A method and system for intelligent calculation of slurry pressure on the entire line of a shield tunnel excavation face

Abstract

The application discloses a kind of shield tunnel excavation face full line mud water pressure intelligent calculation method and system, the method includes processing to shield tunnel CAD drawing, read the information of drawing, and carry out the division of shield tunnel full line;Extract the basic property parameters of shield tunnel stratum, match drawing information and basic property parameters, establish shield tunnel full line stratum parameter database;Using JavaScript programming language, establish shield tunnel excavation face mud water pressure calculation theory library;Call shield tunnel full line stratum parameter database, assign basic property parameters to shield tunnel excavation face mud water pressure calculation theory library for calculation, obtain shield tunnel excavation face full line mud water pressure theoretical value, match the theoretical value with calculation ring, output in the form of table.The application can shorten the calculation time of shield tunnel excavation face mud water pressure, improve mud water pressure calculation efficiency, with the characteristics of wide application, high reliability and convenient application.

Description

Technical Field

[0001] This invention belongs to the field of shield tunnel safety construction technology, specifically relating to an intelligent calculation method and system for slurry pressure along the entire excavation face of a shield tunnel. Background Technology

[0002] The number of underwater tunnels spanning rivers and seas in my country is constantly increasing. Slurry shield tunneling machines can be used in high-water-pressure, high-permeability strata and can effectively control ground settlement and maintain the stability of the excavation face. Therefore, they are widely used in the construction of underwater tunnels spanning rivers and seas. Excavation face stability is a key factor in ensuring the safety of underwater slurry shield tunnel construction. Insufficient slurry pressure leads to active instability of the excavation face, while excessive slurry pressure causes the excavation face to split and become unstable, resulting in dangerous situations such as excavation face collapse and seawater intrusion.

[0003] The calculation process for slurry pressure at the excavation face of a slurry shield tunnel is quite complex. Furthermore, the calculation of slurry pressure at the tunnel excavation face in this project only uses Rankine's earth pressure theory, and the applicability of this theory to different geological formations is still unknown. In summary, the current calculation of slurry pressure along the entire excavation face of a slurry shield tunnel has the following problems: First, the workload is large, as slurry shield tunnels traverse complex and varied geological formations with numerous basic geological parameters, making it difficult to statistically analyze the parameters for each calculation loop; second, the calculation results do not represent the slurry pressure along the entire excavation face, and the calculation loops used in the current calculations are selected at irregular intervals, which may lead to unreasonable settings for the slurry pressure at the excavation face; third, the entire calculation process is time-consuming, with a high rate of manual intervention, and the accuracy of the calculation results cannot be guaranteed; fourth, the calculation methods and theories are limited, resulting in deviations in the set values ​​of slurry pressure at the tunnel excavation face. Summary of the Invention

[0004] To address the problems existing in the background art, this invention provides an intelligent calculation method and system for slurry pressure along the entire excavation face of a shield tunnel, which shortens the calculation time, improves calculation efficiency, and enhances accuracy.

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

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

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

[0008] S3, establish a shield tunnel excavation face slurry pressure calculation theory library, the calculation theory library includes slurry pressure calculation and water and soil pressure calculation; wherein, water and soil pressure calculation includes water and soil calculation and water and soil calculation, 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 Prouse arch theory.

[0009] S4, call the shield tunnel full line stratum parameter database, assign the basic property parameters to the shield tunnel excavation face slurry pressure calculation theory library for calculation, obtain the shield tunnel excavation face full line slurry pressure theoretical value, and match the theoretical value with the calculation ring number, store it in the spatial array according to the calculation ring number-slurry pressure calculation value format, and output the spatial array in the form of a table.

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

[0011] In the CAD drawing of the shield tunnel, the contour lines of the slurry shield tunnel and the stratum are outlined, the same type of stratum is filled with the same color and named, and is placed in the same layer; the starting line and the ending line are drawn at the starting and receiving positions of the shield tunnel respectively, and the underground water level line is drawn at the same time, and is placed in the corresponding named layer.

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

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

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

[0015] Further, in step S3, the calculation formula of slurry pressure is as follows:

[0016] P=P sw +P p

[0017] Wherein, P represents the soil pressure of the slurry shield tunnel excavation face; P sw represents the water and soil pressure of the slurry shield tunnel excavation face; P pIndicate the reserved pressure of the slurry shield tunnel excavation face.

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

[0019] When there is groundwater, the water and soil pressure calculation method of the excavation face is divided into water and soil calculation and water and soil calculation according to the different types of soil where the slurry shield tunnel is located. When the stratum category is cohesionless soil, water and soil calculation is adopted; when the stratum category is cohesive soil, water and soil calculation is adopted.

[0020] When water and soil calculation is adopted, water pressure and soil pressure are calculated separately. The water pressure is static water pressure, and the specific calculation formula is:

[0021] P sw = P w + P s

[0022] P w = γ w · H w

[0023] Where P s represents the soil pressure of the slurry shield tunnel excavation face; P w represents the static water pressure of the slurry shield tunnel excavation face; γ w represents the unit weight of water, with the unit of N / m 3 ; H w represents the groundwater level height at the center point of the slurry shield tunnel excavation face.

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

[0025] When water and soil calculation is adopted, the soil below the groundwater level adopts the floating unit weight, and the soil above the ground water level adopts the natural unit weight; when water and soil calculation is adopted, the soil below the groundwater level adopts the saturated unit weight, and the soil above the ground water level adopts the natural unit weight.

[0026] Further, in step S3, the Rankine soil pressure calculation theory includes static soil pressure theory, active soil pressure theory and passive soil pressure theory; the Terzaghi loose soil pressure calculation theory includes static Terzaghi loose soil pressure theory, active Terzaghi loose soil pressure theory and passive Terzaghi loose soil pressure theory.

[0027] When the tunnel is buried less than 1 times of the tunnel diameter, the Rankine active earth pressure calculation theory is adopted; when the tunnel is buried equal to or more than 1 times of the tunnel diameter, the Terzaghi loose earth pressure calculation theory is adopted; when the tunnel is buried less than 1 times of the tunnel diameter, the three-dimensional wedge model calculation theory based on the full soil column is adopted; when the tunnel is buried equal to or more than 1 times of the tunnel diameter, the three-dimensional wedge model calculation theory based on the Terzaghi loose earth pressure is adopted; when the tunnel is buried less than 2 times of the tunnel diameter, the Rankine active earth pressure calculation theory is adopted; when the tunnel is buried equal to or more than 2 times of the tunnel diameter, the Prouse arch theory is adopted for pressure calculation.

[0028] Further, in step S4, the specific matching rule is that a storage object is first established, a corresponding number of space arrays are created according to the ring number of the shield tunnel, the results of different calculation theories are extracted and stored in the space arrays in the format of 'calculation ring number-mud water pressure', the data of each group of space arrays are converted into a table, and the table is stored in the storage object and output in the form of a table.

[0029] Further, the application further provides a shield tunnel excavation face full-line mud water pressure intelligent calculation system, which comprises:

[0030] An information reading module is configured to process the CAD drawing of the shield tunnel to obtain a CAD drawing meeting the specified requirements, then import the CAD drawing into a VJMap to read the information of the drawing, and divide the whole shield tunnel at a set interval.

[0031] A database establishing module is configured to extract basic property parameters of the shield tunnel stratum according to an engineering geological survey report, match the drawing information and the basic property parameters, and establish a shield tunnel full-line stratum parameter database.

[0032] A mud water pressure calculation theory library establishing module is configured to establish a shield tunnel excavation face mud water pressure calculation theory library, which comprises mud water pressure calculation formulas, water and earth pressure calculation methods and earth pressure calculation theories; the water and earth pressure calculation methods comprise water and earth separate calculation and water and earth combined calculation; the earth pressure calculation theories comprise the Rankine earth pressure calculation theory, the Terzaghi loose earth pressure calculation theory, the three-dimensional wedge calculation theory based on the full soil column, the three-dimensional wedge calculation theory based on the Terzaghi loose earth pressure and the Prouse arch theory.

[0033] A mud water pressure calculation module is configured to call the shield tunnel full-line stratum parameter database, assign the basic property parameters to the shield tunnel excavation face mud water pressure calculation theory library for calculation, obtain shield tunnel excavation face full-line mud water pressure theoretical values, match the theoretical values and calculation ring numbers, store the calculation ring numbers and mud water pressure calculation values in the format of 'calculation ring number-mud water pressure', and output the space arrays in the form of a table.

[0034] Compared with the prior art, the present application has the following technical effects:

[0035] 1. The present application uses JavaScript language to write two calculation methods and five calculation theories of the slurry pressure of the shield tunnel excavation face, establishes a slurry pressure calculation theory information base of the shield tunnel excavation face, and realizes rapid calculation of multiple theories of the slurry pressure of the shield tunnel excavation face.

[0036] 2. The present application creates a space array in the format of a calculation ring number-slurry pressure calculation value, traverses the entire line of the slurry shield tunnel to calculate the slurry pressure of the excavation face, and adds the calculation results to the slurry pressure calculation table of the shield tunnel excavation face in a predetermined format, thereby realizing rapid output of the slurry pressure calculation value of the shield tunnel excavation face.

[0037] 3. The present application focuses on the construction requirements of the slurry shield tunnel, has the advantages of fast calculation time, high calculation accuracy, less human intervention, and less workload, and realizes calculation of the slurry pressure of the entire line of the shield tunnel excavation face. BRIEF DESCRIPTION OF DRAWINGS

[0038] Figure 1 The present application is an overall implementation flowchart.

[0039] Figure 2 The present application is an overall implementation flowchart.

[0040] In the figure, 1 is the groundwater level line, 2 is the upper boundary line of the slurry shield tunnel, 3 is the slurry shield tunnel, and 4 is the lower boundary line of the slurry shield tunnel. DETAILED DESCRIPTION

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

[0042] The present application proposes an intelligent calculation method for the slurry pressure of the entire line of the shield tunnel excavation face, which is programmed using the computer language JavaScript, including: obtaining the stratum parameters of the slurry shield tunnel, embedding the calculation theory of the slurry pressure of the shield tunnel excavation face, and calculating and outputting the slurry pressure of the shield tunnel excavation face. The present application is described in detail with reference to a certain tunnel.

[0043] As shown in Figure 1 A kind of intelligent calculation method for the slurry pressure of the entire line of the shield tunnel excavation face, comprising the following steps:

[0044] S1, process the CAD drawing of the shield tunnel to obtain a CAD drawing with specified requirements, then import it into VJMap to read the information of the drawing, and divide the shield tunnel line at a set interval. The specific content is as follows:

[0045] In the CAD drawing of the shield tunnel, the contour lines of the slurry shield tunnel and the stratum through which it passes are outlined, the same type of stratum is filled with the same color and named, and placed in the same layer; the starting line and the ending line 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 placed in the corresponding layer.

[0046] The information of the drawing includes: CAD drawing ID, layer color, water level height, shield tunnel stratum thickness, stratum order and stratum category.

[0047] S2, according to the basic property parameters of the shield tunnel stratum extracted from the engineering geological survey report, match the drawing information and the basic property parameters, and establish the stratum parameter database of the whole shield tunnel line. The specific content is as follows:

[0048] The basic property parameters of the stratum include: unit weight of rock and soil, cohesion, internal friction angle, permeability coefficient and firmness coefficient.

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

[0050] S3, use JavaScript programming language to establish the calculation theory library of the slurry pressure of the shield tunnel excavation face, which includes slurry pressure calculation and water and soil pressure calculation; among them, water and soil pressure calculation includes water and soil separate calculation and water and soil combined calculation, 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 Prus arch theory. The specific content is as follows:

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

[0052] P = P sw + P p

[0053] Where, P represents the soil pressure of the slurry shield tunnel excavation face; P sw represents the water and soil pressure of the slurry shield tunnel excavation face; P pThe reserved pressure of the slurry shield tunnel excavation face, generally 20-30 kPa.

[0054] When there is groundwater, the water-soil pressure calculation method of the excavation face is divided into water-soil separation calculation and water-soil combined calculation according to the type of the soil in which the slurry shield tunnel is located, that is, when the stratum category is cohesionless soil, water-soil separation calculation is adopted; when the stratum category is cohesive soil, water-soil combined calculation is adopted.

[0055] When water-soil separation calculation is adopted, the soil below the groundwater level adopts the buoyant density, and the soil above the ground water level adopts the natural density; when water-soil combined calculation is adopted, the soil below the groundwater level adopts the saturated density, and the soil above the ground water level adopts the natural density.

[0056] When water-soil separation calculation is adopted, the water pressure and the soil pressure are calculated separately, the water pressure is the hydrostatic pressure, and the soil pressure is the Rankine active soil pressure calculation theory, and the specific calculation formula is:

[0057] P sw = P w + P s

[0058] P w = γ w · H w

[0059] wherein P s represents the soil pressure of the slurry shield tunnel excavation face; P w represents the hydrostatic pressure of the slurry shield tunnel excavation face; γ w represents the density of water, with the unit of N / m 3 ; and H w represents the groundwater level height at the center point of the slurry shield tunnel excavation face.

[0060] When water-soil combined calculation is adopted, the water pressure and the soil pressure are not calculated separately, and they are considered as a whole during calculation. The specific content is:

[0061] The Rankine soil pressure calculation theory includes the static soil pressure theory, the active soil pressure theory and the passive soil pressure theory; the Rankine soil pressure calculation theory is used to calculate the lateral soil pressure in front of the slurry shield tunnel excavation face, and the specific calculation formula is:

[0062]

[0063] wherein P s0 , P sa , and P sp respectively represent the Rankine static soil pressure, the Rankine active soil pressure and the Rankine passive soil pressure on the slurry shield tunnel excavation face; K0 represents the static soil pressure coefficient, K pIndicates the coefficient of earth pressure at rest. γ i h represents the natural unit weight of the i-th layer of soil above the slurry in the shield tunnel; i K represents the thickness of the i-th soil layer above the slurry in the shield tunnel; n represents the total number of soil layers; a Indicates the active earth pressure coefficient. c n This represents the cohesion of the nth layer of soil above the slurry in the shield tunnel.

[0064] Terzaghi's loosened earth pressure calculation theory includes the static Terzaghi loosened earth pressure theory, the active Terzaghi loosened earth pressure theory, and the passive Terzaghi loosened earth pressure theory. The lateral earth pressure in front of the excavation face of a slurry shield tunnel is calculated using this theory, with the specific formula as follows:

[0065]

[0066] P s0 =K0·σ v

[0067]

[0068] Where, σ v B represents the loose earth pressure of the overlying slurry layer at the tunnel excavation face; C represents the calculated width. i K represents the cohesion of the i-th layer of soil above the slurry in the shield tunnel; 0i This represents the at-rest earth pressure coefficient of the i-th layer of soil above the slurry in the shield tunnel. γ represents the internal friction angle of the i-th layer of soil above the slurry in the shield tunnel; n This represents the natural unit weight of the nth layer of soil above the slurry in the shield tunnel; z n K represents the thickness of the nth layer of soil above the slurry in the shield tunnel; 0n This represents the coefficient of at-rest earth pressure of the nth layer of soil above the slurry in a shield tunnel. The z represents the internal friction angle of the j-th layer of soil above the slurry in the shield tunnel; i The z represents the thickness of the i-th layer of soil above the slurry in the shield tunnel; j K represents the thickness of the j-th layer of soil above the slurry in the shield tunnel; 0j This represents the at-rest earth pressure coefficient of the j-th layer of soil above the slurry in the shield tunnel. q0 represents surface overburden; j represents the number of strata from the surface to the groundwater level; This represents the internal friction angle of the nth layer of soil above the slurry 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, and the specific calculation formula is:

[0070]

[0071] wherein α represents the instability and fracture angle of the soil in front of the slurry of the excavation face of the shield tunnel, D represents the slurry diameter of the excavation face of the shield tunnel; and m and l both represent calculation coefficients. l = cos α + n sin α, and n represents the total number of strata above the slurry of the shield tunnel.

[0072] 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, and the specific calculation formula is:

[0073]

[0074]

[0075] wherein A and U respectively represent the circumference and area of the prismatic cross section above the excavation face of the slurry shield tunnel, A = 2(B + L), U = BL, and L represents the length of the prismatic cross section.

[0076] 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, and the specific calculation formula is:

[0077]

[0078] wherein P σs1 and P σs2 respectively represent the lateral pressure at the elevation of the top surface and the bottom surface of the shield tunnel; f K represents the firmness coefficient, which is taken as an empirical value; and b represents the height of the pressure arch.

[0079] When the tunnel depth is less than 1 times the tunnel diameter, the Rankine active earth pressure calculation theory is adopted for the sand stratum, and when the tunnel depth is equal to or greater than 1 times the tunnel diameter, the Terzaghi loose earth pressure calculation theory is adopted; when the tunnel depth is less than 1 times the tunnel diameter, the three-dimensional wedge calculation theory based on the full soil column is adopted for the clay stratum, and when the tunnel depth is equal to or greater than 1 times the tunnel diameter, the three-dimensional wedge calculation theory based on the Terzaghi loose earth pressure is adopted; when the tunnel depth is less than 2 times the tunnel diameter, the Rankine active earth pressure calculation theory is adopted for the rock stratum, and when the tunnel depth is equal to or greater than 2 times the tunnel diameter, the pressure calculation is performed by the Pugh arch theory.

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

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

[0082] The mud water pressure of the shield tunnel excavation face is calculated and output in the following manner by using two water and soil pressure calculation methods and five soil pressure calculation theories: a database of basic property parameters of the mud water shield tunnel stratum is called, and the basic property parameters are assigned to the mud water pressure calculation theory of the shield tunnel excavation face for calculation, a spatial array in the format of calculation ring number-mud water pressure calculation value is created, the matching results are obtained by traversing the entire line of the mud water shield tunnel according to the predetermined matching rules, and the matching results are updated to the mud water pressure calculation database of the shield tunnel excavation face. When outputting, a method for creating a download file is defined first, which accepts two parameters, namely an Excel object and a 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. The Excel object is downloaded by calling the file download method, and the file name is set to "mud water pressure calculation table of shield tunnel excavation face.xlsx", and finally the mud water pressure calculation table of the shield tunnel excavation face is output. The specific performance is as follows:

[0083] As shown in Table 1, it can be seen that the slurry pressure calculation table of shield tunnel excavation face (water-soil separation calculation) contains the slurry pressure values of the 6 rings of shield tunnel excavation face calculated by different theories, and the first ring of Rankine active soil pressure theory calculation value is 248.70 kPa, the Rankine static soil pressure theory calculation value is 260.04 kPa, the Rankine passive soil pressure theory calculation value is 1347.49 kPa, the active K0 theory calculation value is 206.45 kPa, the static K0 theory calculation value is 305.48 kPa, the passive K0 theory calculation value is 899.98 kPa, the three-dimensional wedge theory calculation value based on the full soil column is 220.05 kPa, the three-dimensional wedge theory calculation value based on the K0 theory is 184.21 kPa, and the Prus arch theory calculation value is 156.57 kPa; the second ring of Rankine active soil pressure theory calculation value is 260.04 kPa, the Rankine static soil pressure theory calculation value is 420.81 kPa, the Rankine passive soil pressure theory calculation value is 1389.83 kPa, the active K0 theory calculation value is 215.35 kPa, the static K0 theory calculation value is 315.45 kPa, the passive K0 theory calculation value is 916.48 kPa, the three-dimensional wedge theory calculation value based on the full soil column is 230.15 kPa, the three-dimensional wedge theory calculation value based on the K0 theory is 192.35 kPa, and the Prus arch theory calculation value is 156.57 kPa; the third ring of Rankine active soil pressure theory calculation value is 272.68 kPa, the Rankine static soil pressure theory calculation value is 439.61 kPa, the Rankine passive soil pressure theory calculation value is 1446.02 kPa, the active K0 theory calculation value is 224.81 kPa, the static K0 theory calculation value is 326.77 kPa, the passive K0 theory calculation value is 939.01 kPa, the three-dimensional wedge theory calculation value based on the full soil column is 241.07 kPa, the three-dimensional wedge theory calculation value based on the K0 theory is 66.28 kPa, and the Prus arch theory calculation value is 156.57 kPa; the fourth ring of Rankine active soil pressure theory calculation value is 282.56 kPa, the Rankine static soil pressure theory calculation value is 451.92 kPa, the Rankine passive soil pressure theory calculation value is 1473.01 kPa, the active K0 theory calculation value is 233.53 kPa, the static K0 theory calculation value is 336.33 kPa, the passive K0 theory calculation value is 953.67 kPa, the three-dimensional wedge theory calculation value based on the full soil column is 250.27 kPa, the three-dimensional wedge theory calculation value based on the K0 theory is 209.15 kPa, and the Prus arch theory calculation value is 156.57 kPa; the 5th ring Rankine active earth pressure theoretical calculation value is 298.65 kPa, Rankine static earth pressure theoretical calculation value is 473.58 kPa, Rankine passive earth pressure theoretical calculation value is 1528.49 kPa, active Terzaghi loose earth pressure theoretical calculation value is 246.77 kPa, static Terzaghi loose earth pressure theoretical calculation value is 351.27 kPa, passive Terzaghi loose earth pressure theoretical calculation value is 978.96 kPa, three-dimensional wedge theory based on the whole soil column theoretical calculation value is 264.79 kPa, three-dimensional wedge theory based on Terzaghi loose earth pressure theoretical calculation value is 221.62 kPa, Prouse arch theoretical calculation value is 156.57 kPa; the 6th ring Rankine active earth pressure theoretical calculation value is 329.41 kPa, Rankine static earth pressure theoretical calculation value is 516.25 kPa, Rankine passive earth pressure theoretical calculation value is 1643.45 kPa, active Terzaghi loose earth pressure theoretical calculation value is 271.42 kPa, static Terzaghi loose earth pressure theoretical calculation value is 379.54 kPa, passive Terzaghi loose earth pressure theoretical calculation value is 1029.18 kPa, three-dimensional wedge theory based on the whole soil column theoretical calculation value is 292.21 kPa, three-dimensional wedge theory based on Terzaghi loose earth pressure theoretical calculation value is 244.55 kPa, Prouse arch theoretical calculation value is 156.57 kPa.

[0084] Table 1 Mud pressure calculation table of shield tunnel excavation face (water and soil are calculated separately)

[0085]

[0086]

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

[0088] Table 2 Mud-water pressure calculation table of shield tunnel excavation face full line (water and soil are calculated together)

[0089]

[0090] The embodiment of the present application also provides a shield tunnel excavation face full line mud-water pressure intelligent calculation system, which comprises an information reading module, a database establishing module, a mud-water pressure calculation theory library establishing module, a mud-water pressure calculation module and a computer program capable of running on a processor. It should be noted that each module in the above system corresponds to the specific steps of the method provided by the embodiment of the present application, has the corresponding function modules and beneficial effects of the method. Technical details not described in detail in the present embodiment can be referred to the method provided by the embodiment of the present application.

[0091] The above only describes the preferred embodiments of the present application. It should be noted that for those skilled in the art, without departing from the technical principles of the present application, a number of improvements and modifications can be made, and these improvements and modifications should also be considered as the protection scope of the present application.

Claims

1. A method for intelligently calculating slurry pressure along the entire excavation face of a shield tunnel, characterized in that, Includes the following steps: S1. Process the CAD drawings of the shield tunnel, then import them into VJMap to read the information in the drawings, and divide the entire shield tunnel at set intervals. S2. Based on the engineering geological survey report, extract the basic property parameters of the strata of the shield tunnel, match the drawing information with the basic property parameters, and establish a strata parameter database for the entire shield tunnel. S3. Establish a theoretical library for calculating slurry pressure at the excavation face of a shield tunnel. This library includes calculations of slurry pressure and soil and water pressure. Soil and water pressure calculations include separate and combined calculations. Soil pressure calculations include Rankine earth pressure calculation theory, Terzaghi loosened earth pressure calculation theory, three-dimensional wedge calculation theory based on a full soil column, three-dimensional wedge calculation theory based on Terzaghi loosened earth pressure, and Protodyakonov's arch theory. Specifically: The formula for calculating slurry pressure is as follows: ； Where P represents the earth pressure at the excavation face of the slurry shield tunnel; This indicates the water and soil pressure at the excavation face of a slurry shield tunnel; This indicates the pressure reserved at the excavation face of the slurry shield tunnel; The method for calculating water and soil pressure is as follows: When groundwater is present, the calculation method for water and soil pressure at the excavation face is divided into separate calculation and combined calculation, depending on the type of soil in which the slurry shield tunnel is located. When the stratum type is non-cohesive soil, separate calculation is used; when the stratum type is cohesive soil, combined calculation is used. When calculating water and soil pressure separately, water pressure and soil pressure are calculated independently. Water pressure is hydrostatic pressure, and the specific calculation formula is as follows: ； ； in, This refers to the water and soil pressure at the excavation face of a slurry shield tunnel. This indicates the earth pressure at the excavation face of a slurry shield tunnel; This refers to the hydrostatic pressure at the excavation face of a slurry shield tunnel. Indicates the specific gravity of water; This indicates the groundwater level at the center point of the excavation face of a slurry shield tunnel. When using a combined water and soil calculation, water pressure and soil pressure are considered as a whole; When soil and water are calculated separately, the buoyant unit weight is used for soil below the groundwater level, and the natural unit weight is used for soil above the surface water level; when soil and water are calculated together, the saturated unit weight is used for soil below the groundwater level, and the natural unit weight is used for soil above the surface water level. Rankine's earth pressure calculation theory includes the theory of earth pressure at rest, the theory of active earth pressure, and the theory of passive earth pressure; Terzaghi's loosening earth pressure calculation theory includes the theory of earth pressure at rest, the theory of earth pressure at active, and the theory of earth pressure at passive. For sandy soil strata, when the tunnel depth is less than 1 times the tunnel diameter, Rankine's active earth pressure calculation theory is used; when the tunnel depth is equal to or greater than 1 times the tunnel diameter, Terzaghi's loose earth pressure calculation theory is used. For clay soil strata, when the tunnel depth is less than 1 times the tunnel diameter, a three-dimensional wedge model based on a full soil column is used; when the tunnel depth is equal to or greater than 1 times the tunnel diameter, a three-dimensional wedge model based on Terzaghi's loose earth pressure calculation theory is used. For rock strata, when the tunnel depth is less than 2 times the tunnel diameter, Rankine's active earth pressure calculation theory is used; when the tunnel depth is equal to or greater than 2 times the tunnel diameter, Protodyakonov's arch theory is used for pressure calculation. S4. Call the geological parameter database of the entire shield tunnel, assign the basic property parameters to the slurry pressure calculation theory library of the shield tunnel excavation face, calculate the theoretical value of slurry pressure of the entire shield tunnel excavation face, match the theoretical value with the calculation ring number, store it in the spatial array in the format of calculation ring number-slurry pressure calculation value, and output the spatial array in the form of a table. The matching rules are as follows: a storage object is established, a corresponding number of spatial arrays are created according to the number of rings of the shield tunnel, the results of different calculation theories are extracted and stored in the spatial arrays in the format of calculation ring number-slurry pressure, the data of each set of spatial arrays is converted into a table and stored in the storage object, and output in the form of a table.

2. The intelligent calculation method for slurry pressure along the entire length of the shield tunnel excavation face according to claim 1, characterized in that, In step S1, processing the CAD drawings includes the following: In the CAD drawings of the shield tunnel, the outline of the slurry shield tunnel and the strata it passes through is drawn, the strata of the same type are filled with the same color and named, and placed in the same layer; the start line and end line are drawn at the starting and receiving positions of the shield tunnel, and the groundwater level line is drawn and placed in the corresponding layer. 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 slurry pressure along the entire length of the shield tunnel excavation face according to claim 1, characterized in that, In step S2, the basic properties of the strata include: soil and rock weight, cohesion, internal friction angle, permeability coefficient, and firmness coefficient; The matching rule is as follows: create a corresponding number of spatial arrays based on the number of shield tunnel rings, extract the basic property parameters of the strata of each ring from 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 type; Based on this matching rule, the entire shield tunnel, drawing information, and geological parameter information are traversed to establish a geological parameter information database for the entire shield tunnel.

4. A system applied to the intelligent calculation method for slurry pressure along the entire length of the shield tunnel excavation face as described in claim 1, characterized in that, include: The information reading module is used to process the CAD drawings of the shield tunnel, then import them into VJMap to read the information in the drawings, and divide the entire shield tunnel at set intervals. The database creation module is used to extract the basic property parameters of the strata of the shield tunnel based on the engineering geological survey report, match the drawing information with the basic property parameters, and establish a strata parameter database for the entire shield tunnel. The module for establishing a slurry pressure calculation theory library is used to build a theoretical library for calculating slurry pressure at the excavation face of a shield tunnel. This calculation theory library includes slurry pressure calculation formulas, water and soil pressure calculation methods, and earth pressure calculation theories. Among them, the water and soil pressure calculation methods include separate calculations of water and soil and combined calculations of water and soil. The earth pressure calculation theories include Rankine earth pressure calculation theory, Terzaghi loosened earth pressure calculation theory, three-dimensional wedge body calculation theory based on a whole soil column, three-dimensional wedge body calculation theory based on Terzaghi loosened earth pressure, and Protodyakonov's arch theory. The slurry pressure calculation module is used to call the geological parameter database for the entire shield tunnel, assign the basic property parameters to the slurry pressure calculation theory library of the shield tunnel excavation face, and calculate the theoretical value of slurry pressure for the entire shield tunnel excavation face. The theoretical value is then matched with the calculation ring number and stored in a spatial array in the format of calculation ring number-slurry pressure calculation value. The spatial array is then converted into a table for output.

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