculation value of the Pugh arch is 156.57kPa; the theoretical calculation value of the active earth pressure of the 5th ring by Rankine is 178.36kPa, the theoretical calculation value of the static earth pressure by Rankine is 425.72kPa, the theoretical calculation value of the passive earth pressure by Rankine is 1919.98kPa, the theoretical calculation value of the active Terzaghi loosening earth pressure is 105.13kPa, the theoretical calculation value of the static Terzaghi loosening earth pressure is 114.98kPa, the theoretical calculation value of the passive Terzaghi loosening earth pressure is 1248.56kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 157.36kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loosening earth pressure is 70.82kPa, and the theoretical calculation value of the Protz arch is 156.57k Pa; the theoretical calculation value of the Rankine active earth pressure of the 6th ring is 193.89kPa, the theoretical calculation value of the Rankine static earth pressure is 462.33kPa, the theoretical calculation value of the Rankine passive earth pressure is 2084.49kPa, the theoretical calculation value of the active Terzaghi loose earth pressure is 111.06kPa, the theoretical calculation value of the static Terzaghi loose earth pressure is 121.58kPa, the theoretical calculation value of the passive Terzaghi loose earth pressure is 1318.53kPa, the theoretical calculation value of the three-dimensional wedge based on the whole soil column is 166.97kPa, the theoretical calculation value of the three-dimensional wedge based on the Terzaghi loose earth pressure is 73.57kPa, and the theoretical calculation value of the Protz arch is 156.57kPa.

[0088] Table 2 Calculation table of mud water pressure along the entire shield tunnel excavation surface (water and soil combined calculation)

[0089]

[0090] The embodiment of the present invention also proposes an intelligent calculation system for mud water pressure along the entire excavation face of a shield tunnel, including an information reading module, a database establishment module, a mud water pressure calculation theory library establishment module, a mud water pressure calculation module, and a computer program that can be run on a processor. It should be noted that each module in the above system corresponds to the specific steps of the method provided in the embodiment of the present invention, and has the corresponding functional modules and beneficial effects of the execution method. For technical details not described in detail in this embodiment, please refer to the method provided in the embodiment of the present invention.

[0091] The above is only a preferred embodiment of the present invention. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the technical principles of the present invention. These improvements and modifications should also be regarded as the scope of protection of the present invention.

Claims

1. An intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel, characterized in that: The following steps are involved: S1. Process the shield tunnel CAD drawings, then import them into VJMap to read the information of the drawings, and divide the entire shield tunnel line at set intervals; S2. Extract the basic property parameters of the shield tunnel strata based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a database of the strata parameters of the entire shield tunnel; S3. Establish a theoretical library for calculating mud water pressure on the excavation face of a shield tunnel. The library includes mud water pressure calculation and water and soil pressure calculation. The water and soil pressure calculation includes separate water and soil calculation and combined water and soil calculation. The soil pressure calculation includes Rankine's soil pressure calculation theory, Terzaghi's loose soil pressure calculation theory, three-dimensional wedge calculation theory based on full soil column, three-dimensional wedge calculation theory based on Terzaghi's loose soil pressure, and Protz's arch theory. S4. Call the stratum parameter database of the entire shield tunnel, assign the basic property parameters to the shield tunnel excavation surface mud water pressure calculation theory library for calculation, obtain the theoretical value of the mud water pressure of the entire shield tunnel excavation surface, and match the theoretical value with the calculation ring number, store it in the space array in the format of calculation ring number-mud water pressure calculation value, and convert the space array into a table for output.

2. The intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S1, processing the CAD drawing includes the following: In the shield tunnel CAD drawing, outline the contours of the slurry shield tunnel and the strata it passes through, fill and name the same type of strata with the same color, and place them on the same layer; draw the start and end lines at the starting and receiving positions of the shield tunnel respectively, draw the groundwater level line at the same time, and place them in the layers with corresponding names; The drawing information read includes: CAD drawing ID, layer color, water level, shield tunnel stratum thickness, stratum sorting and stratum category.

3. The intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S2, the basic property parameters of the formation include: rock and soil weight, cohesion, internal friction angle, permeability coefficient and solidity coefficient; The matching rules are as follows: create a corresponding number of spatial arrays according to the number of shield tunnel rings, extract the basic property parameters of each ring of strata in the shield tunnel drawing information, and store them in the spatial array in the format of stratum name-stratum thickness-rock and soil weight-cohesion-internal friction angle-permeability coefficient-stratum category; Based on the matching rule, the entire shield tunnel line, drawing information and stratum parameter information are traversed to establish a stratum parameter information database for the entire shield tunnel line.

4. The intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S3, the calculation formula of mud water pressure is as follows: P=P sw +P p Where P represents the earth pressure on the excavation surface of the slurry shield tunnel; P sw P represents the water and soil pressure on the excavation surface of the slurry shield tunnel; p Indicates the reserved pressure of the excavation face of the slurry shield tunnel.

5. The intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S3, the water and soil pressure calculation method is as follows: When there is groundwater, the calculation method of water and soil pressure on the excavation surface is divided into water and soil separate calculation and water and soil combined calculation according to the different soil types in which the slurry shield tunnel is located. When the stratum type is cohesive soil, water and soil separate calculation is adopted; when the stratum type is cohesive soil, water and soil combined calculation is adopted. When water and soil are calculated separately, water pressure and soil pressure are calculated separately. Water pressure is hydrostatic pressure. The specific calculation formula is: P sw =P w +P s P w =c w ·H w Among them, P sw It is represented by the water and soil pressure on the excavation surface of the slurry shield tunnel; P s P represents the earth pressure on the excavation surface of the slurry shield tunnel; w It is represented by the hydrostatic pressure on the excavation surface of the slurry shield tunnel; γ w Indicates the weight of water; H w Indicates the groundwater level at the center of the excavation surface of the slurry shield tunnel; When water-soil calculation is adopted, water pressure and soil pressure are considered as a whole; When water and soil are calculated separately, the floating density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level; when water and soil are calculated together, the saturated density is used for the soil below the groundwater level, and the natural density is used for the soil above the ground water level.

6. The intelligent calculation method of mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S3, the Rankine earth pressure calculation theory includes the static earth pressure theory, the active earth pressure theory and the passive earth pressure theory; the Terzaghi loosening earth pressure calculation theory includes the static Terzaghi loosening earth pressure theory, the active Terzaghi loosening earth pressure theory and the passive Terzaghi loosening earth pressure theory; When the stratum type is sandy stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the Terzaghi loosening earth pressure calculation theory is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is clay stratum, the three-dimensional wedge model calculation theory based on the whole soil column is adopted when the tunnel burial depth is less than 1 times of the tunnel diameter, and the three-dimensional wedge model calculation theory based on Terzaghi loosening earth pressure is adopted when the tunnel burial depth is equal to or greater than 1 times of the tunnel diameter; when the stratum type is rock stratum, the Rankine active earth pressure calculation theory is adopted when the tunnel burial depth is less than 2 times of the tunnel diameter, and the Protz arch theory is adopted for pressure calculation when the tunnel burial depth is equal to or greater than 2 times of the tunnel diameter.

7. The intelligent calculation method for mud water pressure along the entire excavation face of a shield tunnel according to claim 1 is characterized in that: In step S4, the matching rules are as follows: establish a storage object, create a corresponding number of space arrays according to the number of rings of the shield tunnel, extract the results of different calculation theories and store them in the space array in the format of calculation ring number-mud water pressure, convert the data of each group of space arrays into a table, store it in the storage object, and output it in the form of a table.

8. A system for intelligently calculating the mud-water pressure along the entire excavation face of a shield tunnel according to claim 1, characterized in that: include: The information reading module is used to process the shield tunnel CAD drawings, then import them into VJMap to read the information of the drawings, and divide the entire shield tunnel line at set intervals; The database establishment module is used to extract the basic property parameters of the shield tunnel strata based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a database of the strata parameters of the entire shield tunnel; The module for establishing a mud-water pressure calculation theory library is used to establish a shield tunnel excavation face mud-water pressure calculation theory library, which includes mud-water pressure calculation formulas, water-soil pressure calculation methods and soil pressure calculation theories; the water-soil pressure calculation methods include water-soil separate calculations and water-soil combined calculations, and the soil pressure calculation theories include Rankine's soil pressure calculation theory, Terzaghi's loose soil pressure calculation theory, three-dimensional wedge calculation theory based on full soil columns, three-dimensional wedge calculation theory based on Terzaghi's loose soil pressure and Protz arch theory; The mud water pressure calculation module is used to call the stratum parameter database of the entire shield tunnel, assign the basic property parameters to the mud water pressure calculation theory library of the shield tunnel excavation surface for calculation, obtain the theoretical value of the mud water pressure of the entire shield tunnel excavation surface, and match the theoretical value with the calculation ring number, store it in the space array in the format of calculation ring number-mud water pressure calculation value, and convert the space array into a table for output.

Images