Large-diameter long-distance crossing reservoir rock pipe jacking design method

Abstract

The present application relates to the technical field of underground engineering and pipe jacking construction, and particularly relates to a rock pipe jacking design method for large-diameter long-distance crossing reservoirs. The method comprises the following steps: collecting hard rock sample parameters, and modeling rock mass-groundwater coupling stress field to obtain a rock mass-groundwater stress field distribution map; calculating rock-water stress field density coefficients according to the rock mass-groundwater stress field distribution map; performing multi-parameter crossing path planning according to the rock-water stress field density coefficients to obtain a crossing path scheme set; calculating path crossing resistance indexes according to the crossing path scheme set; determining an optimized crossing path scheme according to the path crossing resistance indexes; and performing segmented jacking force dynamic analysis according to the optimized crossing path scheme to obtain segmented resistance characteristics and jacking configuration parameter schemes. The present application realizes safe and efficient implementation of large-diameter long-distance rock pipe jacking projects crossing reservoirs by combining rock mass characteristic analysis, path optimization planning and jacking force dynamic control.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of underground engineering and pipe jacking construction, and particularly relates to a rock pipe jacking design method for large-diameter long-distance crossing of reservoirs. BACKGROUND

[0002] Traditional rock mass stress field evaluation often only considers static stress, lacks overall analysis of hard rock-groundwater coupling (high water pressure, seepage), and causes distortion of stress prediction in high water level reservoir sections; existing path planning is mainly based on elevation or obstacle avoidance, and fails to quantitatively integrate rock hardness, joint development, water pressure and stress distribution and other multi-source information into the optimization model, making it difficult to obtain the lowest risk crossing route in complex hard rock reservoir areas; the jacking force design still stays in the static method of "single maximum value + empirical margin", and cannot compensate for the friction accumulation, cutting resistance fluctuation and direction deviation in long-distance jacking during construction, resulting in pipe jamming, high energy consumption or equipment overloading. In summary, the existing technology has problems such as insufficient understanding of complex rock-water environment, single path planning and static jacking force control, which need to be solved. SUMMARY

[0003] Therefore, it is necessary to provide a rock pipe jacking design method for large-diameter long-distance crossing of reservoirs to solve at least one of the above technical problems.

[0004] To achieve the above-mentioned purpose, a rock pipe jacking design method for large-diameter long-distance crossing of reservoirs comprises the following steps:

[0005] Step S1: Collect hard rock sample parameters and perform rock mass-groundwater coupled stress field modeling to obtain a rock mass-groundwater stress field distribution map; calculate the rock-water stress field density coefficient according to the rock mass-groundwater stress field distribution map;

[0006] Step S2: Perform multi-parameter crossing path planning according to the rock-water stress field density coefficient to obtain a crossing path scheme set; calculate the path crossing resistance index according to the crossing path scheme set; determine the optimized crossing path scheme according to the path crossing resistance index;

[0007] Step S3: Perform segmented jacking force dynamic analysis according to the optimized crossing path scheme to obtain segmented resistance characteristics and jacking configuration parameter scheme; perform jacking force dynamic adjustment according to the jacking configuration parameter scheme to obtain a jacking force dynamic adjustment strategy; calculate the segment jacking force compensation coefficient according to the jacking force dynamic adjustment strategy and the segmented resistance characteristics; generate a jacking force implementation optimization scheme according to the segment jacking force compensation coefficient;

[0008] Step S4: Design the pipe material wall thickness according to the jacking force implementation optimization scheme, analyze the rigid-flexible transition connection structure of the pipe, and calculate the pipe material stress adaptation coefficient; perform pipe material structure design according to the pipe material stress adaptation coefficient to obtain a pipe material structure implementation scheme.

[0009] The present application obtains the rock mass-groundwater combined stress field distribution with spatial continuity through fine core test and acoustic wave, water pressure test means, combined with three-dimensional coupled finite element model; and then forms the rock-water stress field density coefficient curve through weight conversion and water pressure correction. The curve reveals the high stress concentration area, high water pressure coupling area and potential construction resistance peak area along the line with quantitative indicators, providing direct numerical basis for subsequent path evaluation and jacking force calculation, making geological risk identification more accurate, and significantly reducing the number of detection wells, and improving the efficiency of early survey and design decision-making. With the help of multi-source geological and hydrological information gridding and A* three-dimensional optimization algorithm, a plurality of candidate lines are automatically generated by comprehensively considering the rock-water stress field density coefficient, rock hardness correction coefficient, reservoir bottom soft layer distribution and curvature slope constraint; and then the line with the lowest comprehensive resistance is selected as the optimized path through weight analysis and crossing resistance index evaluation system. The method effectively avoids high hardness rock area, deep silt area and high water pressure area, and can reduce the total crossing resistance by an average of 15% to 25%, while shortening the line length and reducing the curvature change frequency, and correspondingly reducing the overall construction period, energy consumption and equipment wear. A closed-loop system combining segmented jacking force analysis, real-time monitoring feedback and multi-point distribution control of jacks is adopted to make targeted configuration of the jacking equipment and continuously adaptively adjust the thrust and torque during the construction process. Through compensation and correction of the jacking resistance mutation section, the machine jamming caused by insufficient thrust can be avoided, and the pipe joint damage caused by excessive thrust can also be prevented; the practice results show that the jacking speed fluctuation amplitude is reduced by more than 30%, the energy consumption of a single joint is reduced by about 12%, and the deviation correction accuracy can be controlled within ±10 mm, significantly improving the safety and stability of pipe jacking. The three-way stress control wall thickness calculation, standard wall thickness grading and tapered transition design are used to realize the two goals of "on-demand thickening" and "soft and hard cooperation": on the one hand, thick-walled pipes are used in high water pressure and high axial pressure sections and are supported by rigid sleeves to ensure that the safety factors of strength and stability are higher than 2.0; on the other hand, thin-walled pipes are used in ordinary sections and are matched with flexible seals and transition liners to release displacement and disperse stress concentration. Combined with the stress adaptation coefficient distribution, the connection is reduced and corrected to effectively avoid local over-limit. After 1.5 times the design water pressure and 0.05D curvature loading verification, there is no leakage, buckling or instability, the overall steel consumption is reduced by about 8%, the installation efficiency is improved by 20%, and the long-term operation reliability is significantly enhanced. Therefore, the present application provides a rock pipe jacking design method for large-diameter long-distance crossing reservoirs, which realizes the accurate quantification of rock mass and water pressure coupling by establishing "rock-water stress field density coefficient", solves the path planning problem in complex hard rock reservoir environment by introducing "crossing resistance comprehensive index" and "multi-parameter path optimization method", and realizes the real-time monitoring and intelligent adjustment of jacking force by developing "jacking force dynamic compensation system" and "segmented jacking force compensation coefficient".The systematic technical scheme organically combines rock mass characteristic analysis, path optimization planning, jacking force dynamic control and pipe material structure design, realizes safe and efficient implementation of the large-diameter long-distance crossing reservoir rock pipe jacking engineering, and fills the technical blank in the field. BRIEF DESCRIPTION OF DRAWINGS

[0010] Figure 1 It is a step flowchart diagram of a large-diameter long-distance crossing reservoir rock pipe jacking design method.

[0011] The object implementation, functional features and advantages of the present application will be further described with reference to the embodiments and the accompanying drawings. DETAILED DESCRIPTION

[0012] The technical method of the present application will be described clearly and completely below in combination with the accompanying drawings. Obviously, the described embodiments are part of the embodiments of the present application, rather than all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor fall within the protection scope of the present application.

[0013] In addition, the accompanying drawings are only schematic illustrations of the present application, and are not necessarily drawn to scale. The same reference numerals in the drawings represent the same or similar parts, and thus repeated descriptions thereof will be omitted. Some block diagrams shown in the drawings are functional entities, which do not necessarily correspond to physically or logically independent entities. The functional entities can be implemented in the form of software, or in one or more hardware modules or integrated circuits, or in different network and / or processor methods and / or microcontroller methods.

[0014] It should be understood that although the terms "first", "second" and the like can be used herein to describe various elements, these elements should not be limited by these terms. These terms are only used to distinguish one element from another. For example, without departing from the scope of the exemplary embodiments, a first element can be called a second element, and similarly a second element can be called a first element. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0015] In the embodiments of the present application, referring to Figure 1 The accompanying drawings show a step flowchart diagram of a large-diameter long-distance crossing reservoir rock pipe jacking design method, and in the present example, the large-diameter long-distance crossing reservoir rock pipe jacking design method includes the following steps:

[0016] Step S1: Collect hard rock sample parameters and perform rock-groundwater coupled stress field modeling to obtain rock-groundwater stress field distribution map; calculate rock-water stress field density coefficient based on rock-groundwater stress field distribution map;

[0017] In this embodiment of the invention, granite cores of different weathering grades are extracted at predetermined drilling locations to complete indoor tests such as uniaxial compressive strength, tensile strength, shear strength, rebound value, and porosity, and to establish a rock mechanics database. Sonic and water pressure tests are conducted within the borehole to back-calculate dynamic / static elastic modulus, Poisson's ratio, and permeability coefficient. Multi-year reservoir water levels and groundwater monitoring well water levels are collected to establish a seepage finite element model to obtain pore water pressure distribution and quantify the water pressure influence coefficient. A three-dimensional geological body is constructed and assigned rock mass elastic parameters, self-weight, and tectonic stress boundaries. Rock mass-groundwater coupled finite element calculations are completed, and the total stress tensor and water pressure field are output. Cores are extracted every 10m along the pipe jacking path. , , And HPC, calculate the foundation stress density coefficient according to the weights α, β, γ. Press again Obtain the rock-water stress field density coefficient Continuous curve.

[0018] Step S2: Perform multi-parameter crossing path planning based on the rock-water stress field density coefficient to obtain a set of crossing path schemes; calculate the path crossing resistance index based on the set of crossing path schemes; determine the optimal crossing path scheme based on the path crossing resistance index.

[0019] In this embodiment of the invention, The characteristics of the reservoir bottom topography and sedimentary layers, rock hardness correction coefficient, and fault joint information are rasterized to assign a crossing cost value. Multiple paths satisfying curvature and slope constraints between the origin and destination are searched within a 3D A* algorithm network, forming a set of solutions. The data for each path is read in a segmented cross-section manner. Indicators such as hardness coefficient, joint density, and water depth are weighted using the analytic hierarchy process (AHP). Calculate the basic index of cross-section resistance. Calculate the average value of each path as the RTI and sort them. The path with the minimum RTI is the optimal traversal path scheme.

[0020] Step S3: Perform dynamic analysis of segmented jacking force based on the optimized crossing path scheme to obtain segmented resistance characteristics and jacking configuration parameter scheme; dynamically adjust the jacking force based on the jacking configuration parameter scheme to obtain the dynamic adjustment strategy of jacking force; calculate the segment jacking force compensation coefficient based on the dynamic adjustment strategy of jacking force and segmented resistance characteristics; generate an optimized jacking force implementation scheme based on the segment jacking force compensation coefficient.

[0021] In the embodiment of the present application, the 2517m line is divided into 5 jacking sections according to the RTI mutation points and the working well site selection, the maximum foundation jacking force is obtained by analyzing the cutting resistance, friction resistance and water pressure additional resistance in each section ; the directional correction force is calculated according to the curve radius and the lateral resistance of the lithology , the main jacking jack and the relay jacking system are selected according to × safety factor; the pressure, displacement, attitude, soil pressure and water pressure sensors are installed between the working well and the relay to form a monitoring system, the jacking force change characteristic spectrum is generated by real-time sampling, and the dynamic adjustment coefficient is extracted based on the PID algorithm; the total thrust and torque balance equation is used to analyze the instantaneous thrust of each jack, the jacking force distribution strategy is formed and closed loop execution is performed; the segment foundation compensation coefficient is calculated according to the average resistance, fluctuation amplitude and direction difficulty, the along-line compensation coefficient function is obtained after smooth transition and embedded into the control logic, and the jacking force implementation optimization scheme is output.

[0022] Step S4: according to the jacking force implementation optimization scheme, the pipe wall thickness is designed, the rigid-flexible transition connection structure of the pipe is analyzed, and the pipe stress adaptation coefficient is calculated; the pipe structure is designed according to the pipe stress adaptation coefficient, and the pipe structure implementation scheme is obtained.

[0023] In the embodiment of the present application, the curve and the compensation coefficient function are converted into shaft pressure requirements, the water depth external pressure and the soil pressure loading state are combined, and the axial compression stress control wall thickness , the hoop stress control wall thickness , and the buckling resistance control wall thickness are obtained respectively, and the maximum value of the three is taken as the minimum wall thickness requirement of the partition; the wall thickness distribution scheme is generated by rounding up according to the four-level standard of 20mm, 22mm, 25mm and 28mm and arranging the tapered transition section at the wall thickness change; the rigid-flexible transition connection adopts Q345B steel sleeve (thickness≥16mm, reinforcing ring×2), 45# steel tapered lining ring (taper angle 7°), EPDM rubber ring (width 60mm, compression amount 20%, containing stainless steel skeleton) and PTFE gasket combination, hot interference and double-sided submerged arc welding assembly and 1.5×water pressure and curvature 0.05D test verification; the finite element model is loaded with jacking, external pressure and soil pressure, the equivalent stress and radial deformation are extracted, the stress ratio, deformation ratio and safety factor ratio are calculated, and the segmented stress adaptation value is generated according to the weight , the final PSA distribution is obtained by multiplying the reduction coefficient C_joint at the connection; the complete implementation file of pipe manufacturing, inspection and installation is prepared according to the wall thickness scheme, connection design and PSA curve.

[0024] Preferably, step S1 comprises:

[0025] Step S11: collect hard rock sample parameters of different hardness and weathering degree;

[0026] Step S12: Test the rock mass elasticity and permeability parameters based on the hard rock sample parameters;

[0027] Step S13: Collect data on reservoir water level and seepage changes, and calculate the water pressure influence coefficient;

[0028] Step S14: Model the rock mass-groundwater coupled stress field based on the water pressure influence coefficient, rock mass elasticity and permeability parameters to obtain the rock mass-groundwater stress field distribution map;

[0029] Step S15: Calculate the rock-water stress field density coefficient based on the rock-groundwater stress field distribution map and the water pressure influence coefficient.

[0030] In this embodiment of the invention, core drilling is conducted at predetermined drilling locations (e.g., pile numbers CYKB136, CYKB141, etc.) within the engineering area to obtain representative granite core samples at different burial depths along the designed pipe jacking route. The collected core samples are classified according to their weathering degree (distinguishing between completely weathered, strongly weathered, weakly weathered, and slightly weathered) and macroscopic hardness. The classified core samples are then sent to a rock mechanics laboratory for physical and mechanical parameter testing using standard testing equipment. A universal testing machine or a hydraulic servo testing machine is used to perform uniaxial compressive strength tests on core samples meeting dimensional requirements. An axial load is applied until the sample fails, the peak load is recorded, and the uniaxial compressive strength is calculated. The tensile strength of the rock was tested using either the Brazilian splitting method or the direct tensile method. The shear strength of rock samples was tested using a direct shear apparatus or a triaxial shear apparatus to obtain the internal friction angle of the rock. ) and cohesion ( The bulk density of a rock is determined by weighing and volumetric measurement. The porosity of rocks is measured using either the saturated water absorption method or the drying method. ) and natural moisture content ( A Schmidt rebound hammer is used to test the rebound strength of the rock surface on the core sample surface or on the rock outcrop in the engineering area to obtain the surface hardness index (rebound value). The above test results were compiled into a database of basic physical and mechanical parameters of rock mass.

[0031] Using a database of basic physical and mechanical parameters of rock mass, combined with field testing methods, the elastic modulus, Poisson's ratio, and permeability coefficient of the rock mass were obtained. Acoustic wave testing was conducted in the borehole by deploying an acoustic probe downwards to emit and receive sound waves, measuring the longitudinal wave velocity of the sound waves at different depths within the rock mass. ) and transverse wave velocity ( According to the rock's unit weight ( (obtained from S11) and wave velocity to calculate the dynamic elastic modulus of the rock mass ( ) and dynamic Poisson's ratio ( The calculation formula is: ,in For rock density, , It is the acceleration due to gravity; By conducting a water pressure test (Lugeon test) in the borehole, pressurized water is applied to a specific section of the borehole, and the relationship between the injection volume, pressure, and time is measured to calculate the permeability coefficient of the rock mass. Based on the stress-strain curves obtained from indoor triaxial compression tests, the static elastic modulus of the rock was calculated. ) and static Poisson's ratio ( Establish empirical or theoretical correlations between dynamic and static elastic parameters, and comprehensively analyze indoor and field test results to determine representative elastic modulus, Poisson's ratio distributions, and permeability coefficient distributions for rock masses with different weathering degrees and burial depths.

[0032] Historical data on water level changes in the reservoirs within the project area in recent years were collected, including the highest, lowest, and average annual water levels. Simultaneously, water level data from existing groundwater monitoring wells within the project area were collected to analyze the patterns of groundwater level changes with reservoir water levels. Based on geological survey data, a hydrogeological conceptual model of the project area was established to determine the distribution of major aquifers and impermeable layers, as well as water-conducting structures such as faults and joints. Groundwater flow numerical simulation methods (e.g., seepage models based on finite element or finite difference principles) were used, with the permeability coefficient of the rock mass input (…). (Originally obtained from S12) and boundary conditions such as reservoir water level and groundwater level, to simulate the seepage field and pore water pressure of groundwater in the rock mass under different reservoir water level conditions (e.g., highest water level, normal water level). Distribution. Calculate the water pressure influence coefficient (HPC), which characterizes the degree to which water pressure affects the effective stress or strength of the rock mass. For example, HPC can be defined as the ratio of pore water pressure to overlying effective stress (…). The ratio of ) ,in The effective vertical stress is defined as the stress without considering high pore water pressure; or as the percentage reduction in effective rock mass stress after considering water pressure. ,in The effective stress when there is no water pressure influence. To account for the effective stress after water pressure, HPC values ​​under different reservoir water level conditions are extracted along the planned pipe jacking path to form water pressure influence coefficient distribution data.

[0033] Based on detailed geological survey data (including borehole data, geophysical data, and geological mapping), a three-dimensional geological model of the engineering area is established, finely dividing rock mass units with different lithologies and weathering degrees, and major geological structures (faults, major joint groups). Parameters such as the rock mass elastic modulus, Poisson's ratio, and rock mass unit weight are assigned to the corresponding rock mass units in the three-dimensional geological model. Initial stress boundary conditions are applied, including self-weight stress caused by the gravity field and regional tectonic stress (if relevant data are available). Simultaneously, pore water pressure under different reservoir water level conditions is considered. The stress and deformation fields of the rock mass under the combined effects of its own weight, tectonic stress, and pore water pressure are calculated using numerical methods for coupled analysis in geotechnical engineering (e.g., finite element coupled analysis based on the effective stress principle and pore elasticity theory). The model calculates the total stress within the rock mass. Effective stress () ) and pore water pressure ( Distribution. Extract the total stress tensor at each point along the planned pipe jacking path, and calculate the principal stresses (…). The magnitude and direction of the stress field are determined. The calculation results are visualized as a three-dimensional stress field distribution map.

[0034] Stress distribution data and water pressure influence coefficients are extracted from the rock mass-groundwater stress field distribution map along the predetermined crossing path. Then, the foundation stress density coefficient along the path is calculated based on the extracted stress distribution data. Next, the water pressure influence coefficient is used to calculate the water pressure effect on the foundation stress density coefficient, resulting in a water pressure-corrected stress density coefficient. Finally, these water pressure-corrected stress density coefficients are integrated along the entire line to obtain rock-water stress field density coefficient distribution data that reflects the stress state of the rock mass itself and the coupling effect of water pressure along the pipe jacking path.

[0035] Preferably, step S15 includes the following steps:

[0036] Step S151: Extract the stress distribution profile from the rock mass-groundwater stress field distribution map to obtain path stress distribution data;

[0037] Step S152: Calculate the foundation stress density coefficient based on the path stress distribution data;

[0038] Step S153: Calculate the water pressure influence on the foundation stress density coefficient using the water pressure influence coefficient to obtain the water pressure corrected stress density coefficient;

[0039] Step S154: Integrate the stress density coefficients of the entire line by integrating the water pressure corrected stress density coefficients to obtain the rock-water stress field density coefficients.

[0040] In this embodiment of the invention, a three-dimensional rock mass-groundwater stress field distribution model of the engineering area is imported using the post-processing module of numerical simulation software or professional three-dimensional geological modeling and analysis software. In this three-dimensional model, a spline curve or polygonal line is generated along the predetermined pipe jacking path (defined by a series of three-dimensional coordinate points). Sampling points are set along this path at fixed intervals (e.g., every 10 meters along the path). At each sampling point, the stress tensor data (including normal stress components) of that point are extracted from the three-dimensional stress field model. and shear stress components Using the stress tensor calculation formula, the principal stresses are calculated for the stress tensor at each sampling point to obtain the principal stresses. ,in For the maximum principal stress, The minimum principal stress is determined. Simultaneously, information on the rock mass type and weathering degree at each sampling point is extracted from the geological model, and the water pressure influence coefficient (HPC) corresponding to that point is obtained from the water pressure influence coefficient distribution data. The path location (station number or distance from the starting point), rock mass type, and principal stress value of each sampling point are then considered. The water pressure influence coefficient (HPC) and other data are recorded to form a path stress distribution data table containing data from all sampling points along the pipe jacking path.

[0041] Using the path stress distribution data table, for each sampling point along the pipe jacking path recorded in the table, the foundation stress density coefficient is determined based on the rock mass type and weathering degree. ) Required weighting coefficients For example, for slightly weathered granite sections, a weighting coefficient is set. For weakly weathered granite sections, set For strongly weathered granite sections, set up For completely weathered granite sections, set up These weighting coefficients reflect the differences in sensitivity of rock masses with different weathering degrees to principal stresses in different directions, with harder rock sections showing greater emphasis on the influence of the maximum principal stress. For each sampling point, the extracted principal stress value ( Substitute into the formula for calculating the foundation stress density coefficient: The foundation stress density coefficient value at that point is calculated. The calculated σ0 value is recorded together with the corresponding path position to form a series of foundation stress density coefficient values ​​along the pipe jacking path.

[0042] Using a series of basic stress density coefficient values ​​and the water pressure influence coefficient (HPC) at each sampling point along the pipe jacking path, the corresponding basic stress density coefficient (HPC) is calculated for each sampling point along the pipe jacking path. Substituting the water pressure influence coefficient (HPC) into the water pressure corrected stress density coefficient () Calculation formula: In this formula, ( The term () is used as a correction factor. When the water pressure influence coefficient (HPC) is greater than zero, it indicates that the presence of water pressure (as a coupling effect) enhances the "density" or hindering effect of the rock mass stress field on pipe jacking, thereby correcting the foundation stress density coefficient. The value of HPC directly reflects the degree to which water pressure reduces the effective stress of the rock mass or contributes to the total stress field. This is achieved by multiplying by () The coupling effect of water pressure is quantified into the stress density coefficient. This calculation process is repeated for all sampling points along the path to obtain a series of water pressure-corrected stress density coefficient values ​​distributed along the pipe jacking path.

[0043] The series of water pressure-corrected stress density coefficient values ​​were sorted and organized according to their corresponding path locations (station number or distance from the starting point). These values ​​represent the comprehensive stress field "density" at different locations along the pipe jacking path, considering the stress state of the rock mass itself and the coupling effect of water pressure. These discrete sampling point data were then integrated to form the rock-water stress field density coefficients along the entire 2517-meter pipe jacking line. ) Continuous distribution curves or tables. For example, a two-dimensional chart can be drawn, with the horizontal axis representing the distance or station of the pipe jacking path, and the vertical axis representing the corresponding rock-water stress field density coefficient ( The value is obtained by data interpolation (such as linear interpolation or spline interpolation). A smoother distribution curve can be obtained. The final rock-water stress field density coefficient is ( The distribution data intuitively reflects the characteristics of the comprehensive resistance or difficulty distribution caused by the coupling effect of rock stress field and water pressure that the pipe jacking will face under different geological and hydrological conditions along the pipe jacking path, providing key input parameters for subsequent path optimization and jacking force calculation.

[0044] Preferably, the multi-parameter traversal path planning in step S2 includes:

[0045] Obtain hydrogeological data of the reservoir and evaluate the characteristics of the bottom of the reservoir based on the rock-water stress field density coefficient to obtain data on the assessment of the conditions for crossing the bottom of the reservoir.

[0046] Calculate the rock resistance coefficient for pipe jacking based on hard rock sample parameters; calculate the rock hardness correction coefficient based on the rock resistance coefficient;

[0047] A set of crossing route schemes was generated based on the assessment data of crossing conditions at the bottom of the reservoir and the rock hardness correction coefficient.

[0048] In this embodiment of the invention, detailed hydrogeological survey reports, depth sounding data, and sediment sampling analysis reports for the reservoir area are collected. The topography of the reservoir bottom, the thickness of the sediment layer, and its physical and mechanical properties (such as shear strength and permeability) are analyzed. This is combined with the rock-water stress field density coefficient along the underwater region (…). Distribution data. In the 3D geological model, the focus is on analyzing the undulation characteristics of the bedrock surface at the bottom of the reservoir and the contact relationship between sediments and bedrock. Risk factors for crossing the reservoir bottom are assessed, including but not limited to: the impact of thick, weak sediment layers on pipe jacking stability; stress concentration or abrupt changes in strata at the sediment-bedrock interface; the impact of high water pressure on surrounding rock stability and tunneling equipment; and the difficulty and risk of underwater construction. Based on these analyses, the reservoir bottom area is divided into different levels of crossing difficulty or risk zones. For example, areas with thin sediment layers and continuous, stable bedrock are rated as low difficulty; areas with thick sediment layers and weak interlayers or drastically undulating bedrock surfaces are rated as medium difficulty; and areas with underwater faults or high stress concentrations are rated as high difficulty. For each area, reservoir bottom crossing condition assessment data describing its geological characteristics, water pressure conditions, and potential construction risks are generated.

[0049] Using the uniaxial compressive strength of granites with different weathering degrees ( ) and rebound value ( Rock hardness parameters, such as cutting force and crushing force, are considered. A model is established to model the relationship between rock hardness parameters and tunneling resistance (e.g., cutting force, crushing force). This model can be established through empirical formulas (based on tunneling data under similar geological conditions) or theoretical calculations (based on rock crushing theory and cutterhead cutting principles). For example, rock cutting force is positively correlated with the uniaxial compressive strength of the rock. The rock resistance coefficient per unit area or unit volume generated by rocks with different weathering degrees (slightly weathered, weakly weathered, strongly weathered, and completely weathered granite) during tunneling is calculated. ).For example, It can be defined as the unit tunneling force required to overcome the hardness of rock, and its value varies with the rock. or The value increases with the increase of the rock drag coefficient. Based on the calculated rock drag coefficient ( The rock hardness correction factor (RHC) is calculated. RHC can be defined as the percentage increase in resistance of different lithologies relative to a standard lithology (e.g., weakly weathered rock mass), or directly related to... Value-dependent. For example, ,in It is the resistance coefficient of the reference lithology. Along the three-dimensional geological model of the engineering area, the calculated RHC values ​​are spatially mapped according to the lithology distribution at different locations to generate a spatial distribution model of the rock hardness correction coefficient (RHC).

[0050] Determine the precise 3D coordinates of the starting point (e.g., near chainage CYB10+970) and ending point (e.g., near chainage 13+487) of the pipe jacking crossing. In the 3D space of the project area, consider topographic elevation constraints (the pipe jacking depth must meet the backfill requirements), high-risk areas identified by the reservoir bottom crossing condition assessment data (which should be avoided or crossed with caution), extremely hard rock areas indicated by the Rock Hardness Correction Factor (RHC) spatial distribution model (which should be avoided as much as possible or the crossing distance should be shortened), and other geological structures (such as fault zones). Using path planning algorithms (e.g., grid-based A* algorithm, Dijkstra's algorithm, or improved algorithms such as the sampling-based RRT algorithm), divide the project area into a 3D grid. Each grid cell is assigned a crossing difficulty or cost attribute, which comprehensively considers the cell's burial depth, lithology (represented by RHC), reservoir bottom condition assessment results, and potential geological risks. Between the starting and ending points, search for multiple feasible crossing paths that meet basic geometric constraints (e.g., minimum turning radius not less than 1000 meters, maximum slope meeting the pipe jacking machine's climbing ability). During the search process, the algorithm prioritizes grid cells with lower crossing difficulty or cost, thereby generating a series of alternative paths that avoid or minimize crossing high-risk areas. At least five representative feasible path schemes (each path consisting of a series of ordered 3D coordinate points) are recorded and stored to form a set of crossing path schemes.

[0051] Preferably, the calculation of the path crossing resistance index in step S2 includes:

[0052] Based on the set of crossing path schemes, path cross-sections are extracted and data is mapped to obtain path cross-section index data;

[0053] Sensitivity weight analysis is performed based on the path cross-section index data to obtain a set of sensitivity weight coefficients;

[0054] The basic index of crossing resistance is calculated based on the cross-sectional index data and the sensitive weight coefficient set.

[0055] The path crossing resistance index is calculated based on the basic crossing resistance index.

[0056] In this embodiment of the invention, a set of multiple alternative crossing routes is imported using a three-dimensional geographic information system or an engineering geological analysis platform. For each route, sampling sections are set at preset fixed intervals (e.g., every 10 or 20 meters) along its spatial curve direction. For each sampling section, the geological and environmental parameters corresponding to the center point of the section are extracted or obtained through spatial interpolation. These parameters include, but are not limited to, the rock-water stress field density coefficient (…). The following parameters are considered: rock hardness correction factor (RHC), difficulty level or specific indicators of the area where the cross-section is located in the reservoir bottom crossing condition assessment data (e.g., sediment thickness, bedrock undulation), weathering degree of the rock mass where the cross-section is located in the detailed geological data, attitude (dip angle, dip direction) of the main joint set, joint density (e.g., RQD value or joint spacing), degree of influence of the fault zone, and reservoir water depth or pore water pressure (HP) corresponding to the cross-section location. The location information of each cross-section (path number, cross-section station number or distance from the starting point) and its corresponding parameter values ​​are also considered. The data (including RHC, bottom condition indicators, weathering degree, joint orientation, joint density, fault influence, HP, etc.) are integrated into a detailed data table, namely the path section index data.

[0057] Sensitivity weight analysis was conducted using cross-sectional index data. This analysis aimed to determine the relative importance of various geological and environmental parameters to the resistance of pipe jacking. An expert scoring method combined with the Analytic Hierarchy Process (AHP) was employed. Experts in geotechnical engineering, pipe jacking construction, and hydrogeology were organized to conduct pairwise comparisons of various parameters in the cross-sectional index data (such as rock-water stress field density coefficient, rock hardness correction coefficient, joint development degree, water pressure, and weak layers at the bottom of the reservoir) to assess their relative influence on pipe jacking resistance. For example, in a hard rock reservoir environment, rock-water stress field density and rock hardness were considered the most significant sources of resistance, followed by joint development and water pressure. The expert judgments were input into the AHP model to construct a judgment matrix, and consistency checks and weight calculations were performed. The weight coefficients of each major parameter (such as rock-water stress field density coefficient, rock hardness correction coefficient, joint influence factor, and water pressure influence factor) were calculated. These weighting coefficients (e.g., 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, representing the proportion of each parameter's contribution to the total crossing resistance. This forms a sensitive weighting coefficient set containing these weighting coefficients.)

[0058] Utilizing path cross-section index data and a set of sensitive weight coefficients. For each cross-section in the path cross-section index data table, based on its recorded parameter values ​​( RHC, bottom condition indicators, joint density, HP, etc.) and a set of sensitive weighting coefficients ( To calculate the Basic Index of Crossing Resistance (BRI) for this cross section, non-numerical indicators (such as weathering degree and bottom difficulty level) or complex indicators (such as the influence of the angle between joint orientation and path direction) need to be converted into quantitative factors (for example, weathering degree is converted into a numerical factor related to strength, joint density is converted into a factor JF related to rock mass integrity, and water pressure is converted into a factor HP that directly affects tunneling force). Then, a weighted summation method is used to calculate... .For example, The factor can be negatively correlated with the RQD value, and the HP factor can be directly taken from the pore water pressure value. The calculated BRI value and the corresponding cross-sectional location are recorded together to form a series of basic index values ​​for crossing resistance along each alternative path.

[0059] Using the basic index of crossing resistance along each alternative path ( ( ) series values. To comprehensively evaluate and compare the difficulty of traversing the entire path, it is necessary to consider the values ​​distributed along the path. The series of values ​​are integrated into a representative path crossing resistance index ( One calculation method is to calculate the average BRI value of all cross-sections along the path: ,in It is the first The basic resistance index of each cross section This is the total number of cross-sections along the path. Another method is to calculate along the path. The cumulative sum of values, or considering the maximum The value is used as a key control indicator. In this embodiment, the calculated average value is used as... For each candidate path, calculate the values ​​along its route. The average value of the path is obtained. Value. The values ​​of each alternative path. The values ​​are compared and sorted. The smaller the value, the lower the overall resistance to crossing the route, and the lower the construction difficulty and risk. These calculations yield... The value will be used in subsequent steps to filter candidate path options and determine the optimal traversal path.

[0060] Preferably, the segmented thrust dynamic analysis in step S3 includes:

[0061] The jacking section is divided according to the optimized crossing path scheme and the path crossing resistance index, and the jacking section data is obtained.

[0062] Based on the data from the jacking section, jacking assistance analysis was performed to obtain the segmented resistance characteristics;

[0063] Calculate the foundation jacking force requirement data based on the segmented resistance characteristics;

[0064] Based on the optimized crossing path scheme and segmented resistance characteristics, the directional deviation correction force is calculated to obtain the directional correction force requirement data.

[0065] Based on the basic jacking force requirement data and the directional correction force requirement data, the jacking equipment parameters are configured to obtain the jacking configuration parameter scheme.

[0066] In this embodiment of the invention, the optimized crossing path (OTP) plan and longitudinal profile, along with the Path Crossing Resistance Index (RTI) distribution curve along the path, are used. The 2517-meter-long designed pipe jacking route is divided into several jacking sections based on the terrain conditions, geological variations (especially the fluctuations in the RTI curve), and the feasibility of the working shaft layout. The length of each jacking section is controlled within the range of 300 to 500 meters, based on experience in large-diameter pipe jacking construction and equipment capabilities. The division principles include: dividing areas with relatively gentle RTI value changes into sections; considering the placement of working shafts or boundary points at locations where significant abrupt changes in RTI values ​​occur (e.g., transitioning from weakly weathered rock to slightly weathered hard rock); and ensuring that the location of the working shafts meets the requirements of the construction site, traffic, and safety. For example, the 2517-meter route can be divided into five jacking sections, each with lengths of 500 meters, 500 meters, 500 meters, 500 meters, and 517 meters, with a working shaft placed at the starting point of each section. Record the starting and ending chainages, length, burial depth range, and corresponding RTI curve distribution characteristics of each jacking section to form jacking section data containing information on all jacking sections.

[0067] Using data from the jacking sections, a detailed jacking resistance analysis was conducted for each section. For each section, combined with detailed geological data and rock mass parameters, the geological conditions (lithology, weathering degree, joint development, faults, etc.) and hydrological conditions (groundwater level, reservoir water pressure) along the route were analyzed. Based on these geological and hydrological characteristics, the main components of the jacking resistance for that section were identified. The main resistance types include: cutting resistance from the pipe jacking machine cutting into the rock face, frictional resistance between the outer wall of the pipe section and the surrounding rock or soil, additional resistance generated by correction or curved jacking, and additional resistance under high water pressure. Based on the RTI distribution curve of that section, the average RTI value, maximum RTI value, and the range of variation of the RTI value were analyzed, which directly reflects the overall resistance level and uniformity of the section. For example, if a jacking section traverses slightly weathered hard rock and is located at the bottom of a reservoir, its main resistance characteristics are high cutting resistance, high frictional resistance, and significant additional water pressure resistance, with a relatively high RTI value and small fluctuations. The main resistance types, resistance levels (e.g., average RTI value), and variation characteristics (e.g., RTI fluctuation range) of each jacking section are described and recorded to form segmented resistance characteristic data.

[0068] Using segmented resistance characteristic data, the basic jacking force required for each jacking section under ideal conditions (without considering dynamic adjustments and directional deviations) is calculated. The basic jacking force mainly includes the cutting resistance of the pipe jacking machine cutting the rock face-to-face and the frictional resistance between the pipe section and the surrounding rock. Cutting resistance ( The calculation is based on the rock-breaking ability of the pipe jacking machine and the rock strength, for example... ,in It is the excavation area of ​​the pipe jacking machine ( , (pipe diameter 2.8 meters) It is the uniaxial compressive strength of this rock mass obtained from S11 or the equivalent rock strength back-inferred through RTI. It is a coefficient related to the cutterhead type and the machinability of the rock. Frictional resistance ( The calculations consider the contact force and friction coefficient between the pipe section and the surrounding rock. For long-distance jacking, the cumulative effect of friction needs to be considered, for example... ,in The jacking distance. jacking distance The normal pressure on the outer wall of the pipe section (affected by the pressure of the overlying rock and soil and water pressure). jacking distance The friction coefficient between the pipe section and the surrounding rock (affected by lithology, lubrication, etc.). Calculate the maximum cumulative foundation jacking force required when each jacking section reaches its farthest point. This value equals the cutting resistance at the end of the segment plus the cumulative frictional resistance along the entire length of the segment. The maximum foundation jacking force requirement for each jacking segment is recorded to form foundation jacking force requirement data.

[0069] Utilizing the planar curve parameters (especially the radius of curvature) and segmented resistance characteristic data from the Optimized Traverse Path (OTP) scheme, the geometric characteristics of the path along each jacking section are analyzed to identify curved sections or areas requiring directional adjustments (correction). Curved jacking causes pipe section bending, generating bending stress, which needs to be overcome to counteract the resistance generated by bending stiffness. ,in The elastic modulus of the pipe. Let the moment of inertia of the pipe section be denoted as . The length of the curve segment. (where is the radius of curvature). Furthermore, to achieve directional adjustment, pipe jacking machines typically employ differential jacking (where the jack thrust differs in different directions) or kerf cutting. These operations require additional correction forces to overcome uneven resistance and change the direction of travel. Based on the lithology of this section (especially lateral rock and soil pressure and friction) and water pressure conditions (leading to lateral unevenness in the surrounding rock), calculate the additional correction force required for directional adjustment. For example, correcting deviations in hard rock sections requires overcoming significant lateral resistance. The maximum directional correction force required for each jacking section under the most unfavorable directional adjustment condition needs to be determined. Record the maximum directional correction force requirement for each jacking section to form directional correction force requirement data.

[0070] Using foundation jacking force demand data ( ) and directional correction force demand data ( ). Calculate the total design jacking force required for the jacking system in each working well ( ). ,in For safety, a value ranging from 1.2 to 1.5 is used to address uncertainties and unforeseen circumstances during actual construction. Based on the calculated total design jacking force for each working shaft, appropriate jacking equipment is selected. Jacking equipment typically consists of multiple hydraulic jacks. According to F_design, the total tonnage of the required jacks is determined, and the number of jacks and the rated thrust of each jack are determined based on the working shaft space, pipe section dimensions, and jacking machine structure. For example, if the calculated total design jacking force for a working shaft is 12,000 tons, 16 800-ton hydraulic jacks (total thrust 12,800 tons) or 20 650-ton hydraulic jacks (total thrust 13,000 tons) can be configured. Simultaneously, considering the need for intermediate relay stations and intermediate jacks for long-distance jacking, the thrust configuration, jack stroke, cylinder working pressure, and corresponding hydraulic pump station power of the main jacking system and intermediate jacking systems are determined. Record the configuration of the jacking system for each working shaft (number of jacks, model, total thrust, hydraulic system parameters) and the configuration scheme of the intermediate jacking system to form a jacking configuration parameter scheme that includes the technical parameters of all jacking equipment.

[0071] Preferably, the dynamic adjustment of the top thrust in step S3 includes:

[0072] The location of key monitoring points is determined based on the segmented resistance characteristics, and sensors are configured according to the jacking configuration parameter scheme to obtain the monitoring system layout scheme;

[0073] The monitoring system deployment scheme was used to collect and analyze the data on the change of jacking force, and the characteristic spectrum of the change of jacking force was obtained;

[0074] The dynamic adjustment coefficient is determined based on the characteristic spectrum of top thrust variation;

[0075] Based on the dynamic adjustment coefficient and the jacking configuration parameter scheme, the multi-point jacking force distribution is analyzed to obtain the jacking force distribution strategy;

[0076] Dynamic control of the process is performed based on the top thrust distribution strategy and dynamic adjustment coefficient to obtain the top thrust dynamic adjustment strategy.

[0077] In this embodiment of the invention, segmented resistance characteristic data is used to identify sections along the pipe jacking path that exhibit high resistance areas, areas with severe resistance fluctuations, or geological abrupt transitions. These sections are critical for precise control and monitoring during the jacking process. Combined with the jacking configuration parameter scheme, this scheme determines the number and location of the main jacking shaft and intermediate relay chambers, as well as the equipment information such as hydraulic jacks and intermediate jacks configured at each location. On the main jacking equipment in the main jacking shaft and each intermediate relay chamber, a high-precision pressure sensor is installed on each hydraulic jack to measure the working pressure of a single jack in real time, thereby calculating its output jacking force. Displacement sensors (e.g., wire displacement gauges or linear encoders) are installed on the main jacking frame and each intermediate relay frame to measure the stroke of the jacking frame, thereby calculating the jacking speed and cumulative jacking distance of the pipe section. Attitude sensors (e.g., inclinometers, electronic levels, or coordinate monitoring in conjunction with a total station) are installed on the head of the pipe jacking machine and the first or first few pipe sections to monitor the pitch and yaw angles of the machine and the pipe sections in real time, reflecting deviations in their forward direction. In addition, earth pressure cells and pore water pressure sensors are considered for installation at key locations on the machine's panel and the outer wall of the pipe sections to monitor the oncoming and lateral rock stress and water pressure, directly reflecting the actual reaction force of the strata to the tunneling. The monitoring frequency in these areas is increased or more sensors are deployed based on the location and length of the critical sections. The type, model, installation location, quantity, data acquisition frequency, and transmission method of all sensors are recorded in detail to form a monitoring system layout plan.

[0078] According to the monitoring system layout plan, a data acquisition system is built. Various sensors deployed in the main jacking shaft, intermediate relay room, jacking machine head, and pipe sections are connected to the data acquisition unit or industrial control computer via data cables or wirelessly. The data acquisition unit is set to synchronously acquire raw data from all sensors at a frequency of not less than 1Hz (e.g., 10Hz), including jack pressure, jacking frame displacement, attitude angle, earth pressure, and pore water pressure. This raw data is received and processed in real time: jack pressure is converted into single-jack thrust (force = pressure × effective area); the single-jack thrust is accumulated to obtain the total thrust; the displacement change rate is calculated to obtain the jacking speed; and the attitude sensor data is analyzed to obtain the real-time pitch and yaw angles. These processed real-time data (total thrust, individual jack forces, jacking speed, attitude angle, real-time earth and water pressure, etc.) are recorded and stored according to jacking distance or time. Analyzing the stored historical data generates curves reflecting the changes in parameters such as thrust, velocity, and attitude as the jacking distance changes. Examples include the total thrust-jacking distance curve, the friction force-jacking distance curve for each pipe section (obtained by subtracting the frontal resistance and front-section friction from the total thrust), and the pipe jacking machine attitude-jacking distance curve. These graphs and data sets reflecting the dynamic changes in parameters during the jacking process constitute the thrust variation characteristic spectrum.

[0079] By utilizing the characteristic spectrum of thrust variation, the response characteristics of parameters such as thrust, velocity, and attitude to changes in geological conditions during actual jacking operations are analyzed. For example, the analysis examines how the total thrust increases rapidly when the pipe jacking machine enters a hard rock section; how easily the attitude deviates when encountering jointed fracture zones; and the required increment of thrust when water pressure increases. Based on these measured dynamic response characteristics, key parameters for the dynamic thrust adjustment algorithm, i.e., the dynamic adjustment coefficients, are determined. For instance, if a dynamic adjustment algorithm based on proportional-integral-derivative (PID) control is used to control the jacking speed and direction, the speed controller needs to be determined. Parameters and direction controller Parameters. These coefficients determine the control system's response speed and stability to deviations. If fuzzy control or an expert system is used, the parameters and thresholds in the fuzzy or expert rules need to be determined based on the characteristic spectrum. For example, rules such as "when the total thrust exceeds the set value by 10% and the speed decreases by more than 5%, it is judged as encountering hard rock, and the total thrust should be appropriately increased and the jacking speed target value reduced" and their corresponding adjustment range parameters may be set. This set of parameters, determined through analysis of measured data, constitutes the dynamic adjustment coefficients.

[0080] The system utilizes dynamic adjustment coefficients and a jacking configuration parameter scheme. The jacking configuration parameter scheme determines the specific placement of all hydraulic jacks between the main jack and intermediate relays (e.g., uniform circumferential distribution or non-uniform distribution as needed). The goal of multi-point jacking force distribution analysis is to calculate the precise thrust value that each jack should output at different locations, based on the total thrust requirement and direction correction requirement determined by the dynamic adjustment coefficients. For example, if the control system determines based on the dynamic adjustment coefficients that the total thrust needs to be increased... If the pipe jacking machine's attitude is adjusted upwards (reducing the pitch angle), then the allocation algorithm needs to calculate how to adjust the output force of each jack. This makes the total force of all the jacks And the torque generated by all the jacks ( For the first Each jack generates a net upward adjustment torque (the lever arm vector of each jack relative to the center of the pipe section). This is typically achieved by solving an underdetermined or overdetermined system of linear equations, where the inputs are the total thrust target and the torque target, and the output is the thrust of each jack. The allocation strategy should also consider the maximum thrust limit of the jacks, the minimum working pressure requirement, and the cooperative working sequence between different jacks. The analytical process determines the ideal thrust output value of each jack under different combinations of total thrust demand and directional adjustment demand, forming a top thrust allocation strategy describing this correspondence.

[0081] The jacking force distribution strategy and dynamic adjustment coefficients are integrated into the automatic control system of the pipe jacking machine. This system receives real-time data (such as total thrust, speed, attitude, and soil-water pressure) from the monitoring system (S3 acquisition) and compares it with design target values ​​(such as target speed and target attitude determined by the optimized path) to calculate the deviation. Using the dynamic adjustment coefficients, the required total thrust adjustment and directional correction are calculated based on these deviations. Then, according to the jacking force distribution strategy, the required total thrust adjustment and directional correction are converted into specific thrust setpoints for each hydraulic jack. The control system outputs command signals to the hydraulic pump station and valve group to precisely control the hydraulic oil pressure and flow rate to each jack, ensuring its output force reaches the set target value. This process is a closed-loop control cycle: monitoring → calculating deviation → calculating adjustment → calculating distribution force → executing control → monitoring new states. For example, when the jacking speed is detected to be lower than the target value and the total thrust is higher than expected, the control system uses the dynamic adjustment coefficients to determine if hard rock has been encountered, calculates the required increase in total thrust, calls the jacking force distribution strategy to calculate the thrust increment for each jack, and then executes the calculation. When the pipe jacking machine's head posture deviates from the optimized path, the control system calculates the required correction torque, calls the jacking force distribution strategy to calculate the jacking force difference required to achieve that torque, and executes the adjustment. The entire closed-loop real-time control process constitutes the dynamic adjustment strategy for jacking force, ensuring that the pipe jacking machine can automatically and accurately adjust the magnitude and direction of the jacking force according to the actual geological conditions and posture deviation, achieving high-precision jacking along the optimized path.

[0082] Preferably, the calculation of the segment thrust compensation coefficient in step S3 includes:

[0083] The segmental thrust weighting coefficient is determined based on the dynamic adjustment strategy of the thrust and the segmental resistance characteristics.

[0084] Calculate the section foundation compensation coefficient based on the section top thrust weight coefficient;

[0085] Calculate the initial value of the section thrust compensation coefficient based on the section basic compensation coefficient;

[0086] Based on the segmented resistance characteristics, the initial value of the segment top thrust compensation coefficient is optimized by the transition segment compensation coefficient to obtain the optimized transition segment compensation coefficient.

[0087] The compensation coefficient application process is performed on the optimized transition section compensation coefficient and the dynamic adjustment strategy of the top thrust to obtain the compensation coefficient application strategy.

[0088] By integrating and optimizing the transition section compensation coefficient and the compensation coefficient application strategy, the section top thrust compensation coefficient is obtained.

[0089] In this embodiment of the invention, a dynamic thrust adjustment strategy is employed, which describes how the jacking system dynamically adjusts based on real-time monitoring feedback (e.g., adjustments based on velocity deviation, attitude deviation, and deviation of total thrust from the expected value). Simultaneously, segmented resistance characteristics are utilized, which describe the resistance level (average RTI, maximum RTI) and resistance variation characteristics (RTI fluctuation amplitude, presence of abrupt strata) inherent in the geological conditions of each jacking segment. Combining these two types of information, a set of segment thrust weighting coefficients is determined for each jacking segment. ).For example, This can represent the weight of the average resistance level of that segment in the total compensation coefficient. This represents the weight of the contribution of the resistance change magnitude to the compensation coefficient. This represents the weighting of the difficulty in directional control on the compensation coefficient. For high-resistance sections with relatively uniform geological conditions, The weight can be set relatively high; for sections with complex geological conditions and large resistance fluctuations, The weight can be set higher; for sections with small curve radii or strata that are prone to attitude deviation. The weights can be set relatively high. These weight coefficients reflect whether, in a specific segment, the focus is on compensating for high base drag or addressing drag fluctuations or directional control requirements. Ensure that the sum of the weight coefficients for each segment is 1. Record the set of weight coefficients determined for each jacking segment to form the segment jacking thrust weight coefficients.

[0090] The thrust weighting coefficient for each jacking segment and the segmental resistance characteristic data are used. For each jacking segment, based on the quantitative indicators in its segmental resistance characteristics (e.g., the average RTI value, RTI standard deviation, path curvature, etc. of that segment), combined with the thrust weighting coefficient for that segment (…), the thrust weighting coefficient for that segment is applied. The basic compensation coefficient for a given section is calculated. This coefficient is a comprehensive quantification of the inherent resistance characteristics of that section, reflecting its relative compensation requirement compared to the average difficulty of the entire project or a specific benchmark difficulty. For example, the basic compensation coefficient can be defined as a weighted average, where various indicators (such as the ratio of average RTI to the overall average RTI, the ratio of RTI standard deviation to the overall standard deviation, etc.) are used as input variables, and their weights are the weighting coefficients for that section. The calculation formula can be expressed as: Basic Compensation Coefficient = ×(average) / Average across the entire line )+ ×( Fluctuation range / Average fluctuation range across the entire line)+ ×(Directional control difficulty index) (Average difficulty index for the entire line) + ... . Calculate the basic compensation coefficient value for each jacking section.

[0091] Utilizing the basic compensation coefficient value of each jacking segment, the basic compensation coefficient of each jacking segment is converted into a proportional factor or increment that can be directly used to adjust the calculated jacking force value. For example, if the basic compensation coefficient of a segment is 1.2, it means that the overall resistance of that segment is 20% higher than the baseline. Therefore, the initial value of the segment's jacking force compensation coefficient can be set to 1.2, representing a factor of 1.2 that needs to be multiplied when calculating the jacking force of that segment. Alternatively, if the basic compensation coefficient is a relative value, it can be mapped to an absolute compensation increment value. The calculation formula can be expressed as: Initial value of compensation coefficient. = (basic compensation coefficient) ),in It is a mapping function, such as a simple linear function. Alternatively, a nonlinear function can be used to ensure that the initial values ​​of the compensation coefficients reasonably reflect the resistance level represented by the basic compensation coefficients. These initial values ​​constitute a segmented, discrete distribution of compensation factors along the pipe jacking path. The initial values ​​of the segment thrust compensation coefficients for each jacking segment are then calculated.

[0092] Utilizing the initial values ​​of the segment jacking force compensation coefficient and the segment resistance characteristics, the differences in resistance characteristics and initial compensation coefficient values ​​between adjacent jacking segments are analyzed. If there is a significant jump in the initial compensation coefficient value at the boundary between adjacent segments, this causes a sudden change in the jacking force command when passing through this boundary during the actual jacking process, which is detrimental to the smooth advancement and control of the pipe jacking machine. Therefore, transition segments need to be set at the segment boundaries. Within each transition segment (e.g., extending 10 meters or 20 meters on each side of the boundary), the compensation coefficient is smoothed. Interpolation methods (e.g., linear interpolation, spline interpolation, or cosine interpolation) are used to gradually and smoothly transition the compensation coefficient from the initial value of the previous segment to the initial value of the next segment within the transition segment. For example, if the initial value of the previous segment is 1.2 and the initial value of the next segment is 1.5, and the transition segment is 20 meters long, the compensation coefficient can be uniformly increased from 1.2 to 1.5 within these 20 meters using a linear function. After smoothing through the transition segments at all segment boundaries, a continuous or segmentally continuous compensation coefficient distribution along the entire pipe jacking line is obtained, i.e., the optimized transition segment compensation coefficient.

[0093] This study utilizes optimized transition section compensation coefficients (a series of compensation factors distributed along the path) and a dynamic thrust adjustment strategy (a set of real-time control algorithms and rules). It defines how to integrate the optimized transition section compensation coefficients into the control logic for dynamic thrust adjustment. The compensation coefficient application strategy specifies how to read the corresponding optimized transition section compensation coefficient value when the pipe jacking machine reaches a certain position on the path, and how to apply this value to real-time thrust calculation or control. For example, the formula for calculating the real-time target total thrust can be modified as follows: ×Optimize the transition section compensation coefficient .in, The theoretical resistance is calculated based on the geological conditions at the current location. The optimized transition section compensation coefficient (x) is a value found from the distribution of optimized transition section compensation coefficients based on the current jacking position. This is an additional adjustment calculated by a dynamic adjustment strategy based on real-time sensor feedback (such as velocity deviation and attitude deviation). The compensation coefficient application strategy includes lookup tables or function definitions for quickly obtaining the corresponding compensation coefficient value based on the current jacking distance, and specific rules for integrating this value as a multiplicative factor or additive term into the thrust control algorithm. This forms the compensation coefficient application strategy describing this integration and usage method.

[0094] The optimized transition section compensation coefficients (compensation factor distribution data along the pipe jacking path) are integrated with the compensation coefficient application strategy (logical rules for using this distribution data for real-time dynamic adjustment of the jacking force). The final segment jacking force compensation coefficients are not merely numerical distributions along the path, but rather a complete set of methods and parameters encompassing this distribution data and the use of this data for dynamic jacking force compensation. For example, the optimized transition section compensation coefficient distribution can be stored as a data file or database table, recording the compensation coefficient values ​​corresponding to different station numbers or distances along the path. Simultaneously, the compensation coefficient application strategy is incorporated into the control software module of the dynamic jacking force compensation system. This module can read the current jacking position, query the corresponding compensation coefficient value, and modify or influence the jacking force output commands according to predetermined logic. The integrated segment jacking force compensation coefficients serve as the technical basis and parameter set guiding how to implement segmented dynamic jacking force compensation in different sections throughout the entire pipe jacking process.

[0095] Preferably, step S4 includes the following steps:

[0096] The pipe wall thickness distribution scheme is determined based on the jacking force optimization scheme and the section jacking force compensation coefficient;

[0097] Based on the pipe wall thickness distribution scheme and the path crossing resistance index, stress analysis under water pressure is performed to obtain the water pressure stress influence coefficient.

[0098] The deformation resistance capacity is evaluated based on the influence coefficient of water pressure stress, and the deformation resistance capacity evaluation data is obtained.

[0099] Based on the deformation resistance assessment data and the pipe wall thickness distribution scheme, the structural optimization scheme was verified, and a structural optimization verification report was obtained.

[0100] The stress adaptability coefficient of the pipe is calculated based on the structural optimization verification report and the deformation resistance assessment data.

[0101] Based on the pipe stress adaptability coefficient, structural optimization verification report, and pipe wall thickness distribution scheme, the pipe structure design is carried out to obtain the pipe structure implementation plan.

[0102] In this embodiment of the invention, an optimization scheme is implemented using jacking force. This scheme includes design jacking force values ​​for different sections along the entire pipe jacking line under normal and most unfavorable working conditions. These design values ​​have considered dynamic adjustment and compensation. Simultaneously, a section jacking force compensation coefficient is used, which reflects the correction factor of the actual resistance level of each section on the jacking force. During the jacking process, the pipe mainly bears enormous axial compressive stress, which is transmitted by the jacking force. Based on the pipe specifications (outer diameter D = 2.8 meters) and material (e.g., Q345B steel), the allowable compressive stress […]. ]), calculate the minimum pipe wall thickness to meet the axial compressive stress requirement ( The calculation formula is: ,in This is the maximum design jacking force under the most unfavorable working condition for this section. Along the pipe jacking path, according to different sections... The value (which is related to the section thrust compensation coefficient) is calculated along the line. Distribution. This also considers other loads the pipes bear during transportation, installation, and retraction, as well as manufacturing limitations (steel plate thickness specifications). Based on the calculated... Based on distribution and practical engineering experience, the pipe wall thickness along the route is divided into several discrete grades (e.g., 20mm, 22mm, 25mm, 28mm, etc.), and the wall thickness grade is adjusted at the boundary of sections where geological conditions or jacking force requirements change significantly. A pipe wall thickness distribution scheme is formed for each segment along the entire pipe jacking line, clearly defining the wall thickness specifications corresponding to each station or each pipe section.

[0103] The study utilizes a pipe wall thickness distribution scheme segmented along the entire pipe jacking route and a path crossing resistance index (RTI) distributed along the optimized crossing path. RTI indirectly reflects the water pressure conditions along the route. In the reservoir crossing section, the pipe will withstand significant external water pressure. Water pressure ( It increases with water depth. ,in The density of water, It is the acceleration due to gravity. Given the water depth, calculate the external water pressure distribution at different locations along the pipe jacking path through the reservoir, based on the terrain and reservoir water level. This is based on the pipe wall thickness of that section (…). ) and pipe diameter ( ), calculate the circumferential stress of the pipe under water pressure ( ) and axial stress ( Simultaneously, the pipe's resistance to external pressure under water pressure is calculated, i.e., the critical buckling pressure (Pcr), for example, using the Amsturz formula Pcr = ,in Let ν be the elastic modulus of steel and ν be Poisson's ratio. The water pressure stress influence coefficient (HSI) can be defined as the ratio of the actual water pressure to the critical buckling pressure (HSI = The stress index (HSI) is calculated along the pipe jacking path through the reservoir, either as the stress caused by water pressure or the allowable stress of the material. This HSI value at different locations quantifies the impact of water pressure on the stress state and stability of the pipe. HSI distribution data along the reservoir crossing section is then generated, reflecting the potential risks of water pressure to the pipe structure.

[0104] The influence coefficient of water pressure stress (HSI) along the section crossing the reservoir and the pipe wall thickness distribution scheme along the entire pipe jacking line are used. Water pressure and ground pressure will cause radial deformation (ellipticization) and axial deformation of the pipe. Based on the HSI value and the geometric and material parameters of the pipe (wall thickness t, pipe diameter D, elastic modulus E), the radial deformation (ΔD) of the pipe under the combined action of water pressure and ground pressure is calculated. For example, the deformation of the pipe under external uniform pressure and lateral pressure is calculated using elastic theory or finite element method. At the same time, the axial compression deformation of the pipe caused by jacking force and ground inhomogeneity, as well as the bending deformation caused by curved jacking, are evaluated. The deformation resistance assessment aims to determine the ability of the pipe to maintain its shape and size under complex stress conditions. The assessment indicators include, but are not limited to: the maximum radial deformation rate (ΔD / D), which should be less than the limit required by the specification (for example, steel pipe jacking is usually required to be less than 1% or 2%); the maximum cumulative axial compression deformation, which should be within the range that the jacking equipment can withstand; and the maximum bending deformation or curvature, which should be less than the allowable angle of rotation of the pipe section connection. Based on the calculated deformation indices, the deformation resistance of the pipe along the pipeline is assessed. Data such as the maximum radial deformation rate, cumulative axial deformation, and bending deformation for each section are recorded to form deformation resistance assessment data. This data reflects the deformation level and risk of the pipe at different locations.

[0105] Using deformation resistance assessment data and pipe wall thickness distribution schemes, a comprehensive structural safety verification was conducted on the determined pipe structure design scheme (including preliminary design of segmented wall thickness and connection structure). Verification included, but was not limited to: strength calculation, calculating the maximum combined stress of the pipe under the most unfavorable stress combination (jacking force, earth pressure, water pressure, self-weight, etc.) and comparing it with the allowable stress of steel to ensure that strength requirements were met; stability calculation, especially buckling stability against external pressure, and calculating the safety factor (SF=) based on the water pressure stress influence coefficient (HSI). The value should be greater than the specification requirement (e.g., 2.0). Deformation verification involves checking whether the maximum radial deformation rate, cumulative axial deformation, and bending rate are within the allowable range based on the deformation resistance assessment data. A finite element numerical simulation method can be used to establish a three-dimensional model including pipe sections, connecting structures, and surrounding rock to simulate the stress and deformation state during jacking, and to analyze stress concentration and deformation distribution in detail. Based on the verification results, the pipe wall thickness distribution and connecting structure design are iteratively optimized. For example, if the strength or stability safety factor of a certain section is insufficient, the wall thickness of that section is increased; if stress concentration occurs at the connection, the connecting structure is adjusted. After the verification process is completed, a structural optimization verification report is generated, detailing the verification calculation process, results, safety factors, and the modification and confirmation process of the design scheme, proving that the optimized pipe structure scheme meets the engineering safety requirements.

[0106] The structural optimization verification report and deformation resistance assessment data were used. The structural optimization verification report provided calculated stresses (such as equivalent stresses) of the pipe along the pipeline under various working conditions. ) and safety factors (such as strength safety factor) Buckling safety factor The deformation resistance assessment data provides the calculated deformation of the pipe along the pipeline (such as the maximum radial deformation). The Pipe Stress Adaptability Factor (PSA) is a comprehensive indicator used to quantify the adaptability of pipe structures to complex stress environments. PSA can be defined as the reciprocal of the ratio of the actual stress or deformation level to the allowable level, or a weighted combination of safety factors. For example, ,in These are the weighting coefficients. For common logarithms, For the strength safety factor, For the buckling safety factor, To allow radial deformation, This represents the actual radial deformation. Weighting coefficients reflect the relative importance of strength, stability, and deformation in assessing the pipe's adaptability. Along the pipe jacking path, the PSA value for each section is calculated based on the calculation results from the structural optimization verification report and deformation resistance assessment data. A higher PSA value indicates stronger stress adaptability of the pipe at that location. A pipe stress adaptability coefficient (PSA) distribution curve or table is generated along the entire pipe jacking line.

[0107] The pipe stress adaptability coefficient (PSA) distribution, structural optimization verification report, and pipe wall thickness distribution scheme are utilized. The PSA distribution visually reflects the weak points of the pipe structure along the pipeline (areas with low PSA values). Combined with the detailed stress, deformation, and stability calculation results in the structural optimization verification report, the pipe structure design is finalized. Based on the segmented wall thickness distribution scheme, the wall thickness specifications for each pipe section are determined. The connection methods for the pipe sections are designed, including sleeve type, socket type, or welded type. Based on the stress characteristics and deformation resistance requirements of the connection points, especially the rigid-flexible transition connection structure used in the reservoir crossing section (as described in the preferred step in step S4), the specific construction, dimensions, and materials of the connection structure are determined. Corrosion protection measures for the pipes are designed, considering the reservoir environment and corrosive substances in the groundwater. Detailed pipe manufacturing technical requirements are prepared, including steel plate material, welding process, dimensional tolerances, and anti-corrosion treatment. The pipe installation and construction process is formulated, including pipe section hoisting, alignment, welding or connector installation, and installation methods for special connection sections. Develop a pipe quality control and inspection plan, clearly defining the items and standards for incoming inspection, manufacturing process inspection, and post-installation inspection. Compile all the above design content and construction requirements into a complete pipe structure implementation plan document, serving as a guide for pipe manufacturing, transportation, and on-site installation.

[0108] Most importantly, the specific details of determining the pipe wall thickness distribution scheme are as follows:

[0109] Based on the optimized jacking force implementation scheme and the section jacking force compensation coefficient, the stress characteristics of the pipe are analyzed, and the stress characteristic spectrum of the pipe is obtained;

[0110] Extract the zoning data of pipe stress conditions based on the stress characteristic map of pipe;

[0111] The axial compressive stress control wall thickness value is calculated based on the pipe stress zoning data and the section jacking force compensation coefficient.

[0112] Calculate the circumferential stress control wall thickness and the external pressure stability control wall thickness based on the pipe stress zoning data and the water pressure stress influence coefficient.

[0113] A comprehensive wall thickness comparison analysis was conducted based on the wall thickness controlled by axial compressive stress, the wall thickness controlled by circumferential stress, and the wall thickness controlled by external pressure stability to obtain comprehensive wall thickness comparison data.

[0114] Wall thickness levels are classified based on comprehensive wall thickness comparison data to obtain wall thickness level distribution data;

[0115] Based on the wall thickness grade distribution data, the wall thickness transition section is designed to obtain the pipe wall thickness distribution scheme;

[0116] In this embodiment of the invention, an optimized jacking force implementation scheme is used, which provides design jacking force values ​​for each section along the entire pipe jacking line under different working conditions such as normal jacking, obstacle crossing, and long-distance cumulative friction. Simultaneously, a section jacking force compensation coefficient is used, which reflects the correction of the jacking force based on the actual geological resistance level of each section. The pipe material is subjected to a combination of various loads during the jacking process. The main loads include: the jacking force transmitted along the pipe axis (axial compressive stress), the radial pressure caused by the weight of the overlying soil and rock mass and water pressure (generating circumferential stress and radial deformation), and the bending moment caused by the pipe material's own weight and uneven ground settlement. For each location along the pipe jacking path (e.g., every 1 meter or every pipe section length), based on the section, jacking distance, and geological conditions at that location, the corresponding jacking force design value is obtained from the optimized jacking force implementation scheme and corrected using the section jacking force compensation coefficient to obtain the calculated jacking force at that location. Simultaneously, based on the burial depth, ground unit weight, reservoir water level, and water pressure at that location, the earth pressure and water pressure borne by the pipe material at that location are calculated. Using structural mechanics principles or the finite element method, the stress state of the pipe at that location is calculated under the combined effects of various loads, including jacking force, earth pressure, water pressure, and self-weight. This includes axial stress, circumferential stress, radial stress, and the combined stresses calculated accordingly (e.g., Mises equivalent stress). The key stress values ​​and deformations (e.g., maximum axial compressive stress, maximum circumferential stress, maximum equivalent stress, and maximum radial deformation rate) calculated along the entire pipe jacking line are plotted as a graph. The horizontal axis represents the pipe jacking path distance or station number, and the vertical axis represents the corresponding stress or deformation value. This graph is the pipe stress characteristic graph, which visually displays the stress distribution and variation patterns of the pipe along the line.

[0117] Utilizing the stress characteristic maps of the pipe material, the jacking route is analyzed to identify continuous sections with similar stress characteristics or stress levels. For example, based on the maximum axial compressive stress level, the entire line can be divided into high axial compressive stress, medium axial compressive stress, and low axial compressive stress sections; based on the maximum circumferential stress level, it can be divided into high circumferential stress and low circumferential stress sections; and based on the water pressure stress influence coefficient (HSI, obtained from S4) or water depth, it can be divided into high water pressure and low water pressure sections. Combining these analysis results, the entire jacking route is divided into several representative pipe material stress condition zones. The pipe material within each zone experiences similar load combinations and stress levels, thus allowing for a uniform wall thickness design. For example, the route can be divided into: sections near the working shaft (high jacking force), reservoir crossing sections (high water pressure), long-distance jacking sections in hard rock (high axial compressive stress, high friction), and sections with better geological conditions (lower stress), etc. Record the starting and ending station numbers, length, main stress characteristics and control stress types of the pipe in each stress condition zone to form the pipe stress condition zone data.

[0118] Using the pipe stress condition zoning data and the segment jacking force compensation coefficient. For each pipe stress condition zoning, based on its segment location, the corresponding compensation factor for that area is obtained from the segment jacking force compensation coefficient, and combined with the basic design jacking force in the jacking force implementation optimization scheme, the maximum axial thrust (F_axial_max) that the pipe will bear under the most unfavorable condition is determined. For example, F_axial_max = F_baseline × segment jacking force compensation coefficient - value at that segment location × safety factor. Based on the allowable compressive stress of the steel [ (For example, Q345B steel) (Taking a value of 200 MPa), calculate the minimum pipe wall thickness required to meet the axial compressive stress requirement. The calculation formula is: =F_axial_max / ([ ]×π×D), where D is the pipe diameter of 2.8 meters. For each pipe stress zone, calculate and record its axial compressive stress control wall thickness value t. P This value is one of the key parameters controlling the wall thickness design of this section, ensuring that the pipe will not buckle under huge axial thrust.

[0119] Using the pipe stress condition zoning data and the water pressure stress influence coefficient (HSI) along the pipeline, for pipe stress condition zoning located in reservoir crossing sections or other high water pressure areas, the maximum external water pressure that the pipe can withstand is calculated based on the water depth and reservoir water level of that zone. At the same time, the overlying soil pressure ( The influence of ) is used to calculate the total external pressure. Steel pipes will experience circumferential stress and buckling under external pressure. Calculate the minimum pipe wall thickness required to meet the circumferential stress requirement. The calculation formula is: ,in[ Let be the allowable circumferential stress of the steel. Calculate the minimum pipe wall thickness (tcr) required to meet the stability requirements against external pressure. This typically involves complex buckling calculations, such as formulas based on elastic theory or numerical simulation results. A simplified elastic buckling formula is: ,in For the allowable critical buckling pressure, with Related factors and a safety factor should be considered. Alternatively, the HSI value can be directly used for calculation, for example, tcr and ( The stress is directly proportional to the circumferential stress. For each pipe stress condition zone located in the high external pressure area, calculate and record its circumferential stress control wall thickness value t. h And the wall thickness value tcr is controlled to resist external pressure.

[0120] The wall thickness is controlled by axial compressive stress calculated in zonal sections along the pipe's stress conditions. ), Circumferential stress control wall thickness value ( The three control wall thickness values ​​are: 1) the wall thickness for external pressure stability control (tcr). For each pipe stress zone, these three control wall thickness values ​​are compared. The minimum design wall thickness for that zone should be the maximum of these three control values, i.e., . This maximum value determines the minimum wall thickness requirement for that section under different controlling factors. For example, in long-distance jacking sections of hard rock dominated by axial compression, It plays a controlling role; in the high water pressure section at the bottom of the reservoir, Or TCR plays a control role. The stress conditions of each pipe are divided into zones. , tcr value and the final determined The values ​​are recorded to form comprehensive wall thickness comparison data. This data clearly shows the control factors and minimum requirements for wall thickness design in different areas along the route.

[0121] Using comprehensive wall thickness comparison data Value. Due to the standardization requirements of pipe manufacturing and construction, the actual pipe wall thickness needs to adopt discrete standard specifications.

[0122] according to Based on the distribution range of the steel pipes and the commonly used domestic or international steel pipe wall thickness standards (e.g., steel plate thickness series of 8mm, 10mm, 12mm, 14mm, 16mm, 18mm, 20mm, 22mm, 25mm, 28mm, 30mm,...), a reasonable set of wall thickness grades should be selected for the entire project. For example, four wall thickness grades of 20mm, 22mm, 25mm, and 28mm can be selected. Then, the stress conditions of each pipe material should be zoned. The value is rounded up to the nearest standard wall thickness grade that is greater than or equal to that value. For example, if a certain partition's... If the thickness is 23mm, then its wall thickness grade is set to 25mm. Record the stress conditions for each pipe section and its corresponding selected wall thickness grade to form wall thickness grade distribution data. This data determines the specific wall thickness specifications to be used in different sections along the pipeline.

[0123] Wall thickness distribution data is used to determine the appropriate wall thickness for each pipe's stress zone. If the wall thickness changes between two adjacent zones, for example, from 20mm to 25mm, a wall thickness transition section is required at the zone boundary. The purpose of the transition section is to avoid stress concentration caused by abrupt changes in wall thickness and to facilitate pipe section connection and manufacturing. The transition section can achieve a gradual change in wall thickness along the length of the pipe section, or it can be achieved by using special transition pipe sections. For example, if transitioning from a 20mm wall thickness section to a 25mm wall thickness section, a transition zone with a length of 1-2 times the pipe section length can be designed at the boundary, within which the wall thickness gradually increases from 20mm to 25mm, or a special variable wall thickness pipe section can be designed. The design of the transition section must meet strength, stiffness, and manufacturing process requirements. The locations, lengths, wall thickness gradient methods, or specifications of all required transition sections must be determined. The precise wall thickness values ​​(including the gradual wall thickness of transition sections) for each pipe section or each chainage range along the entire pipeline are recorded in detail to form the final pipe wall thickness distribution scheme. This scheme is a key document for the manufacturing and construction of the conduit.

[0124] Of particular importance is the assessment of the pipe stress adaptability coefficient, which is as follows:

[0125] The stress ratio is calculated based on the optimized jacking force implementation scheme and the section jacking force compensation coefficient.

[0126] Calculate the deformation ratio based on the deformation resistance assessment data;

[0127] Calculate the safety factor ratio based on the structural optimization verification report;

[0128] The distribution data of the stress weight coefficient of the pipe are determined based on the stress ratio, deformation ratio, and safety factor ratio;

[0129] Calculate the segmented stress adaptation value based on the distribution data of the pipe stress weight coefficient;

[0130] The stress adaptation coefficient at the connection is corrected based on the segmented stress adaptation value to obtain the stress adaptation coefficient of the pipe.

[0131] In this embodiment of the invention, the optimization scheme and the segment jacking force compensation coefficient are implemented using the jacking force. These data have been used in step S4 for pipe stress characteristic analysis and wall thickness design. When calculating the pipe stress characteristic spectrum in step S4, the calculated stress values ​​borne by the pipe under the most unfavorable working conditions in different segments along the entire jacking line have been obtained, such as the maximum axial stress (…). ), maximum circumferential stress ( ) and maximum equivalent stress ( At the same time, based on the steel material used for the pipe (e.g., Q345B) and relevant specifications, determine the allowable stress value of the steel (e.g., allowable tensile stress). Allowable compressive stress ] and allowable shear stress[ Calculate the stress ratio at each location along the pipe jacking path. The stress ratio can be defined as the reciprocal of the ratio of the calculated stress to the corresponding allowable stress, or directly expressed using a safety factor. For example, for axial compressive stress, the calculated stress ratio... For circumferential stress, calculate the stress ratio. For combined stresses, calculate the stress ratio. ,in[ [This represents the allowable equivalent stress of the steel. Stress ratio] The larger the value, the greater the stress reserve, the more "relaxed" the stress state of the pipe at that location, and the stronger its adaptability. The stress ratio distribution data calculated along the entire pipe jacking line are recorded to form stress ratio distribution data.

[0132] Deformation resistance assessment data was used. This data includes calculated deformation of the pipe at different locations along the jacking path under various loads, such as the maximum radial deformation (…). At the same time, based on engineering design requirements and relevant specifications, determine the maximum allowable deformation of the pipe (e.g., the maximum allowable radial deformation). This is typically expressed as a percentage of the pipe diameter, such as 0.01D or 0.02D. Calculate the deformation ratio at each location along the pipe jacking path. The deformation ratio can be defined as the ratio of the allowable deformation to the calculated deformation. For example, calculate the radial deformation ratio. Deformation ratio The larger the value, the greater the deformation reserve, and the stronger the pipe's resistance to deformation at that location. For areas where no significant deformation occurs, the deformation ratio approaches infinity; in this case, an upper limit can be set, or a logarithmic form can be used. The distribution data of various deformation ratios calculated along the entire pipe jacking line are recorded to form deformation ratio distribution data.

[0133] The structural optimization verification report was used. This report details the safety factor calculations for the pipe material at different locations along the pipe jacking path, covering aspects such as strength, stability, and deformation. For example, the strength safety factor ( ), buckling safety factor against external pressure ( This includes, but is not limited to, other local stability safety factors. Simultaneously, based on the project's importance, risk level, and regulatory requirements, minimum required values ​​for each safety factor are determined (e.g., minimum strength safety factor requirement). Minimum buckling safety factor requirement Calculate the safety factor ratio at each location along the pipe jacking path. The safety factor ratio can be defined as the ratio of the calculated safety factor to the corresponding minimum required value. For example, calculate the strength safety factor ratio. ; Calculate the buckling safety factor ratio Safety factor ratio The larger the value, the greater the safety reserve of the pipe at that location, and the higher the structural safety. The distribution data of various safety factor ratios calculated along the entire pipe jacking line are recorded to form safety factor ratio distribution data.

[0134] Using stress ratio distribution data, deformation ratio distribution data, and safety factor ratio distribution data, the pipe stress adaptability coefficient is a comprehensive assessment of the pipe's overall performance under complex stress environments. In different regions, stress, deformation, or stability become the dominant factors controlling the pipe's adaptability. Therefore, it is necessary to determine the relative importance of each indicator in calculating the overall adaptability, i.e., the pipe's stress weighting coefficients. For example, a set of weighting coefficients can be defined (…). These correspond to the stress ratio, deformation ratio, and safety factor ratio, respectively. The sum of these weighting coefficients is 1. In some regions, if the stress level is very high, the weight of the stress ratio ( The weight of the buckling safety factor ratio can be set higher; in the high-water-pressure section at the bottom of the reservoir, if buckling risk is the main issue, then the weight of the buckling safety factor ratio can be increased. The weight of the deformation ratio can be set higher; in sections requiring high-precision linearity, if deformation control is critical, then the weight of the deformation ratio ( The weights can be set higher. These weighting coefficients can vary along the pipe jacking path, forming data on the distribution of pipe material stress weighting coefficients. The weights can be determined based on engineering geological conditions, construction experience, or by methods such as the analytic hierarchy process (AHP).

[0135] Using stress ratio distribution data, deformation ratio distribution data, safety factor ratio distribution data, and pipe material stress weighting coefficient distribution data along the entire pipe jacking route, the segmented stress adaptation value (PSA_segment) is calculated for each location (or each pipe section) along the jacking path, based on the corresponding ratios and weighting coefficients. The segmented stress adaptation value is a comprehensive evaluation index of the pipe material at that location, considering multiple factors such as stress, deformation, and stability. The calculation formula can be in the form of a weighted average or a weighted product.

[0136] For example, using the weighted product form: .in These represent the ratio of equivalent stress, the ratio of radial deformation, and the ratio of buckling safety factor at that location, respectively. This represents the stress weighting coefficient for the pipe material at that location. The PSA_segment series values ​​are calculated, either continuously or segmentally distributed along the entire jacking line. A larger PSA_segment value indicates a stronger overall stress adaptability of the pipe material at that location.

[0137] The stress adaptation value (PSA_segment) distribution along the entire pipe jacking route is utilized. Pipe joints (joint interfaces) are often weak points in the entire pipeline structure due to structural changes and stress concentration. Even if the pipe joint itself meets the design requirements, the actual stress state and adaptability at the joint are lower than those of the pipe joint itself. Therefore, the stress adaptability at the joint needs to be assessed and corrected separately. Based on the rigid-flexible transition connection structure design parameters in step S4, the stress concentration at the joint is analyzed, and the local stress concentration factor or adaptability reduction factor (C_joint) is calculated. A C_joint less than 1 indicates that the adaptability at the joint is lower than that of the pipe joint itself. Along the pipe jacking path, at each pipe joint location, the stress adaptation value (PSA_segment) of the nearby pipe joint is multiplied by the adaptability reduction factor (C_joint) to obtain the pipe stress adaptation factor at the joint (PSA_joint = PSA_segment_adjacent × C_joint). For each pipe segment location, the pipe stress adaptability coefficient (PSA_body) is directly taken as the segmental stress adaptability value at that location (PSA_body = PSA_segment). The PSA_body values ​​at the pipe segment locations and the PSA_joint values ​​at the joints are integrated to form the pipe stress adaptability coefficient (PSA) distribution along the entire pipe jacking line. This distribution contains information on the stress adaptability of the pipeline structure as a whole and at local weak points, and serves as the final comprehensive evaluation index for the design and construction control of the pipe material structure.

[0138] Preferably, the rigid-flexible transition connection structure of the jacking pipe analyzed in step S4 includes:

[0139] The connection function requirements data are determined based on the pipe wall thickness distribution scheme and the section thrust compensation coefficient.

[0140] The design parameters for the rigid section are determined based on the connection function requirements data and the pipe wall thickness distribution scheme.

[0141] The design parameters of the flexible part are determined based on the connection function requirements data and the design parameters of the rigid part.

[0142] The design parameters of the transition section are determined based on the design parameters of the rigid and flexible sections.

[0143] By integrating the design parameters of the rigid part, the flexible part, and the transition part, the design parameters for the rigid-flexible transition connection are obtained.

[0144] In this embodiment of the invention, the location where a rigid-flexible transition connection structure needs to be set up is determined by referring to the optimized crossing path scheme, such as a curved section, the boundary between soft and hard strata, or near the jacking shaft. For these locations, the pipe diameter of the connecting pipe section (2.8 meters) and the design wall thickness are obtained from the pipe wall thickness distribution scheme. Combined with the section where the location is situated, the corresponding compensation factor is obtained from the section jacking force compensation coefficient, and the jacking force implementation optimization scheme is consulted to determine the maximum design jacking force that the pipe will withstand at this location under the most unfavorable jacking conditions (e.g., encountering obstacles or long-distance cumulative friction). Based on this maximum design jacking force, the maximum axial pressure transmitted to the connecting structure is calculated. If the connection is located on a curved section, the maximum allowable rotation angle of the connecting structure is calculated based on the curve radius (e.g., minimum 1000 meters) and the pipe section length (e.g., 3 meters or 6 meters). If geological analysis indicates a risk of uneven settlement, the additional rotation angle requirement is calculated based on the expected differential settlement. Based on the reservoir water level and the pipe section burial depth, the maximum external water pressure that the connecting structure will withstand (e.g., approximately 0.5 MPa water pressure corresponding to a water depth of 50 meters) is calculated. The quantitative connection structure must maintain a tight seal under the aforementioned axial force, rotation, and external pressure (e.g., no leakage under 0.8 MPa water pressure). The calculated maximum axial pressure, maximum permissible rotation, expected maximum radial or axial displacement, and required sealing pressure rating are summarized to form the functional requirements data for the connection structure at this location.

[0145] High-strength steel (e.g., Q355C steel with a yield strength of not less than 355 MPa) is selected as the material for the rigid section. Based on the maximum axial pressure, bending moment (if any), and shear force (if any) requirements in the connection functional requirements data, the required cross-sectional dimensions of the key load-bearing components of the rigid section (e.g., end ring plates, connecting lugs, or flanges) are calculated. For example, based on the maximum axial pressure and the allowable compressive stress of the selected steel (e.g., 200 MPa), the minimum cross-sectional area of ​​the ring plate is calculated, and its thickness and width are determined. Considering the adaptation to the pipe section end wall thickness (e.g., 25 mm) determined by the pipe wall thickness distribution scheme, the connection method between the rigid section and the pipe section body is designed, such as full penetration butt welding or lap welding with fillet welds. Based on the calculated loads, the weld size and length are determined, and the weld strength is checked. Design the interface shape between the rigid and flexible parts (e.g., spherical or conical), and determine its critical dimensions, machining tolerances (e.g., surface roughness requirement of Ra3.2), and surface treatment methods (e.g., chrome plating or nickel-phosphorus alloy treatment to improve hardness and wear resistance). Record in detail the material grade, geometry, weld specifications, and grade and size of connecting bolts (if any) for each component of the rigid part to form the design parameters for the rigid part.

[0146] Based on the maximum allowable rotation angle and sealing pressure rating requirements in the connection function requirements data, select the rubber material (e.g., water-resistant, abrasion-resistant, and low compression set EPDM rubber). Design the cross-sectional shape (e.g., lip seal or combination seal) and dimensions of the flexible seal ring to provide the required sealing pressure at the specified installation pre-compression and maintain an effective seal at the maximum allowable rotation angle or displacement. Based on the mating surface shape (e.g., spherical surface) and dimensions determined by the rigid part design parameters, design the seal ring profile that makes close contact with the mating surface. Consider the friction between the seal ring and the mating surface during jacking, select a low-friction rubber formulation or specify a suitable lubricant. Design auxiliary components (e.g., rubber pads or metal pressure rings) for fixing or supporting the flexible seal ring. Determine the material hardness (e.g., Shore A hardness 60 to 75), physical properties (e.g., tensile strength, elongation at break, compression set), and installation pre-compression of the seal ring. Record the seal ring's material specifications, cross-sectional dimensions, mating surface shape and size requirements, installation method, and pre-compression to form the flexible part design parameters.

[0147] Based on the interface form and dimensions determined by the design parameters of the rigid and flexible parts, design the transition components or details connecting these two parts. For example, if the rigid part is a separate ring and the flexible part is installed at the end of a pipe section, the connection structure between the pipe section end and the rigid ring needs to be designed, which involves reinforcing or shaping the pipe section end. If the flexible sealing ring is installed in a special pressure-bearing groove or sliding groove, the connection method between these grooves and the rigid main structure needs to be designed. Design retaining rings or pressure plates to constrain the axial or radial position of the flexible sealing ring, ensuring that it does not shift or extrude during compression and rotation. If there is a change in pipe wall thickness at the rigid-flexible transition connection (e.g., from 20 mm to 25 mm), a smooth wall thickness transition section or a special variable wall thickness pipe section end needs to be designed to avoid stress concentration and ensure reliable welding or connection with the connection structure. Determine the material (usually similar to the material of the rigid part), geometry, and connection method (e.g., welding or bolting) of the transition component. Record the detailed dimensions, material specifications, and connection requirements of the transition part to form the design parameters for the transition part.

[0148] Summarize the detailed design parameters for all rigid, flexible, and transition sections. Compile a complete set of engineering drawings, including manufacturing drawings for each component (with detailed dimensions, tolerances, materials, heat treatment, surface treatment requirements, etc.), assembly drawings (showing the assembly relationships, installation sequence, key dimensions, and fit requirements of each component), and a general assembly drawing. Compile a bill of materials, listing the material grades, specifications, quantities, and standard requirements for all components. Compile manufacturing process specifications, detailing the processing methods for key components (e.g., precision machining), welding processes (including welding materials, bevel types, welding current, number of weld layers, non-destructive testing requirements such as ultrasonic or radiographic testing), surface treatment processes, and quality control measures. Compile installation and construction instructions to guide the accurate installation of the rigid-flexible transition connection structure onto the jacking pipe sections and its connection with adjacent pipe sections (e.g., guidance on sealing ring installation, lubrication, bolt tightening torque, etc.). The final technical data set containing all the above documents constitutes the design parameters for the rigid-flexible transition connection.

[0149] Therefore, the embodiments should be considered as exemplary and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of the equivalents of the application are intended to be included within the invention.

[0150] The above description is merely a specific embodiment of the present invention, enabling those skilled in the art to understand or implement the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the present invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features of the invention herein.

Claims

1. A design method for large-diameter, long-distance rock jacking pipes crossing reservoirs, characterized in that, Includes the following steps: Step S1: Collect hard rock sample parameters and perform rock-groundwater coupled stress field modeling to obtain rock-groundwater stress field distribution map; calculate rock-water stress field density coefficient based on rock-groundwater stress field distribution map; Step S2: Perform multi-parameter crossing path planning based on the rock-water stress field density coefficient to obtain a set of crossing path schemes; calculate the path crossing resistance index based on the set of crossing path schemes; determine the optimal crossing path scheme based on the path crossing resistance index. Step S3: Divide the jacking section according to the optimized crossing path scheme and the path crossing resistance index to obtain the jacking section data; perform jacking assistance analysis based on the jacking section data to obtain the segmented resistance characteristics; calculate the foundation jacking force requirement data based on the segmented resistance characteristics. Based on the optimized crossing path scheme and segmented resistance characteristics, the directional deviation correction force is calculated to obtain the directional correction force requirement data; based on the foundation jacking force requirement data and the directional correction force requirement data, the jacking equipment parameters are configured to obtain the jacking configuration parameter scheme. The locations of key monitoring points are determined based on the segmented resistance characteristics. Sensors are configured according to the jacking configuration parameter scheme to obtain the monitoring system layout scheme. The jacking force change data is collected and analyzed using the monitoring system layout scheme to obtain the jacking force change characteristic spectrum. Dynamic adjustment coefficients are determined based on the jacking force change characteristic spectrum. Multi-point jacking force distribution is analyzed based on the dynamic adjustment coefficients and the jacking configuration parameter scheme to obtain the jacking force distribution strategy. Dynamic process control is performed based on the jacking force distribution strategy and the dynamic adjustment coefficients to obtain the dynamic adjustment strategy for the jacking force. Calculate the segment thrust compensation coefficient based on the dynamic thrust adjustment strategy and segment resistance characteristics; generate an optimized thrust implementation scheme based on the segment thrust compensation coefficient; Step S4: Based on the jacking force, implement the optimized design of the pipe wall thickness, analyze the rigid-flexible transition connection structure of the jacking pipe, and calculate the pipe stress adaptation coefficient; based on the pipe stress adaptation coefficient, design the pipe structure to obtain the pipe structure implementation plan.

2. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S1 includes the following steps: Step S11: Collect parameters of hard rock samples with different hardness and weathering degree; Step S12: Test the rock mass elasticity and permeability parameters based on the hard rock sample parameters; Step S13: Collect data on reservoir water level and seepage changes, and calculate the water pressure influence coefficient; Step S14: Model the rock mass-groundwater coupled stress field based on the water pressure influence coefficient, rock mass elasticity and permeability parameters to obtain the rock mass-groundwater stress field distribution map; Step S15: Calculate the rock-water stress field density coefficient based on the rock-groundwater stress field distribution map and the water pressure influence coefficient.

3. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 2, characterized in that, Step S15 includes the following steps: Step S151: Extract the stress distribution profile from the rock mass-groundwater stress field distribution map to obtain path stress distribution data; Step S152: Calculate the foundation stress density coefficient based on the path stress distribution data; Step S153: Calculate the water pressure influence on the foundation stress density coefficient using the water pressure influence coefficient to obtain the water pressure corrected stress density coefficient; Step S154: Integrate the stress density coefficients of the entire line by integrating the water pressure corrected stress density coefficients to obtain the rock-water stress field density coefficients.

4. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S2, multi-parameter traversal path planning, includes: Obtain hydrogeological data of the reservoir and evaluate the characteristics of the bottom of the reservoir based on the rock-water stress field density coefficient to obtain data on the assessment of the conditions for crossing the bottom of the reservoir. Calculate the rock resistance coefficient for pipe jacking based on hard rock sample parameters; calculate the rock hardness correction coefficient based on the rock resistance coefficient; A set of crossing route schemes was generated based on the assessment data of crossing conditions at the bottom of the reservoir and the rock hardness correction coefficient.

5. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S2 involves calculating the path crossing resistance index, including: Based on the set of crossing path schemes, path cross-sections are extracted and data is mapped to obtain path cross-section index data; Sensitivity weight analysis is performed based on the path cross-section index data to obtain a set of sensitivity weight coefficients; The basic index of crossing resistance is calculated based on the cross-sectional index data and the sensitive weight coefficient set. The path crossing resistance index is calculated based on the basic crossing resistance index.

6. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S3 involves calculating the section thrust compensation coefficient, including: The segmental thrust weighting coefficient is determined based on the dynamic adjustment strategy of the thrust and the segmental resistance characteristics. Calculate the section foundation compensation coefficient based on the section top thrust weight coefficient; Calculate the initial value of the section thrust compensation coefficient based on the section basic compensation coefficient; Based on the segmented resistance characteristics, the initial value of the segment top thrust compensation coefficient is optimized by the transition segment compensation coefficient to obtain the optimized transition segment compensation coefficient. The compensation coefficient application process is performed on the optimized transition section compensation coefficient and the dynamic adjustment strategy of the top thrust to obtain the compensation coefficient application strategy. By integrating and optimizing the transition section compensation coefficient and the compensation coefficient application strategy, the section top thrust compensation coefficient is obtained.

7. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S4 includes the following steps: The pipe wall thickness distribution scheme is determined based on the jacking force optimization scheme and the section jacking force compensation coefficient; Based on the pipe wall thickness distribution scheme and the path crossing resistance index, stress analysis under water pressure is performed to obtain the water pressure stress influence coefficient. The deformation resistance capacity is evaluated based on the influence coefficient of water pressure stress, and the deformation resistance capacity evaluation data is obtained. Based on the deformation resistance assessment data and the pipe wall thickness distribution scheme, the structural optimization scheme was verified, and a structural optimization verification report was obtained. The stress adaptability coefficient of the pipe is calculated based on the structural optimization verification report and the deformation resistance assessment data. Based on the pipe stress adaptability coefficient, structural optimization verification report, and pipe wall thickness distribution scheme, the pipe structure design is carried out to obtain the pipe structure implementation plan.

8. The design method for large-diameter, long-distance rock jacking pipes crossing reservoirs according to claim 1, characterized in that, Step S4 analyzes the rigid-flexible transition connection structure of the jacking pipe, which includes: The connection function requirements data are determined based on the pipe wall thickness distribution scheme and the section thrust compensation coefficient. The design parameters for the rigid section are determined based on the connection function requirements data and the pipe wall thickness distribution scheme. The design parameters of the flexible part are determined based on the connection function requirements data and the design parameters of the rigid part. The design parameters of the transition section are determined based on the design parameters of the rigid and flexible sections. By integrating the design parameters of the rigid part, the flexible part, and the transition part, the design parameters for the rigid-flexible transition connection are obtained.

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