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

Abstract

The invention relates to the technical field of underground engineering and pipe jacking construction, in particular to a large-diameter long-distance reservoir crossing rock pipe jacking design method. The method comprises the following steps: collecting parameters of a hard rock sample, and carrying out rock mass-underground water coupling stress field modeling to obtain a rock mass-underground water stress field distribution diagram; calculating a rock-water stress field density coefficient according to the rock mass-groundwater stress field distribution diagram; performing multi-parameter crossing path planning according to the rock-water stress field density coefficient to obtain a crossing path scheme set; calculating a path crossing resistance index according to the crossing path scheme set; determining an optimized crossing path scheme according to the path crossing resistance index; and performing segmented jacking force dynamic analysis according to the optimized crossing path scheme to obtain segmented resistance characteristics and a jacking configuration parameter scheme. According to the method, safe and efficient implementation of large-diameter long-distance reservoir crossing rock pipe jacking engineering is achieved by combining rock mass characteristic analysis, path optimization planning and jacking force dynamic control.

Description

Technical Field

[0001] The present invention relates to the technical field of underground engineering and jacking pipe construction, in particular to a design method for a large-diameter rock jacking pipe that crosses a reservoir over a long distance. Background Art

[0002] Traditional rock mass stress field assessments often only consider static geostress and lack a holistic analysis of hard rock-groundwater coupling (high water pressure and seepage), resulting in distorted stress predictions in high-water-level reservoir sections. Existing path planning often focuses on elevation or obstacle avoidance, failing to quantitatively integrate multi-source information such as rock hardness, joint development, water pressure, and stress distribution into optimization models, making it difficult to obtain the lowest-risk crossing route in complex hard rock reservoir areas. Thrust force design still relies on a static "single maximum value + empirical margin" approach, failing to compensate for friction accumulation, cutting resistance fluctuations, and directional deviations during long-distance jacking during construction. This can lead to pipe jams, high energy consumption, and equipment over-provisioning. In summary, existing technologies face challenges such as insufficient understanding of complex rock-water environments, simplistic path planning, and static jack force control that urgently need to be addressed. Summary of the Invention

[0003] Based on this, it is necessary to provide a design method for a large-diameter rock jacking pipe that crosses a reservoir over a long distance to solve at least one of the above technical problems.

[0004] To achieve the above objectives, a method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing is provided, comprising the following steps: Step S1: Collect hard rock sample parameters and perform rock-groundwater coupled stress field modeling to obtain a rock-groundwater stress field distribution map; calculate the rock-water stress field density coefficient based on the 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 crossing path solution set; calculate the path crossing resistance index based on the crossing path solution set; and determine the optimized crossing path solution based on the path crossing resistance index; Step S3: Perform segmented jacking force dynamic analysis based on the optimized crossing path plan to obtain segmented resistance characteristics and jacking configuration parameter plans; perform jacking force dynamic adjustment based on the jacking configuration parameter plans to obtain a jacking force dynamic adjustment strategy; calculate segmented jacking force compensation coefficients based on the jacking force dynamic adjustment strategy and segmented resistance characteristics; and generate a jacking force implementation optimization plan based on the segmented jacking force compensation coefficients. Step S4: Design the pipe wall thickness according to the optimization scheme implemented based on the jacking force, analyze the rigid-flexible transition connection structure of the jacking pipe, and calculate the pipe stress adaptation coefficient; design the pipe structure according to the pipe stress adaptation coefficient to obtain the pipe structure implementation plan.

[0005] The present invention uses refined core testing, acoustic wave and water pressure testing methods, combined with a three-dimensional coupled finite element model, to obtain a spatially continuous rock-groundwater joint stress field distribution; then, through weight conversion and water pressure correction, a rock-water stress field density coefficient curve is formed. This curve uses quantitative indicators to reveal high stress concentration areas, high water pressure coupling areas, and potential construction resistance peak areas along the line, providing a direct numerical basis for subsequent path evaluation and thrust calculation, making geological risk identification more accurate, significantly reducing the number of detection wells, and simultaneously improving the efficiency of early-stage surveys and design decisions. With the help of multi-source geological and hydrological information rasterization and the A* three-dimensional optimization algorithm, the rock-water stress field density coefficient, rock hardness correction coefficient, weak layer distribution at the bottom of the reservoir, and curvature and slope constraints are comprehensively considered to automatically generate multiple candidate routes; then, through weight analysis and the crossing resistance index evaluation system, the route with the lowest comprehensive resistance is selected as the optimized path. This method effectively avoids areas of high-hardness rock, deep silt, and high water pressure, reducing the total resistance to crossing by an average of 15% to 25%. It also shortens the route length and reduces the frequency of curvature changes, resulting in a corresponding reduction in overall construction period, energy consumption, and equipment wear. A closed-loop system combining segmented jacking force analysis, real-time monitoring feedback, and multi-point jack distribution control allows for targeted configuration of jacking equipment and continuous adaptive adjustment of thrust and torque during construction. By compensating for sudden changes in jacking resistance, machine jams caused by insufficient thrust and pipe section damage caused by excessive thrust can be avoided. Practical results show that jacking speed fluctuations are reduced by over 30%, energy consumption per section is reduced by approximately 12%, and deviation correction accuracy can be controlled within ±10 mm, significantly improving the safety and stability of pipe jacking. Utilizing three-dimensional load-controlled wall thickness calculation, standard wall thickness grading, and tapered transition design, the two major goals of "thickening on demand" and "flexibility and rigidity synergy" are achieved: First, thickened wall pipes are used in sections with high water pressure and high axial pressure, supported by rigid sleeves to ensure a strength and stability safety factor exceeding 2.0. Second, thinner wall thicknesses are used in ordinary sections, along with flexible seals and transition linings, to release displacement and disperse stress concentration. Combined with the stress adaptation coefficient distribution, reduction corrections are implemented at the joints to effectively avoid local over-limits. Verified by loading at 1.5× the design water pressure and 0.05D curvature, the pipe exhibits no leakage, buckling, or instability. Overall steel usage is reduced by approximately 8%, installation efficiency is increased by 20%, and long-term operational reliability is significantly enhanced. Therefore, the present invention provides a design method for large-diameter rock jacking pipes that cross reservoirs over long distances. By establishing a "rock-water stress field density coefficient", accurate quantification of the coupling effect between rock mass and water pressure is achieved. The "crossing resistance comprehensive index" and "multi-parameter path optimization method" are introduced to solve the path planning problem in complex hard rock reservoir environments. The "dynamic compensation system for jacking force" and "section jacking force compensation coefficient" are developed to realize real-time monitoring and intelligent adjustment of jacking force.This systematic technical solution organically combines rock property analysis, path optimization planning, dynamic control of jacking force and pipe structure design, realizing the safe and efficient implementation of large-diameter and long-distance rock jacking projects across reservoirs, filling the technical gap in this field. BRIEF DESCRIPTION OF THE DRAWINGS

[0006] Figure 1 The figure is a schematic flow chart of the steps in the design of a large-diameter rock jacking pipe for long-distance crossing of a reservoir.

[0007] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments. DETAILED DESCRIPTION

[0008] The following is a clear and complete description of the technical method of the present invention in conjunction with the accompanying drawings. It is obvious that the embodiments described are part of the embodiments of the present invention, but not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without making any creative efforts are within the scope of protection of the present invention.

[0009] In addition, the accompanying drawings are merely schematic illustrations of the present invention and are not necessarily drawn to scale. Identical reference numerals in the figures denote identical or similar parts, and thus repetitive descriptions thereof will be omitted. Some of the block diagrams shown in the accompanying drawings are functional entities that do not necessarily correspond to physically or logically separate entities. These functional entities may be implemented in software, in one or more hardware modules or integrated circuits, or in different network and / or processor and / or microcontroller approaches.

[0010] It should be understood that although the terms "first," "second," and the like may be used herein to describe various elements, these elements should not be limited by these terms. These terms are used solely to distinguish one element from another. For example, a first element may be referred to as a second element, and similarly, a second element may be referred to as a first element, without departing from the scope of the exemplary embodiments. The term "and / or" as used herein includes any and all combinations of one or more of the listed associated items.

[0011] In the embodiment of the present invention, reference Figure 1 FIG. 1 is a schematic flow chart of the steps of the method for designing a large-diameter, long-distance rock jacking pipe for crossing a reservoir according to the present invention. In this example, the method for designing a large-diameter, long-distance rock jacking pipe for crossing a reservoir comprises the following steps: Step S1: Collect hard rock sample parameters and perform rock-groundwater coupled stress field modeling to obtain a rock-groundwater stress field distribution map; calculate the rock-water stress field density coefficient based on the rock-groundwater stress field distribution map; In the embodiment of the present invention, granite cores of different weathering levels are extracted at predetermined drilling locations, and indoor tests such as uniaxial compression, tension, shear, rebound value, porosity, etc. are completed and a rock mechanics database is established; acoustic wave testing and water pressure testing are carried out in the borehole to inversely calculate the dynamic / static elastic modulus, Poisson's ratio and permeability coefficient; the water level of the reservoir and the groundwater monitoring well for many years are collected, and a seepage finite element model is established to obtain the pore water pressure distribution and quantify the water pressure influence coefficient; a three-dimensional geological body is constructed and the rock elastic parameters, deadweight and tectonic stress boundary are assigned, and the rock-groundwater coupled finite element calculation is completed, and the total stress tensor and water pressure field are output; and the rock pressure field is extracted every 10m along the jacking pipe path. 、 、 and HPC, calculate the foundation stress density coefficient according to the weights α, β, and γ , then press Obtain the rock-water stress field density coefficient Continuous curve.

[0012] Step S2: Perform multi-parameter crossing path planning based on the rock-water stress field density coefficient to obtain a crossing path solution set; calculate the path crossing resistance index based on the crossing path solution set; and determine the optimized crossing path solution based on the path crossing resistance index; In the embodiment of the present invention, The terrain sedimentary layer characteristics at the bottom of the reservoir, the rock hardness correction coefficient and the fault joint information are rasterized to give the crossing cost value, and multiple paths that meet the curvature and slope constraints between the starting and ending points are searched in the three-dimensional A* algorithm network to form a solution set; the cross-section of each path is read in a segmented manner. , hardness coefficient, joint density, water depth and other indicators, and the weights are obtained by using the hierarchical analysis method , calculate the cross-section penetration resistance basic index , calculate the average value of each path as RTI and sort them. The path with the minimum RTI is the optimized crossing path solution.

[0013] Step S3: Perform segmented jacking force dynamic analysis based on the optimized crossing path plan to obtain segmented resistance characteristics and jacking configuration parameter plans; perform jacking force dynamic adjustment based on the jacking configuration parameter plans to obtain a jacking force dynamic adjustment strategy; calculate segmented jacking force compensation coefficients based on the jacking force dynamic adjustment strategy and segmented resistance characteristics; and generate a jacking force implementation optimization plan based on the segmented jacking force compensation coefficients. In the embodiment of the present invention, the 2517m line is divided into five jacking sections according to the RTI mutation point and the location of the working well based on the optimized path. The cutting resistance, friction resistance and water pressure additional resistance of each section are analyzed to obtain the maximum foundation jacking force. ; Calculate the direction correction force by combining the curve radius and the lateral resistance of the rock properties ,according to × Safety factor selection of main jacking jack and relay jacking system; install pressure, displacement, posture, soil pressure and water pressure sensors between the working well and the relay to form a monitoring system, generate jacking force change characteristic spectrum through real-time sampling and extract dynamic adjustment coefficient based on PID algorithm; use total thrust and torque balance equation to analyze the instantaneous thrust of each jack, form jacking force distribution strategy and execute it in closed loop; calculate the basic compensation coefficient of the section according to the three weights β of average resistance, fluctuation amplitude and directional difficulty, obtain the compensation coefficient function along the line after smooth transition and embed it into the control logic, output the jacking force implementation optimization plan.

[0014] Step S4: Design the pipe wall thickness according to the optimization scheme implemented based on the jacking force, analyze the rigid-flexible transition connection structure of the jacking pipe, and calculate the pipe stress adaptation coefficient; design the pipe structure according to the pipe stress adaptation coefficient to obtain the pipe structure implementation plan.

[0015] In the embodiment of the present invention, The curve and compensation coefficient function are converted into axial pressure requirements, and the axial compressive stress control wall thickness is obtained by combining the water depth external pressure and soil pressure loading state. , hoop stress controls wall thickness , anti-buckling control wall thickness , take the maximum value of the three as the minimum wall thickness requirement of the partition; round up according to the four-level standards of 20mm, 22mm, 25mm, and 28mm and arrange a tapered gradual transition section at the wall thickness change to generate a wall thickness distribution plan; the rigid-flexible transition connection adopts a Q345B steel sleeve (thickness ≥16mm, reinforcement ring × 2), 45# steel conical liner (cone angle 7°), EPDM rubber ring (width 60mm, compression volume 20%, containing stainless steel skeleton) and PTFE gasket combination, thermal interference and double-sided submerged arc welding assembly and verified by 1.5× water pressure and curvature 0.05D test; the finite element model is loaded with a combination of jacking, external pressure, and earth pressure, extracts the equivalent stress and radial deformation, calculates the stress ratio, deformation ratio, safety factor ratio and weights Generate segmented stress adaptation values ​​and multiply the joints by the reduction factor C_joint to obtain the final PSA distribution. Prepare complete implementation documents for pipe manufacturing, inspection, and installation based on the wall thickness plan, connection design, and PSA curve.

[0016] Preferably, step S1 includes: Step S11: collecting parameters of hard rock samples of different hardness and weathering degrees; Step S12: testing rock mass elasticity and permeability parameters according to hard rock sample parameters; Step S13: Collect reservoir water level and seepage change data and calculate the water pressure influence coefficient; Step S14: Modeling the rock mass-groundwater coupled stress field based on the water pressure influence coefficient, rock mass elasticity and permeability parameters to obtain a 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 diagram and the water pressure influence coefficient.

[0017] In an embodiment of the present invention, core drilling is performed at preset drilling locations in the project area (e.g., pile number CYKB136, pile number CYKB141, etc.) to obtain representative granite core samples at different buried depths along the designed jacking pipe line. The collected core samples are classified according to their degree of weathering (distinguishing between complete weathering, strong weathering, weak weathering, and slight weathering) and macro-hardness. The classified core samples are sent to the rock mechanics laboratory and tested for physical and mechanical parameters using standard testing equipment. A universal testing machine or a hydraulic servo testing machine is used to perform a uniaxial compressive strength test on core samples that meet the size requirements. An axial load is applied until the sample is destroyed, the peak load is recorded, and the uniaxial compressive strength ( The tensile strength of rock is tested by Brazilian splitting method or direct tensile method ( ). Use a direct shear apparatus or a triaxial shear apparatus to conduct a shear strength test on the rock sample to obtain the internal friction angle of the rock ( ) and cohesion ( The bulk density of the rock is determined by weighing and volume measurement ( ). Use saturated water absorption method or drying method to measure the porosity of rock ( ) and natural moisture content ( Use Schmidt rebound hammer to conduct rebound strength test on the surface of core samples or rock outcrops in the engineering area to obtain the surface hardness index of the rock (rebound value The above test results are compiled into a database of basic physical and mechanical parameters of rock mass.

[0018] Using the database of basic physical and mechanical parameters of rock mass and combining with field testing methods, we can obtain the elastic modulus, Poisson's ratio and permeability coefficient of rock mass. We can conduct acoustic wave testing in the borehole, lower the acoustic wave probe downward, transmit and receive the acoustic wave, and measure the longitudinal wave velocity of the acoustic wave in the rock mass at different depths ( ) and shear wave velocity ( ). According to the rock bulk density ( , 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 is the rock density, , is the acceleration due to gravity; By conducting a water pressure test (Lugeon test) in a borehole, pressurized water is applied to a specific section of the borehole, and the corresponding relationship between the injection volume, pressure and time is measured to calculate the permeability coefficient of the rock mass ( Combined with the stress-strain curve obtained from the indoor triaxial compression test, the static elastic modulus of the rock is calculated ( ) and the static Poisson's ratio ( ). Establish empirical or theoretical correlations between dynamic elastic parameters and static elastic parameters, and conduct a comprehensive analysis of indoor and field test results to determine the representative elastic modulus and Poisson's ratio distribution values ​​and permeability coefficient distribution values ​​of rock masses with different weathering degrees and different burial depths.

[0019] Collect historical data on water level changes in the project area's reservoirs in recent years, including the highest water level, lowest water level, and average water level over the years. Also collect water level data from existing groundwater monitoring wells within the project area, and analyze how groundwater levels change with reservoir water levels. Based on geological survey data, establish a hydrogeological conceptual model for the project area, determine the distribution of major aquifers and aquicludes, and determine water-conducting structures such as faults and joints. Use groundwater flow numerical simulation methods (e.g., seepage models based on finite element or finite difference principles) and input the permeability coefficient of the rock mass ( , obtained from S12) and boundary conditions such as reservoir water level and groundwater level, simulate the seepage field and pore water pressure of groundwater in rock mass under different reservoir water level conditions (such as maximum water level, normal water level) ( ) distribution. Calculate the water pressure coefficient (HPC), which represents the degree of influence of water pressure on the effective stress or strength of the rock mass. For example, HPC can be defined as the ratio of pore water pressure to overburden effective stress ( ), ,in is the vertical effective stress without considering high pore water pressure; or it is defined as the reduction ratio of the effective stress of the rock mass after considering the water pressure. ,in is the effective stress without water pressure, In order to consider the effective stress after water pressure, the HPC values ​​under different reservoir water levels were extracted along the proposed pipe jacking path to form the distribution data of water pressure influence coefficient.

[0020] Based on detailed geological survey data (including drilling, geophysical exploration, geological mapping, etc.), a three-dimensional geological model of the project area is established, and rock units with different lithologies and different weathering degrees and main geological structures (faults, main joint groups) are finely divided. Parameters such as rock elastic modulus, Poisson's ratio and rock bulk density are assigned to the corresponding rock units in the three-dimensional geological model. Initial stress boundary conditions are applied, including the self-weight stress caused by the gravity field and the regional tectonic stress (if relevant data are available). At the same time, according to the pore water pressure under different reservoir water level conditions ( ) distribution and use it as the input of the coupling field. Using the numerical calculation method of geotechnical engineering coupling analysis (for example, finite element coupling analysis based on effective stress principle and poroelasticity theory), the stress field and deformation field of the rock mass under the combined action of deadweight, tectonic stress and pore water pressure are solved. The total stress in the rock mass is calculated by the model ( ), effective stress ( ) and pore water pressure ( ) distribution. Extract the total stress tensor of each point along the proposed jacking path and calculate the principal stress ( The calculation results are visualized in the form of a three-dimensional stress field distribution diagram.

[0021] Stress distribution data and water pressure influence coefficients are extracted along the predetermined crossing path from the rock mass-groundwater stress field distribution diagram. Then, the basic 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 influence on the basic stress density coefficient to obtain the water pressure corrected stress density coefficient. Finally, these water pressure corrected stress density coefficients are integrated across the entire line to obtain the rock-water stress field density coefficient distribution data reflecting the stress state of the rock mass itself and the water pressure coupling effect along the jacking path.

[0022] Preferably, step S15 includes the following steps: Step S151: extracting stress distribution profiles from the rock mass-groundwater stress field distribution map to obtain path stress distribution data; Step S152: Calculating the foundation stress density coefficient according to the path stress distribution data; Step S153: Calculating the water pressure influence on the foundation stress density coefficient using the water pressure influence coefficient to obtain a water pressure corrected stress density coefficient; Step S154: integrating the water pressure corrected stress density coefficient with the full-line stress density coefficient to obtain the rock-water stress field density coefficient.

[0023] In an embodiment of the present invention, a three-dimensional rock mass-groundwater stress field distribution model of the engineering area is imported using a 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 broken line is generated along the path direction according to a predetermined pipe jacking crossing path (the path is defined by a series of three-dimensional coordinate points). Sampling points are set at fixed intervals along this path (for example, every 10 meters along the path). At each sampling point, the stress tensor data (including the normal stress component) of the point is extracted from the three-dimensional stress field model. and shear stress components ). Using the stress tensor calculation formula, the principal stress is calculated for the stress tensor of each sampling point to obtain the principal stress ,in is the maximum principal stress, is the minimum principal stress. At the same time, the rock type and weathering degree information of each sampling point are extracted from the geological model, and the water pressure influence coefficient (HPC) corresponding to the point is obtained from the water pressure influence coefficient distribution data. The path position (pile number or distance from the starting point), rock type, principal stress value ( ) and the water pressure influence coefficient (HPC) are recorded to form a path stress distribution data table containing data from all sampling points along the jacking path.

[0024] Using the path stress distribution data table, for each sampling point along the jacking path recorded in the table, determine and calculate the basic stress density coefficient ( ) The required weight coefficient For example, for the slightly weathered granite segment, set the weight coefficient ; For the weakly weathered granite section, set ; For the strongly weathered granite section, set ; For the fully decomposed granite section, set These weight coefficients reflect the differences in sensitivity of rock masses with different weathering degrees to principal stresses in different directions. The hard rock section focuses more on the influence of the maximum principal stress. For each sampling point, the extracted principal stress value ( ) is substituted into the foundation stress density coefficient calculation formula: , calculate the basic stress density coefficient value of the point. Record the calculated σ0 value together with the corresponding path position to form a series of basic stress density coefficient values ​​along the jacking path.

[0025] Using the foundation stress density coefficient series value and the water pressure influence coefficient (HPC) of each sampling point along the jacking path, the corresponding foundation stress density coefficient ( ) and the water pressure influence coefficient (HPC) are substituted into the water pressure corrected stress density coefficient ( ) Calculation formula: In this formula, ( ) is used as a correction factor. When the water pressure influence coefficient HPC is greater than zero, it means that the presence of water pressure (as a coupling effect) will increase the "density" or obstruction of the rock mass stress field on the jacking tunneling, thereby correcting the foundation stress density coefficient. The value of HPC directly reflects the degree of reduction of the effective stress of the rock mass by water pressure or its contribution to the total stress field. By multiplying ( ), quantifying the coupling effect of water pressure 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 jacking path.

[0026] The series of water pressure corrected stress density coefficient values ​​are sorted and organized according to their corresponding path positions (pile numbers or distances from the starting point). These values ​​represent the "density" of the comprehensive stress field after considering the rock mass's own stress state and the coupling effect of water pressure at different locations along the jacking path. The data of these discrete sampling points are integrated to form the rock-water stress field density coefficient along the entire 2517-meter jacking line ( ) continuous distribution curve or table. For example, a two-dimensional graph can be drawn, with the horizontal axis representing the distance or pile number of the pipe jacking path and the vertical axis representing the corresponding rock-water stress field density coefficient ( ) value. A smoother distribution curve can be obtained by data interpolation (such as linear interpolation or spline interpolation). The final rock-water stress field density coefficient ( ) distribution data, which intuitively reflects the comprehensive resistance or difficulty distribution characteristics caused by the coupling of rock stress field and water pressure that pipe jacking will face under different geological and hydrological conditions along the pipe jacking path, and provides key input parameters for subsequent path optimization and thrust force calculation.

[0027] Preferably, the multi-parameter crossing path planning in step S2 includes: Obtain reservoir hydrogeological data and evaluate reservoir bottom characteristics based on the rock-water stress field density coefficient to obtain reservoir bottom crossing condition assessment data; Calculate the rock resistance coefficient of rocks of different hardness to the jacking pipe based on the hard rock sample parameters; calculate the rock hardness correction coefficient based on the rock resistance coefficient; A set of crossing path schemes is generated based on the reservoir bottom crossing condition assessment data and the rock hardness correction coefficient.

[0028] In the embodiment of the present invention, detailed hydrogeological survey reports, bathymetric data, sediment sampling and analysis reports, and other data of the reservoir area are collected. The reservoir bottom topography, sediment thickness, and physical and mechanical properties (such as shear strength and permeability) are analyzed. Combined with the rock-water stress field density coefficient ( ) distribution data. Within the three-dimensional geological model, the focus is on analyzing the undulating characteristics of the bedrock surface at the reservoir bottom and the contact relationship between the sediment and bedrock. Risk factors for reservoir bottom crossing are assessed, including but not limited to: the impact of deep, weak sediment layers on pipe jacking stability, stress concentration or sudden changes in formation 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 analysis results, the reservoir bottom area is divided into different crossing difficulty levels 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 sharply 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 is generated, describing its geological characteristics, water pressure conditions, and potential construction risks.

[0029] The uniaxial compressive strength of granite with different weathering degrees ( ) and rebound value ( ) and other hardness-related parameters. Establish a relationship model between rock hardness parameters and pipe jacking resistance (e.g., cutting force, crushing force). The model can be established through empirical formulas (based on pipe jacking or shield construction 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 rock. Calculate the rock resistance coefficient ( ).For example, It can be defined as the unit excavation force required to overcome the hardness of the rock, and its value varies with the rock or The rock resistance coefficient ( ), calculate the rock hardness correction coefficient (RHC). RHC can be defined as the resistance increase ratio of different lithologies relative to a certain standard lithology (e.g., weakly weathered rock), or directly related to Value related. For example, ,in It is the resistance coefficient of the reference lithology. Along the 3D geological model of the project area, according to the lithology distribution at different locations, the calculated RHC values ​​are spatially mapped to generate a spatial distribution model of the rock hardness correction coefficient (RHC).

[0030] Determine the precise three-dimensional coordinates of the starting point (e.g., near stake CYB10+970) and end point (e.g., near stake 13+487) of the pipe jacking crossing. Within the three-dimensional space of the project area, consider terrain elevation constraints (the pipe jacking depth must meet cover requirements), high-risk areas identified by reservoir bottom crossing condition assessment data (which should be avoided or traversed with caution), extremely hard rock areas indicated by the spatial distribution model of the rock hardness correction coefficient (RHC) (which should be avoided as much as possible or the crossing distance should be shortened), and other geological structures (e.g., fault zones). Using a path planning algorithm (e.g., a grid-based A* algorithm, Dijkstra algorithm, or a sampling-based RRT algorithm, among other improved algorithms), the project area is divided into a three-dimensional grid. Each grid cell is assigned a crossing difficulty or cost attribute, which comprehensively considers the cell's depth, lithology (reflected by the RHC), reservoir bottom condition assessment results, and potential geological risks. Search for multiple feasible crossing paths between the starting and end points that meet basic geometric constraints (e.g., a minimum turning radius of at least 1000 meters and a maximum slope that meets the pipe jacking machine's climbing capability). During the search process, the algorithm prioritizes grid cells with lower difficulty or cost to traverse, thereby generating a series of alternative paths that avoid or minimize crossing high-risk areas. At least five representative feasible paths (each consisting of a series of ordered three-dimensional coordinate points) are recorded and stored to form a set of traversal path solutions.

[0031] Preferably, calculating the path crossing resistance index in step S2 includes: Path section extraction and data mapping are performed based on the crossing path plan set to obtain path section index data; Perform sensitivity weight analysis based on the path section index data to obtain a set of sensitive weight coefficients; Calculate the basic index of crossing resistance based on the path section index data and the sensitive weight coefficient set; The path crossing resistance index is calculated based on the crossing resistance basic index.

[0032] In the embodiment of the present invention, a set of multiple alternative crossing path solutions is imported using a three-dimensional geographic information system or an engineering geological analysis platform. For each path, sampling sections are set along its spatial curve direction at preset fixed intervals (for example, every 10 meters or 20 meters). For each sampling section, the geological parameters and environmental parameter values ​​corresponding to the center point of the section are extracted or obtained through spatial interpolation. These parameters include but are not limited to: rock-water stress field density coefficient ( ), rock hardness correction coefficient (RHC), difficulty level or specific indicators of the area where the section is located in the reservoir bottom crossing condition assessment data (such as sediment thickness, bedrock undulation), weathering degree of the rock mass where the section is located in the detailed geological data, the attitude (dip, inclination) of the main joint group, joint density (such as RQD value or joint spacing), the influence of the fault zone, and the reservoir water depth or pore water pressure (HP) corresponding to the section location. The location information of each section (path number, section pile number or distance from the starting point) and its corresponding parameter values ​​( , RHC, bottom condition index, weathering degree, joint occurrence, joint density, fault influence, HP, etc.) are integrated into a detailed data table, namely the path section index data.

[0033] Using the path section index data, sensitivity weight analysis is carried out. The purpose of this analysis is to determine the relative importance of various geological and environmental parameters to the resistance of pipe jacking. This can be done by combining the expert scoring method with the analytic hierarchy process (AHP). Organize experts in the fields of geotechnical engineering, pipe jacking construction, hydrogeology, etc. to compare the various parameters in the path section index data (such as rock-water stress field density coefficient, rock hardness correction coefficient, joint development degree, water pressure, weak layer at the bottom of the reservoir, etc.) in pairs to evaluate their relative influence on the resistance of pipe jacking. For example, in a hard rock reservoir environment, rock-water stress field density and rock hardness are considered to be the main sources of resistance, followed by joint development and water pressure. The expert judgment results are input into the analytic hierarchy process model to construct a judgment matrix, and consistency test and weight calculation are performed. The weight coefficients of the main parameters (such as rock-water stress field density coefficient, rock hardness correction coefficient, joint influencing factor, water pressure influencing factor, etc.) are calculated ( The sum of these weight coefficients is 1, which represents the contribution ratio of each parameter to the total crossing resistance. A sensitive weight coefficient set containing these weight coefficients is formed.

[0034] Using the path section index data and sensitive weight coefficient set. For each section in the path section index data table, according to the parameter values ​​recorded ( , RHC, bottom condition index, joint density, HP, etc.) and sensitive weight coefficient set ( First, it is necessary to convert non-numerical indicators (such as weathering degree, bottom difficulty level) or complex indicators (such as the influence of the angle between joint occurrence and path direction) 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 the driving force). Then, a weighted summation method is used to calculate the BRI. .For example, The factor can be negatively correlated with the RQD value, and the HP factor can be directly taken as the pore water pressure value. The calculated BRI value is recorded together with the corresponding cross-section position to form a series of values ​​of the basic index of crossing resistance along each alternative path.

[0035] Using the basic index of penetration resistance along each alternative path ( ) series values. In order to comprehensively evaluate and compare the difficulty of crossing the entire path, it is necessary to The series of values ​​are integrated into a representative path crossing resistance index ( One way to calculate this is to take the average of the BRI values ​​for all sections along the path: ,in It is The basic resistance index of each section, is the total number of sections along the path. Another method is to calculate The cumulative sum of the values, or considering the maximum The value is used as the key control indicator. In this embodiment, the average value is used as For each alternative path, calculate the The average value of the value is obtained for this path Value. Compare and sort values. The smaller the value, the lower the comprehensive crossing resistance of the path, and the smaller the construction difficulty and risk. The value will be used in subsequent steps to screen alternative path solutions and determine the optimal crossing path solution.

[0036] Preferably, the dynamic analysis of the segmented jacking force in step S3 includes: Divide the jacking section according to the optimized crossing path plan and the path crossing resistance index to obtain the jacking section data; According to the jacking section data, the jacking assistance analysis is carried out to obtain the segmented resistance characteristics; Calculate foundation thrust demand data based on segmented resistance characteristics; Calculate the directional deviation correction force based on the optimized crossing path plan and segmented resistance characteristics to obtain the directional correction force requirement data; The parameters of the jacking equipment are configured according to the foundation jacking force requirement data and the direction correction force requirement data to obtain a jacking configuration parameter solution.

[0037] In this embodiment of the present invention, the plan and longitudinal sections of the optimized crossing path (OTP) plan, along with the RTI distribution curve along the path, are used to divide the 2,517-meter-long pipe jacking route into several jacking sections, taking into account the topographical conditions and geological variations (particularly the fluctuations in the RTI curve), as well as the feasibility of the work pit layout. The length of each jacking section is controlled within the range of 300 to 500 meters based on experience with large-diameter pipe jacking and equipment capabilities. The principles of division include: Try to divide areas with relatively gentle RTI value changes into sections; consider setting up work pits or demarcation points at locations with significant abrupt changes in RTI values ​​(for example, from weakly weathered rock to slightly weathered hard rock); and consider the location of work pits to meet construction site, traffic, and safety requirements. For example, the 2,517-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 work pits located at the start of each section. The starting and ending pile numbers, length, burial depth range of each jacking section and the corresponding RTI curve distribution characteristics of the section are recorded to form jacking section data containing all jacking section information.

[0038] Utilizing jacking section data, a detailed analysis of jacking resistance was conducted for each segment. For each jacking section, the geological conditions (lithology, degree of weathering, joint development, faults, etc.) and hydrological conditions (groundwater level, reservoir water pressure) along the section were analyzed, combining detailed geological data and rock mass parameters. Based on these geological and hydrological characteristics, the primary components of jacking resistance in that section were identified. The main resistance types include: cutting resistance from the jacking machine cutting the rock head-on; frictional resistance between the outer wall of the pipe section and the surrounding rock or soil; additional resistance generated by corrective or curved jacking; and additional resistance due to high water pressure. Based on the RTI distribution curve for that section, the average RTI value, maximum RTI value, and RTI variation were analyzed, which directly reflect the overall resistance level and uniformity of that section. For example, a jacking section traversing slightly weathered hard rock and located at the bottom of a reservoir would be characterized by high cutting resistance, high frictional resistance, and significant additional water pressure resistance, with high RTI values ​​and minimal fluctuation. The main resistance type, resistance level (such as the average RTI value) and change characteristics (such as the RTI fluctuation range) of each jacking section are described and recorded to form segmented resistance characteristic data.

[0039] Using the segmented resistance characteristic data, the basic jacking force required for each jacking section under ideal conditions (without considering dynamic adjustment and direction deviation) is calculated. The basic jacking force mainly includes the cutting resistance of the jacking machine cutting the rock head-on and the friction resistance between the pipe section and the surrounding rock. Cutting resistance ( ) is calculated based on the rock breaking capacity of the pipe jacking machine and the rock strength, e.g. ,in is the excavation area of ​​the pipe jacking machine ( , The pipe diameter is 2.8 meters). is the uniaxial compressive strength of the rock mass obtained from S11 or the equivalent rock strength inferred from RTI, is a coefficient related to the cutterhead type and rock machinability. The calculation of ) takes into account the contact force and friction coefficient between the pipe segment and the surrounding rock. For long-distance jacking, the cumulative effect of friction needs to be considered, such as ,in is the jacking distance, The jacking distance Normal pressure on the outer wall of the pipe section (affected by the overlying rock and soil pressure and water pressure), The jacking distance The friction coefficient between the pipe joint and the surrounding rock (affected by rock properties, lubrication, etc.). Calculate the maximum cumulative foundation thrust required when each jacking section is jacked to the farthest end ( ), which is equal to the cutting resistance at the end of the segment plus the cumulative friction resistance along the entire length of the segment. The maximum basic jacking force requirement for each jacking segment is recorded to form the basic jacking force requirement data.

[0040] Utilize the plane curve parameters (especially the curvature radius) and segment resistance characteristic data of the optimized crossing path plan (OTP). Analyze the path geometry characteristics along each jacking segment to identify areas with curved segments or areas that require directional adjustment (correction). Curved jacking will cause the pipe segment to bend, generating bending stress, which needs to overcome the resistance caused by bending stiffness ( ,in is the elastic modulus of the pipe, is the moment of inertia of the pipe section, is the length of the curve segment, is the radius of curvature). In addition, in order to achieve directional adjustment, the pipe jacking machine usually adopts differential jacking (different jacking forces in different directions) or cutting ring cutting. These operations require additional correction force to overcome uneven resistance and change the direction of advancement. According to the rock properties of the section (especially the lateral geotechnical pressure and friction) and water pressure conditions (causing lateral unevenness of the surrounding rock), the additional correction force required for directional adjustment is calculated ( For example, when correcting the deviation in a hard rock section, it is necessary to overcome greater lateral resistance. Determine the maximum directional correction force required for each jacking section under the most unfavorable directional adjustment conditions ( ). Record the maximum directional correction force requirement for each jacking section to form the directional correction force requirement data.

[0041] Using foundation thrust demand data ( ) and direction correction force requirement data ( Calculate the total design thrust force of the thrust system required for each working well ( ). ,in = is a safety factor, ranging from 1.2 to 1.5, to account for uncertainties and unexpected situations 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. Based on F_design, the total tonnage of the required jacks is determined. The number of jacks and the rated thrust of each jack are then determined based on the working shaft space, pipe segment dimensions, and jacking machine structure. For example, if the total design jacking force for a working shaft is calculated to be 12,000 tons, 16 800-ton hydraulic jacks (total thrust of 12,800 tons) or 20 650-ton hydraulic jacks (total thrust of 13,000 tons) can be configured. Furthermore, considering long-distance jacking, intermediate relay rooms and intermediate jacks are required. The thrust configuration, jack stroke, cylinder operating pressure, and corresponding hydraulic pump station power are determined for the main and intermediate jacking systems. Record the jacking system configuration of each working well (number of jacks, model, total thrust, hydraulic system parameters) and the configuration plan of the intermediate jacking system to form a jacking configuration parameter plan that includes the technical parameters of all jacking equipment.

[0042] Preferably, the dynamic adjustment of the thrust force in step S3 includes: Determine the location of key monitoring points based on the segmented resistance characteristics, configure sensors based on the jacking configuration parameter plan, and obtain the monitoring system layout plan; The monitoring system layout scheme is used to collect and analyze the data of the jacking force variation to obtain the jacking force variation characteristic spectrum; Determine the dynamic adjustment coefficient according to the characteristic spectrum of the jacking force change; The multi-point jacking force distribution analysis is carried out based on the dynamic adjustment coefficient and the jacking configuration parameter scheme to obtain the jacking force distribution strategy; The process is dynamically controlled according to the jacking force distribution strategy and the dynamic adjustment coefficient to obtain the jacking force dynamic adjustment strategy.

[0043] In an embodiment of the present invention, segmented resistance characteristic data is used to identify sections along the jacking path where high resistance areas, areas with severe resistance fluctuations, or geological abrupt interfaces exist. These areas are the key sections that require the most precise control and monitoring during the jacking process. Combined with a jacking configuration parameter scheme, this scheme determines the number and location of the main jacking working shaft and intermediate relay rooms, as well as information on the hydraulic jacks, intermediate jacks, and other equipment deployed at each location. High-precision pressure sensors are installed on each hydraulic jack in the main jacking working shaft and each intermediate relay room's main jacking equipment to measure the working pressure of each jack in real time and thereby calculate its output jacking force. Displacement sensors (e.g., wire displacement meters or linear encoders) are installed on the main jacking work 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. Install attitude sensors (e.g., inclinometers, electronic levels, or coordinate monitoring with a total station) 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 pipe jacking machine and pipe sections in real time, reflecting deviations in their forward direction. In addition, consider installing earth pressure cells and pore water pressure sensors at key locations on the pipe jacking machine panel and the outer wall of the pipe sections to monitor the head-on and lateral surrounding rock stress and water pressure, directly reflecting the actual reaction force of the stratum to tunneling. Depending on the location and length of key sections, increase the monitoring frequency of these areas or deploy more sensors. Record the type, model, installation location, quantity, data acquisition frequency, and transmission method of all sensors in detail to form a monitoring system layout plan.

[0044] According to the monitoring system layout plan, establish a data acquisition system. Connect various sensors located in the main jacking work pit, intermediate relay room, jacking machine head, and pipe sections to a data acquisition unit or industrial control computer via data cables or wirelessly. Set the data acquisition unit to synchronously collect raw data from all sensors at a frequency of at least 1 Hz (e.g., 10 Hz), including jack pressure, jacking frame displacement, attitude angle, soil pressure, and pore water pressure. This raw data is received and processed in real time: jack pressure is converted into individual jack thrust (force = pressure × effective area); individual jacking forces are accumulated to obtain total jacking force; displacement change rate is calculated to obtain jacking speed; and attitude sensor data is analyzed to obtain real-time pitch and yaw angles. This processed real-time data (total jacking force, individual jack forces, jacking speed, attitude angle, real-time soil and water pressure, etc.) is recorded and stored according to jacking distance or time. By analyzing stored historical data, we generate graphs that reflect how parameters such as jacking force, speed, and posture change with jacking distance. These graphs include total jacking force versus jacking distance, friction force of each pipe segment versus jacking distance (calculated by subtracting headwind and front-end friction from total thrust), and machine posture versus jacking distance. These graphs and data sets, reflecting the dynamic changes in parameters during the jacking process, are known as the jacking force variation characteristic spectrum.

[0045] The characteristic spectrum of jacking force variation is used to analyze the response characteristics of parameters such as jacking force, speed, and posture to changes in geological conditions during the actual jacking process. For example, analyze how the total jacking force increases rapidly when the pipe jacking machine enters the hard rock section; how the posture is easily offset when encountering a joint fracture zone; and how much jacking force increment is required when the water pressure increases. Based on these measured dynamic response characteristics, the key parameters for the dynamic adjustment algorithm of the jacking force, namely the dynamic adjustment coefficient, are determined. For example, if a dynamic adjustment algorithm based on proportional-integral-differential (PID) control is used to control the jacking speed and direction, it is necessary to determine the speed controller's 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 employed, the parameters and thresholds within the fuzzy or expert rules must be determined based on the characteristic spectrum. For example, a rule such as "When the total thrust exceeds the set value by 10% and the speed decreases by more than 5%, it is considered hard rock; the total thrust should be appropriately increased and the target jacking speed should be reduced" and its corresponding adjustment amplitude parameters can be set. This set of parameters, determined through analysis of measured data, constitutes the dynamic adjustment coefficients.

[0046] The dynamic adjustment coefficient and the jacking configuration parameter scheme are used. The jacking configuration parameter scheme determines the specific layout of all hydraulic jacks between the main jacking and the intermediate relay (for example, uniform distribution in the circumference or uneven distribution as needed). The goal of the multi-point jacking force distribution analysis is to calculate the precise thrust value that each jack arranged at different positions should output based on the total thrust demand and direction correction demand determined by the dynamic adjustment coefficient. For example, if the control system determines that the total thrust needs to be increased according to the dynamic adjustment coefficient, and adjust the pipe jacking machine's posture upward (reduce the pitch angle), then the distribution algorithm needs to calculate how to adjust the output force of each jack , so that the total force of all jacks , and the torque generated by all jacks ( For the The net upward adjustment torque generated by each jack (the moment arm vector relative to the center of the pipe section) 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 jack, the minimum operating pressure requirement, and the coordinated operation sequence of the different jacks. The analytical process determines the ideal thrust output value of each jack for different combinations of total thrust requirements and directional adjustment requirements, forming a thrust allocation strategy that describes this correspondence.

[0047] The thrust distribution strategy and dynamic adjustment coefficients are integrated into the automatic control system of the pipe jacking machine. The 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 the design target values ​​(such as the target speed and the target attitude determined by the optimized path) to calculate deviations. Using the dynamic adjustment coefficients, the required total thrust adjustment and directional correction are calculated based on these deviations. Then, based on the thrust distribution strategy, these 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 block, precisely controlling the hydraulic oil pressure and flow to each jack to achieve the set output force. This process is a closed-loop control cycle: monitoring → calculating deviations → calculating adjustments → calculating distributed force → executing control → monitoring the new state. For example, if the monitoring jacking speed is lower than the target value and the total thrust is higher than expected, the control system uses the dynamic adjustment coefficients to determine that hard rock has been encountered, calculates the required total thrust increase, and invokes the thrust distribution strategy to calculate the thrust increment for each jack, which is then executed. When the pipe jacking machine's head posture deviates from the optimized path, the control system calculates the required corrective torque, invokes the jacking force distribution strategy to calculate the jacking force differential required to achieve that torque, and performs adjustments. This entire closed-loop, real-time control process constitutes a dynamic jacking force adjustment strategy, ensuring that the pipe jacking machine can automatically and precisely adjust the magnitude and direction of the jacking force based on actual formation conditions and posture deviations, achieving high-precision jacking along the optimized path.

[0048] Preferably, calculating the segment thrust compensation coefficient in step S3 includes: Determine the segment thrust weight coefficient based on the thrust dynamic adjustment strategy and segment resistance characteristics; Calculate the paragraph foundation compensation coefficient according to the paragraph thrust weight coefficient; Calculate the initial value of the paragraph thrust compensation coefficient based on the paragraph foundation compensation coefficient; According to the segment resistance characteristics, the initial value of the segment thrust compensation coefficient is optimized for the transition section compensation coefficient to obtain the optimized transition section compensation coefficient; Applying compensation coefficient to the optimized transition section compensation coefficient and the thrust force dynamic adjustment strategy to obtain the compensation coefficient application strategy; The compensation coefficient of the transition section and the compensation coefficient application strategy are integrated and optimized to obtain the compensation coefficient of the section thrust force.

[0049] In the embodiment of the present invention, a dynamic adjustment strategy for jacking force is used. This strategy describes how the jacking system can be dynamically adjusted based on real-time monitoring feedback (for example, based on speed deviation, attitude deviation, and deviation of total thrust from the expected value). At the same time, segmented resistance characteristics are used. This characteristic describes the resistance level (average RTI, maximum RTI) and resistance variation characteristics (RTI fluctuation amplitude, presence of sudden formation changes) caused by the inherent geological conditions of each jacking section. Combining these two types of information, a set of segment jacking force weight coefficients ( ).For example, It can represent the contribution weight of the average resistance level of the section to the total compensation coefficient. Represents the contribution weight of the resistance change amplitude to the compensation coefficient, Represents the contribution weight of the direction control difficulty to the compensation coefficient. For high resistance sections with relatively uniform geological conditions, The weight of can be set higher; for sections with complex geological conditions and large resistance fluctuations, The weight of can be set higher; for sections with small curve radius or with strata that are prone to posture deviation, The weights can be set higher. These weights reflect whether the emphasis in a particular section is on compensating for high foundation resistance, addressing resistance fluctuations, or addressing directional control needs. Ensure that the sum of the weights for each section is 1. The set of weights determined for each jacking section is recorded to form the section jacking force weight.

[0050] Using the segment jacking force weight coefficient and segment resistance characteristic data. For each jacking segment, according to the quantitative indicators of its segment resistance characteristics (such as the average RTI value of the segment, RTI standard deviation, path curvature of the segment, etc.), combined with the segment jacking force weight coefficient ( ), calculate the basic compensation coefficient of the paragraph. The basic compensation coefficient of the paragraph is a comprehensive quantification of the inherent resistance characteristics of the paragraph, which reflects the relative compensation demand of the paragraph relative to the average difficulty of the entire project or a certain benchmark difficulty. For example, the basic compensation coefficient of the paragraph can be defined as a weighted average, in which various indicators (such as the ratio of the average RTI to the average RTI of the entire line, the ratio of the RTI standard deviation to the standard deviation of the entire line, etc.) are used as input variables, and the weight is the weight coefficient of the paragraph. The calculation formula can be expressed as: Basic compensation coefficient = ×(average / Average across the board )+ ×( Fluctuation range / Average fluctuation range of the entire line)+ ×(Direction Control Difficulty Index / average difficulty index of the entire line) + .... Calculate the basic compensation coefficient value of each jacking section.

[0051] Utilize the segment foundation compensation coefficient value. Convert the segment foundation compensation coefficient of each jacking segment into a proportional factor or increment that can be directly used to adjust the calculated value of the jacking force. For example, if the segment foundation compensation coefficient is 1.2, it means that the comprehensive resistance of the segment is 20% higher than the benchmark. Then the initial value of the segment jacking force compensation coefficient can be set to 1.2, which means that the coefficient of 1.2 needs to be multiplied when calculating the jacking force in this segment. Alternatively, if the foundation 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 is a mapping function, such as a simple linear function Or nonlinear functions are used to ensure that the initial compensation coefficient values ​​reasonably reflect the resistance level represented by the basic compensation coefficients. These initial values ​​constitute a discrete distribution of compensation factors along the jacking path. The initial values ​​of the jacking force compensation coefficients for each jacking segment are calculated.

[0052] Utilizing the initial values ​​of the segmental thrust compensation coefficient and the segmental resistance characteristics, the differences in resistance characteristics and initial compensation coefficient values ​​between adjacent jacking segments are analyzed. If the initial compensation coefficient values ​​show significant jumps at the boundaries between adjacent segments, this can lead to a sudden change in the thrust force command when passing through this boundary during the actual jacking process, hindering the smooth advancement and control of the pipe jacking machine. Therefore, transition segments are required at the segment boundaries. Within each transition segment (for example, extending 10 or 20 meters on either side of the boundary), the compensation coefficient is smoothed. Interpolation methods (such as linear, spline, 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 this 20-meter transition segment using a linear function. After smoothing the transition segments at all segment boundaries, a continuous or segmentally continuous compensation coefficient distribution along the entire pipe jacking line is obtained, thereby optimizing the compensation coefficient for the transition segment.

[0053] Utilize the optimized transition compensation coefficient (a series of compensation factors distributed along the path) and the dynamic thrust adjustment strategy (a set of real-time control algorithms and rules). Define how to integrate the optimized transition compensation coefficient into the control logic for dynamic thrust adjustment. The compensation coefficient application strategy specifies how to read the optimized transition compensation coefficient value corresponding to a certain position on the path when the pipe jacking machine advances to that position, and how to apply this value to the real-time thrust calculation or control. For example, the real-time target total thrust calculation formula can be modified to: ×Optimize the transition compensation coefficient .in, It is the theoretical basic resistance calculated based on the geological conditions of the current position. The optimized transition section compensation coefficient (x) is the value found from the optimized transition section compensation coefficient distribution according to the current jacking position. This is an additional adjustment calculated by the dynamic adjustment strategy based on real-time sensor feedback (such as velocity deviation and attitude deviation). The compensation coefficient application strategy includes a lookup table or function definition for quickly obtaining the corresponding compensation coefficient value based on the current jacking distance, as well as specific rules for integrating this value into the jacking force control algorithm as a multiplicative factor or additive term. This form describes the compensation coefficient application strategy for this integration and usage method.

[0054] The optimized transition compensation coefficient (the distribution of compensation factors along the jacking path) is integrated with the compensation coefficient application strategy (the logical rules for applying this distribution data to real-time dynamic adjustment of jacking force). The resulting segmental jacking force compensation coefficient is not just a numerical distribution along the path; it also encompasses this distribution data and a complete method and parameter set for dynamic jacking force compensation using this data. For example, the optimized transition compensation coefficient distribution can be stored as a data file or database table, which records the compensation coefficient values ​​corresponding to different pile numbers or distances along the path. Simultaneously, the compensation coefficient application strategy is integrated into the control software module of the dynamic jacking force compensation system. This module reads the current jacking position, queries the corresponding compensation coefficient value, and modifies or influences the output instructions for jacking force according to predetermined logic. The integrated segmental jacking force compensation coefficient provides the technical basis and parameter set for implementing segmented dynamic jacking force compensation in different sections throughout the jacking process.

[0055] Preferably, step S4 includes the following steps: Determine the pipe wall thickness distribution plan based on the thrust force optimization plan and the segment thrust force compensation coefficient; According to 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 anti-deformation capacity is evaluated according to the water pressure stress influence coefficient to obtain the anti-deformation capacity evaluation data; Verify the structural optimization plan based on the anti-deformation capacity assessment data and the pipe wall thickness distribution plan, and obtain a structural optimization verification report; Calculate the pipe stress adaptation coefficient based on the structural optimization verification report and anti-deformation capacity assessment data; The pipe structure is designed based on the pipe stress adaptation coefficient, structural optimization verification report and pipe wall thickness distribution plan to obtain the pipe structure implementation plan.

[0056] In the embodiment of the present invention, an optimization scheme is implemented using the jacking force. The scheme includes the design jacking force values ​​for different sections along the entire jacking line under normal and most unfavorable working conditions. These design values ​​have taken into account dynamic adjustment and compensation. At the same time, a section jacking force compensation coefficient is used. This coefficient reflects the correction factor of the actual resistance level of each section to the jacking force. During the jacking process, the pipe is mainly subjected to huge axial compressive stress, which is transmitted by the jacking force. According to the specifications of the pipe (outer diameter D = 2.8 meters) and the material (for example, Q345B steel, the allowable compressive stress [ ]), calculate the minimum pipe wall thickness that meets the axial compressive stress requirements ( ). The calculation formula is: ,in It is the maximum design thrust force under the most unfavorable working condition of the section. value (this value is related to the paragraph thrust compensation coefficient), calculate the At the same time, other loads on the pipe during transportation, installation and backhauling as well as the pipe manufacturing process limitations (steel plate thickness specifications) are taken into account. Based on the distribution and actual engineering experience, the pipe wall thickness along the route is divided into several discrete grades (for example, 20mm, 22mm, 25mm, 28mm, etc.). The wall thickness grades are adjusted at the boundaries of sections where geological conditions or jacking force requirements vary significantly. This results in a segmented pipe wall thickness distribution plan along the entire pipe jacking route, clearly defining the wall thickness specifications for each stake range or each pipe section.

[0057] The pipe wall thickness distribution scheme along the entire pipe jacking line and the Path Resistance Index (RTI) along the optimized crossing path are used. The RTI indirectly reflects the water pressure conditions along the line. In the reservoir crossing section, the pipe will be subjected to significant external water pressure. Water pressure ( ) increases with water depth, ,in is the density of water, is the acceleration due to gravity, = water depth. Along the pipe jacking path of the reservoir crossing section, calculate the external water pressure distribution at different locations according to the terrain and reservoir water level. ) and pipe diameter ( ), calculate the hoop stress of the pipe under water pressure ( ) and axial stress ( ). At the same time, calculate the pipe's stability against external pressure under water pressure, that is, the critical buckling pressure (Pcr), for example, using the Amstutz formula Pcr = ,in is the elastic modulus of steel, and ν is Poisson’s ratio. The water stress influence coefficient (HSI) can be defined as the ratio of the actual water pressure to the critical buckling pressure (HSI = ), or the ratio of stress caused by water pressure to the allowable stress of the material. HSI values ​​are calculated at different locations along the pipe jacking path of the reservoir crossing section. This value quantifies the impact of water pressure on the stress state and stability of the pipe material. This generates HSI distribution data along the reservoir crossing section, which reflects the potential risk of water pressure to the pipe structure.

[0058] The hydraulic stress influence coefficient (HSI) along the reservoir crossing section and the pipe wall thickness distribution plan along the entire jacking route are used. Water pressure and formation pressure will cause radial deformation (ovalization) and axial deformation of the pipe. Based on the HSI value and the pipe's geometric and material parameters (wall thickness t, pipe diameter D, elastic modulus E), the radial deformation (ΔD) of the pipe under the combined effects of water pressure and formation pressure is calculated. For example, elasticity theory or finite element methods are used to calculate the pipe deformation under external uniform pressure and lateral pressure. Simultaneously, the axial compression deformation of the pipe caused by the jacking force and formation heterogeneity, as well as the bending deformation caused by curved jacking, are evaluated. The deformation resistance assessment aims to determine the pipe's ability to maintain its shape and size under complex load conditions. Evaluation indicators include, but are not limited to: maximum radial deformation ratio (ΔD / D), which should be less than the specified limit (for example, steel pipe jacking is generally required to be less than 1% or 2%); maximum cumulative axial compression deformation, which should be within the tolerance of the jacking equipment; and maximum bending deformation or curvature, which should be less than the allowable rotation angle of the pipe joint. Based on the calculated deformation indicators, the deformation resistance of the pipes along the line is assessed. Data such as the maximum radial deformation rate, cumulative axial deformation, and bending deformation are recorded for each section to generate deformation resistance assessment data. This data reflects the deformation level and risk at different pipe locations.

[0059] Using the anti-deformation capacity assessment data and the pipe wall thickness distribution plan, a comprehensive structural safety verification is conducted on the determined pipe structure design plan (including the preliminary design of the segmented wall thickness and the connection structure). The verification content includes but is not limited to: strength verification, calculating the maximum combined stress of the pipe under the most unfavorable force combination (thrust, soil pressure, water pressure, deadweight, etc.), and comparing it with the allowable stress of the steel to ensure that the strength requirements are met; stability verification, especially the stability against external pressure buckling, and the safety factor (SF=) calculated based on the water pressure stress influence coefficient (HSI) ) should be greater than the value required by the specification (for example, 2.0); deformation verification, based on the anti-deformation capacity assessment data, verify whether the maximum radial deformation rate, cumulative axial deformation and curvature are within the allowable range. The finite element numerical simulation method can be used to establish a three-dimensional model including pipe sections, connection structures and surrounding rock, simulate the stress and deformation state during the jacking process, and finely analyze the stress concentration and deformation distribution. Based on the verification results, the pipe wall thickness distribution and connection structure design are iteratively optimized. For example, if the strength or stability safety factor in a certain section is insufficient, the wall thickness in that section is increased; if stress concentration occurs at the connection, the connection structure is adjusted. After the verification process is completed, a structural optimization verification report is generated, which records in detail 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.

[0060] Utilize the structural optimization verification report and deformation resistance assessment data. The structural optimization verification report provides the calculated stress (such as equivalent stress) of the pipes along the line 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 line (such as the maximum radial deformation ). Pipe Stress Adaptability (PSA) is a comprehensive indicator used to quantify the adaptability of pipe structures in complex stress environments. PSA can be defined as the inverse of the ratio of the actual stress or deformation level to the allowable level or a weighted combination of safety factors. For example, ,in is the weight coefficient, is the common logarithm, is the strength safety factor, is the buckling safety factor, To allow for radial deformation, is the actual radial deformation. The weighting factor reflects the relative importance of strength, stability, and deformation when evaluating pipe material adaptability. Along the pipe jacking path, the PSA value is calculated for each section based on the calculation results for each section in the structural optimization verification report and the deformation resistance assessment data. A larger PSA value indicates a stronger pipe material's stress adaptability at that location. A distribution curve or table of pipe material stress adaptability (PSA) is generated along the entire pipe jacking path.

[0061] Utilize the pipe stress adaptation coefficient (PSA) distribution, structural optimization verification report, and pipe wall thickness distribution plan. The PSA distribution intuitively reflects the weak links (areas with low PSA values) in the pipe structure along the route. Combined with the detailed stress, deformation, and stability verification results in the structural optimization verification report, finalize the pipe structure design. Based on the segmented wall thickness distribution plan, determine the wall thickness specifications for each pipe segment. Design pipe segment connection methods, including sleeve, socket, or welding. Determine the specific structure, dimensions, and materials of the connection structure based on the stress characteristics and deformation resistance requirements of the connection, particularly the rigid-flexible transition connection structure used in the reservoir crossing section (as described in the preferred step S4). Design anti-corrosion measures for the pipe, taking into account corrosive substances in the reservoir environment and groundwater. Prepare detailed pipe manufacturing technical requirements, including steel plate material, welding process, dimensional tolerances, and anti-corrosion treatment. Develop a pipe installation and construction process, including pipe segment hoisting, joint alignment, welding or connector installation, and installation methods for special connection sections. Prepare a pipe quality control and inspection plan, specifying the items and standards for incoming inspection, manufacturing process inspection, and post-installation inspection. Summarize and organize all the above design content and construction requirements to form a complete pipe structure implementation plan document, which will serve as a guide for pipe manufacturing, transportation, and on-site installation.

[0062] It is particularly important to determine the specific pipe wall thickness distribution plan: Analyze the pipe stress characteristics based on the jacking force optimization plan and the segment jacking force compensation coefficient to obtain the pipe stress characteristic map; Extract pipe stress condition partition data based on pipe stress characteristic map; Calculate the axial compressive stress control wall thickness value based on the pipe stress condition partition data and segment thrust compensation coefficient; Calculate the wall thickness value controlled by hoop stress and the wall thickness value controlled by external pressure stability according to the pipe stress condition partition data and water pressure stress influence coefficient; Comprehensive wall thickness comparison analysis is performed based on the axial compressive stress controlled wall thickness value, the hoop stress controlled wall thickness value, and the external pressure stability controlled wall thickness value to obtain comprehensive wall thickness comparison data; Based on the comprehensive wall thickness comparison data, the wall thickness grade is divided into different grades to obtain the wall thickness grade distribution data; Design the wall thickness transition section based on the wall thickness grade distribution data to obtain the pipe wall thickness distribution plan; In this embodiment of the present invention, a thrust optimization scheme is utilized. This scheme provides design thrust values ​​for each section along the entire jacking route under different operating conditions, including normal jacking, obstacle crossing, and long-distance cumulative friction. Furthermore, a segmental thrust compensation coefficient is utilized, which reflects the correction of the thrust force to the actual geological resistance level at each section. During the jacking process, the pipe is subjected to a combination of multiple loads. The primary loads include: thrust (axial compressive stress) transmitted axially along the pipe; radial pressure (generating hoop stress and radial deformation) caused by the weight of the overburden and rock mass, as well as water pressure; and bending moments caused by the pipe's own weight and uneven ground settlement. For each location along the jacking route (for example, every meter or each pipe section), the corresponding thrust design value is obtained from the thrust optimization scheme based on the section, jacking distance, and geological conditions at that location. This value is then corrected using the segmental thrust compensation coefficient to obtain the calculated thrust force at that location. Furthermore, the soil and water pressures acting on the pipe at that location are calculated based on the burial depth, formation bulk density, reservoir water level, and water pressure at that location. Using structural mechanics principles or the finite element method, the stress state of the pipe at that location is calculated under a combination of loads, including jacking force, earth pressure, water pressure, and deadweight. This includes axial stress, hoop stress, radial stress, and the resulting combined stress (e.g., Mises equivalent stress). Key stress values ​​and deformations calculated along the entire pipe jacking route (e.g., maximum axial compressive stress, maximum hoop stress, maximum equivalent stress, and maximum radial deformation rate) are plotted on a graph, with the jacking route distance or stake number on the horizontal axis and the corresponding stress or deformation value on the vertical axis. This graph, known as the pipe stress characteristic graph, intuitively illustrates the stress distribution and variation patterns along the pipe.

[0063] Utilizing the pipe stress characteristic map, this map is analyzed to identify continuous sections along the pipe jacking route with similar stress characteristics or similar stress levels. For example, based on the maximum axial compressive stress level, the entire route can be divided into high, medium, and low axial compressive sections; based on the maximum hoop stress level, it can be divided into high and low hoop stress sections; and based on the hydrostatic stress influence coefficient (HSI, obtained from S4) or water depth, it can be divided into high and low water pressure sections. Combining these analysis results, the entire pipe jacking route is divided into several representative zones representing the pipe stress conditions. The pipes within each zone experience similar load combinations and stress levels, 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 hard rock jacking sections (high axial pressure and friction), and sections with favorable geological conditions (lower stress). Record the starting and ending pile numbers, length, and main stress characteristics and control stress types of the pipes in each stress condition partition to form the pipe stress condition partition data.

[0064] Utilize the pipe stress condition partition data and the segment jacking force compensation coefficient. For each pipe stress condition partition, obtain the corresponding compensation factor from the segment jacking force compensation coefficient according to the segment in which it is located, and combine it with the basic design jacking force in the jacking force optimization scheme to determine the maximum axial thrust (F_axial_max) that the pipe can withstand under the most unfavorable working conditions in this partition. For example, F_axial_max = F_baseline × segment jacking force compensation coefficient_value at this partition position × safety factor. According to the allowable compressive stress of steel [ ] (For example, Q345B steel [ ] takes a value of 200MPa), calculate the minimum pipe wall thickness that meets the axial compressive stress requirements ( ). The calculation formula is: =F_axial_max / ([ ]×π×D), where D is the pipe diameter (2.8 meters). Calculate and record the axial compressive stress control wall thickness value t for each pipe stress condition partition. p This value is one of the key parameters controlling the wall thickness design of this partition, ensuring that the pipe will not suffer compression failure when subjected to huge axial thrust.

[0065] Using the pipe stress condition zoning data and the water pressure stress influence coefficient (HSI) along the line, for the pipe stress condition zoning located in the reservoir crossing section or other high water pressure area, the maximum external water pressure ( At the same time, consider the overlying soil pressure ( ) to calculate the total external pressure Under external pressure, steel pipes will generate hoop stress and become unstable (buckling). Calculate the minimum pipe wall thickness that meets the hoop stress requirements ( ). The calculation formula is: ,in[ ] is the allowable hoop stress of the steel. Calculate the minimum pipe wall thickness (tcr) that meets the stability requirements against external pressure. This usually involves complex buckling calculations, such as formulas based on elastic theory or numerical simulation results. A simplified elastic buckling formula is ,in is the allowable critical buckling pressure, and Related and consider the safety factor. You can also use the HSI value directly for calculation, such as tcr and ( ) is proportional to the wall thickness. Calculate and record the hoop stress control wall thickness value t for each pipe stress zone located in the high external pressure area. h And the resistance to external pressure can stably control the wall thickness value tcr.

[0066] The wall thickness value is controlled by the axial compressive stress calculated along the stress condition of the pipe ( ), hoop stress control wall thickness value ( ) and the external pressure stability control wall thickness value (tcr). For each pipe stress condition zone, these three control wall thickness values ​​are compared. The minimum design wall thickness of this zone should be the maximum value of these three control values, that is, This maximum value determines the minimum wall thickness requirement of the partition under different control factors. For example, in the long-distance jacking section of hard rock dominated by axial pressure, Plays a controlling role; in the high water pressure section at the bottom of the reservoir, Or tcr plays a controlling role. Divide each pipe into different stress conditions 、 , tcr value and the final determination The values ​​are recorded to form comprehensive wall thickness comparison data. This data clearly shows the controlling factors and minimum requirements for wall thickness design in different areas along the line.

[0067] Using the comprehensive wall thickness comparison data Due to the standardization requirements of pipe manufacturing and construction, the actual pipe wall thickness needs to adopt discrete standard specifications.

[0068] according to The distribution range of steel pipes is combined with the domestic or international standard specifications for wall thickness (for example, the thickness series of steel plates is 8mm, 10mm, 12mm, 14mm, 16mm, 18mm, 20mm, 22mm, 25mm, 28mm, 30mm, ...), and a reasonable set of wall thickness grades is 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 are divided into different zones. The value is rounded up to the nearest standard wall thickness grade that is greater than or equal to the value. For example, if a partition has If the pipe is 23mm, then the wall thickness grade is set to 25mm. Each pipe stress zone and its corresponding selected wall thickness grade are recorded to form wall thickness grade distribution data. This data determines the specific wall thickness specifications to be used in different sections along the line.

[0069] Utilize wall thickness grade distribution data. This data determines the wall thickness grade to be used for each pipe stress zone. If the wall thickness grade 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 sudden changes in wall thickness and to facilitate the connection and manufacturing of pipe segments. The transition section can achieve a gradual change in wall thickness along the length of the segment or by providing a special transition segment. For example, if transitioning from a 20mm wall thickness segment to a 25mm wall thickness segment, a transition zone 1-2 times the segment length can be designed at the boundary, where the wall thickness gradually increases from 20mm to 25mm, or a special variable wall thickness segment can be designed. The transition section design must meet strength, stiffness, and manufacturing process requirements. Determine the location, length, wall thickness gradient, or specifications of all required transition sections. The final determined precise wall thickness values ​​for each pipe section or stake range along the entire pipeline (including the gradual thickness change in transition sections) are recorded in detail to form the final pipe wall thickness distribution plan. This plan is a key document for pipe manufacturing and construction.

[0070] It is particularly important that the stress adaptation coefficient of the evaluation data pipe is specifically: Calculate the stress ratio based on the thrust optimization scheme and the segment thrust compensation coefficient; Calculate the deformation ratio based on the anti-deformation capacity evaluation data; Calculate the safety factor ratio based on the structural optimization verification report; Determine the distribution data of pipe stress weight coefficient according to stress ratio, deformation ratio and safety factor ratio; Calculate the segmented stress adaptation value based on the pipe force weight coefficient distribution data; According to the segmented stress adaptation value, the stress adaptation coefficient of the connection is corrected to obtain the stress adaptation coefficient of the pipe; In this embodiment of the present invention, the optimization scheme and the compensation coefficient of the thrust force are implemented using the thrust force. These data are used in step S4 for the analysis of the stress characteristics of the pipe and the design of the wall thickness. When the stress characteristic map of the pipe is calculated in step S4, the calculated stress values ​​of the pipe under the most unfavorable working conditions at different sections along the entire pipe jacking line are obtained, such as the maximum axial stress ( ), maximum hoop stress ( ) and maximum equivalent stress ( At the same time, according to the steel material used for the pipe (such as Q345B) and relevant specifications, determine the allowable stress value of the steel (such as the allowable tensile stress [ ]、Allowable compressive stress[ ] and allowable shear stress [ ]). Calculate the stress ratio at each location along the jacking path. The stress ratio can be defined as the inverse of the ratio of the calculated stress to the corresponding allowable stress, or directly expressed as a safety factor. For example, for axial compressive stress, the calculated stress ratio is ; For hoop stress, calculate the stress ratio ; For combined stresses, calculate the stress ratio ,in[ ] is the allowable equivalent stress of 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.

[0071] Utilize deformation resistance assessment data. This data includes the 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, according to the engineering design requirements and relevant specifications, determine the maximum allowable deformation of the pipe (for example, the maximum allowable radial deformation , usually 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 allowed 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 deformation resistance at that location. For areas without significant deformation, the deformation ratio approaches infinity. In this case, an upper limit can be set or a logarithmic form can be used. The deformation ratio distribution data calculated along the entire pipe jacking line is recorded to form the deformation ratio distribution data.

[0072] Use the structural optimization verification report. This report records in detail the safety factor verification results of the pipe in terms of strength, stability and deformation at different positions along the pipe jacking path. For example, the strength safety factor ( ), safety factor against buckling under external pressure ( ), and other local stability safety factors. At the same time, according to the importance of the project, risk level and specification requirements, determine the minimum required value of each safety factor (for example, the minimum required strength safety factor , minimum buckling safety factor requirement Calculate the safety factor ratio at each location along the 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 the safety factor ratios calculated along the entire pipe jacking line are recorded to form the safety factor ratio distribution data.

[0073] 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 comprehensive ability to perform various performance indicators 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 comprehensive adaptability, namely the pipe stress weight coefficient. For example, a set of weight coefficients can be defined ( ), which correspond to the stress ratio, deformation ratio and safety factor ratio respectively. The sum of these weight coefficients is 1. In some areas, if the stress level is very high, the weight of the stress ratio ( ) can be set higher; in the high water pressure section at the bottom of the reservoir, if buckling risk is the main problem, the weight of the buckling safety factor ratio ( ) can be set higher; in sections that require high-precision linear shapes, if deformation control is key, the weight of the deformation ratio ( ) can be set higher. These weight coefficients can vary along the pipe jacking path, forming a distribution of pipe force weight coefficients. The weights can be determined based on engineering geological conditions, construction experience, or using methods such as the Analytic Hierarchy Process.

[0074] Utilizing the stress ratio distribution data, deformation ratio distribution data, safety factor ratio distribution data, and pipe force weight coefficient distribution data along the entire pipe jacking path, the segmented stress adaptation value (PSA_segment) is calculated for each location (or each pipe segment) along the pipe jacking path based on the corresponding ratios and weight coefficients. The segmented stress adaptation value is a comprehensive evaluation indicator of the pipe at that location, taking into account multiple factors such as stress, deformation, and stability. The calculation formula can be weighted average or weighted product.

[0075] For example, using the weighted product form: .in are the equivalent stress ratio, radial deformation ratio and buckling safety factor ratio of the position, is the pipe stress weight coefficient corresponding to that location. A series of PSA_segment values ​​are calculated, distributed continuously or segmentally along the entire pipe jacking line. A larger PSA_segment value indicates a stronger overall stress adaptability of the pipe at that location.

[0076] The segmented stress adaptation value (PSA_segment) distribution along the entire pipe jacking route is used. Pipe joints (pipe joint interfaces) are often weak links in the entire pipeline structure due to structural changes and stress concentration. Even if the pipe joint design meets requirements, the actual stress state and adaptability of the joint are lower than those of the pipe joint itself. Therefore, the stress adaptability of the joint requires separate evaluation and correction. Based on the rigid-flexible transition connection structure design parameters from step S4, the stress concentration level at the joint is analyzed, and the local stress concentration factor or adaptability reduction factor (C_joint) at the joint is calculated. A C_joint value less than 1 indicates that the adaptability of the joint is lower than that of the pipe joint itself. At each pipe joint along the pipe jacking route, the segmented stress adaptation value (PSA_segment) of the pipe joint near that location is multiplied by the joint adaptability reduction factor (C_joint) to obtain the pipe stress adaptation factor (PSA_joint = PSA_segment_adjacent × C_joint). For the pipe joint body, the pipe stress adaptation coefficient (PSA_body) is directly calculated from the segmented stress adaptation value at that location (PSA_body = PSA_segment). The PSA_body value at the pipe joint body and the PSA_joint value at the joint are combined to form the pipe stress adaptation coefficient (PSA) distribution along the entire pipe jacking line. This distribution includes information on the stress adaptability of the overall pipeline structure and local weak links, and serves as the ultimate comprehensive evaluation indicator for pipe material structural design and construction control.

[0077] Preferably, analyzing the rigid-flexible transition connection structure of the jacking pipe in step S4 includes: Determine the connection function requirement data based on the pipe wall thickness distribution plan and the segment thrust compensation coefficient; Determine the design parameters of the rigid part based on the connection function requirement data and the pipe wall thickness distribution plan; Determine the design parameters of the flexible part based on the connection function requirement data and the design parameters of the rigid part; Determine the design parameters of the transition part according to the design parameters of the rigid part and the design parameters of the flexible part; The rigid-flexible transition connection design parameters are obtained by integrating the rigid part design parameters, the flexible part design parameters and the transition part design parameters.

[0078] In this embodiment of the present invention, the optimized crossing path plan is referenced to determine locations where rigid-flexible transition connections are required, such as those located in curved sections, at the interface between soft and hard strata, or near the jacking pit. For these locations, the connecting pipe segment diameter (2.8 meters) and design wall thickness are obtained from the pipe wall thickness distribution plan. Based on the section in which the location is located, the corresponding compensation factor is obtained from the section jacking force compensation coefficient. The jacking force optimization plan is then consulted to determine the maximum design jacking force that the pipe can withstand at this location under the most unfavorable jacking conditions (such as encountering obstacles or accumulated friction over long distances). Based on this maximum design jacking force, the maximum axial pressure transmitted to the connection structure is calculated. If the connection is located in a curved section, the maximum allowable rotation angle of the connection structure is calculated based on the curve radius (e.g., minimum 1000 meters) and the pipe segment length (e.g., 3 meters or 6 meters). If geological analysis indicates the risk of differential settlement, the additional rotation angle requirement is calculated based on the expected differential settlement. The maximum external water pressure that the connection structure can withstand is calculated based on the reservoir water level and the buried depth of the pipe segment (e.g., a water depth of 50 meters corresponds to a water pressure of approximately 0.5 MPa). Quantify the connection structure's sealing requirements under the aforementioned axial forces, rotational angles, and external pressures (e.g., no leakage under 0.8 MPa water pressure). Summarize the calculated maximum axial pressure, maximum allowable rotational angle, estimated maximum radial or axial displacement, and required sealing pressure level to generate the functional requirements for the connection structure at that location.

[0079] Select high-strength steel (e.g., Q355C steel with a yield strength of no less than 355 MPa) as the material for the rigid section. Calculate the required cross-sectional dimensions of key load-bearing components of the rigid section (e.g., end ring plates, connecting lugs, or flanges) based on the maximum axial pressure, bending moment (if any), and shear force (if any) requirements specified in the connection functional requirements. For example, calculate the minimum cross-sectional area of ​​the ring plate and determine its thickness and width based on the maximum axial pressure and the allowable compressive stress of the selected steel (e.g., 200 MPa). Consider the end wall thickness of the pipe segment (e.g., 25 mm) determined by the pipe wall thickness distribution plan and design the connection method between the rigid section and the pipe segment body, such as a full penetration butt weld or a lap weld with an additional fillet weld. Determine the weld size and length based on the calculated loads, and perform a weld strength check. Design the interface shape (e.g., spherical or conical) between the rigid and flexible sections, and determine its critical dimensions, machining tolerances (e.g., surface roughness requirement of Ra 3.2), and surface treatment (e.g., chrome plating or nickel-phosphorus alloy treatment to increase hardness and wear resistance). Detailed documentation of the material grade, geometry, weld specifications, and grade and size of connecting bolts (if any) for each component of the rigid section will be used to form the rigid section design parameters.

[0080] Based on the maximum allowable rotation angle and sealing pressure level requirements in the connection functional requirements, select a rubber material (e.g., EPDM rubber with water resistance, wear resistance, and low compression set). Design the cross-sectional shape (e.g., lip seal or modular seal) and dimensions of the flexible sealing ring so that it provides the required sealing pressure at the specified installation pre-compression and maintains effective sealing at the maximum allowable rotation angle or displacement. Design the sealing ring profile for close contact with the mating surface, based on the shape (e.g., spherical surface) and dimensions determined by the rigid portion design parameters. Consider the friction between the sealing ring and the mating surface during the jacking process and select a rubber formulation with a low friction coefficient or specify an appropriate lubricant. Design auxiliary components (e.g., rubber spacers or metal press rings) to secure or support the flexible sealing ring. Specify the sealing ring's material hardness (e.g., 60 to 75 Shore A hardness), physical properties (e.g., tensile strength, elongation at break, compression set), and installation pre-compression. Record the sealing ring's material specifications, cross-sectional dimensions, mating surface shape and dimensions, installation method, and pre-compression to form the flexible portion design parameters.

[0081] Design the transition components or details connecting the two parts based on the interface form and dimensions determined by the design parameters of the rigid and flexible parts. For example, if the rigid part is a separate ring and the flexible part is installed at the end of a pipe segment, the connection structure between the pipe segment and the rigid ring needs to be designed, which may involve strengthening or reshaping the pipe segment 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 to ensure that it does not shift or squeeze out during compression and cornering. If there is a change in pipe wall thickness at the rigid-flexible transition point (for example, from 20 mm to 25 mm wall thickness), a smooth wall thickness transition section or a special variable wall thickness pipe segment end needs to be designed to avoid stress concentration and ensure reliable welding or connection to the connecting structure. The material of the transition component (usually similar to that of the rigid part), its geometric dimensions, and the connection method to the adjacent components (such as welding or bolting) should be clearly defined. Record the detailed dimensions, material specifications, and connection requirements of the transition section to form the transition section design parameters.

[0082] Summarize the detailed design parameters for all rigid, flexible, and transition sections. Prepare a complete set of engineering drawings, including manufacturing drawings for each component (with detailed dimensions, tolerances, materials, heat treatment, and surface finish requirements), assembly drawings (showing the assembly relationships, installation sequence, critical dimensions, and fit requirements), and a general assembly drawing. Prepare a bill of materials, listing the material grades, specifications, quantities, and standard requirements for all components. Prepare manufacturing process specifications, detailing the machining methods (e.g., precision machining) for key components, welding procedures (including welding materials, groove type, welding current, number of weld layers, non-destructive testing requirements such as ultrasonic or radiographic testing), surface treatment processes, and quality control measures. Prepare installation and construction instructions to guide the on-site installation of the rigid-flexible transition connection structure onto the jacking pipe segment and its connection to the adjacent pipe segment (e.g., instructions for seal installation, lubrication, and bolt tightening torque). The resulting technical data set containing all of the above documents constitutes the rigid-flexible transition connection design parameters.

[0083] The present invention is therefore intended to be illustrative and non-restrictive in all respects, with the scope of the invention being defined by the appended claims rather than the foregoing description, and all changes that come within the meaning and range of equivalents of the application documents are intended to be embraced therein.

[0084] The foregoing description is intended only to provide specific embodiments of the present invention, which will enable those skilled in the art to understand and implement the present 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 present invention. Therefore, the present invention is not intended to be limited to the embodiments shown herein, but is to be construed in the widest possible manner consistent with the principles and novel features disclosed herein.

Claims

1. A method for designing a large-diameter rock jacking pipe for long-distance crossing of a reservoir, characterized in that: The following steps are involved: Step S1: Collect hard rock sample parameters and perform rock-groundwater coupled stress field modeling to obtain a rock-groundwater stress field distribution map; calculate the rock-water stress field density coefficient based on the 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 crossing path solution set; calculate the path crossing resistance index based on the crossing path solution set; and determine the optimized crossing path solution based on the path crossing resistance index; Step S3: Perform segmented jacking force dynamic analysis based on the optimized crossing path plan to obtain segmented resistance characteristics and jacking configuration parameter plans; perform jacking force dynamic adjustment based on the jacking configuration parameter plans to obtain a jacking force dynamic adjustment strategy; calculate segmented jacking force compensation coefficients based on the jacking force dynamic adjustment strategy and segmented resistance characteristics; and generate a jacking force implementation optimization plan based on the segmented jacking force compensation coefficients. Step S4: Design the pipe wall thickness according to the optimization scheme implemented based on the jacking force, analyze the rigid-flexible transition connection structure of the jacking pipe, and calculate the pipe stress adaptation coefficient; design the pipe structure based on the pipe stress adaptation coefficient to obtain the pipe structure implementation plan.

2. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: Step S1 includes the following steps: Step S11: collecting parameters of hard rock samples of different hardness and weathering degrees; Step S12: testing rock mass elasticity and permeability parameters according to hard rock sample parameters; Step S13: Collect reservoir water level and seepage change data and calculate the water pressure influence coefficient; Step S14: Modeling the rock mass-groundwater coupled stress field based on the water pressure influence coefficient, rock mass elasticity and permeability parameters to obtain a 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 diagram and the water pressure influence coefficient.

3. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 2 is characterized in that: Step S15 includes the following steps: Step S151: extracting stress distribution profiles from the rock mass-groundwater stress field distribution map to obtain path stress distribution data; Step S152: Calculating the foundation stress density coefficient according to the path stress distribution data; Step S153: Calculating the water pressure influence on the foundation stress density coefficient using the water pressure influence coefficient to obtain a water pressure corrected stress density coefficient; Step S154: integrating the water pressure corrected stress density coefficient with the full-line stress density coefficient to obtain the rock-water stress field density coefficient.

4. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: The multi-parameter crossing path planning in step S2 includes: Obtain reservoir hydrogeological data and evaluate reservoir bottom characteristics based on the rock-water stress field density coefficient to obtain reservoir bottom crossing condition assessment data; Calculate the rock resistance coefficient of rocks with different hardness to the jacking pipe based on the hard rock sample parameters; calculate the rock hardness correction coefficient based on the rock resistance coefficient; A set of crossing path schemes is generated based on the reservoir bottom crossing condition assessment data and the rock hardness correction coefficient.

5. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: Calculating the path crossing resistance index in step S2 includes: Path section extraction and data mapping are performed based on the crossing path plan set to obtain path section index data; Perform sensitivity weight analysis based on the path section index data to obtain a set of sensitive weight coefficients; Calculate the basic index of crossing resistance based on the path section index data and the sensitive weight coefficient set; The path crossing resistance index is calculated based on the crossing resistance basic index.

6. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: The dynamic analysis of the segmented jacking force in step S3 includes: Divide the jacking section according to the optimized crossing path plan and the path crossing resistance index to obtain the jacking section data; According to the jacking section data, the jacking assistance analysis is carried out to obtain the segmented resistance characteristics; Calculate foundation thrust demand data based on segmented resistance characteristics; Calculate the directional deviation correction force based on the optimized crossing path plan and segmented resistance characteristics to obtain the directional correction force requirement data; The parameters of the jacking equipment are configured according to the foundation jacking force requirement data and the direction correction force requirement data to obtain a jacking configuration parameter solution.

7. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: The dynamic adjustment of the thrust force in step S3 includes: Determine the location of key monitoring points based on the segmented resistance characteristics, configure sensors based on the jacking configuration parameter plan, and obtain the monitoring system layout plan; The monitoring system layout scheme is used to collect and analyze the data of the jacking force variation to obtain the jacking force variation characteristic spectrum; Determine the dynamic adjustment coefficient according to the characteristic spectrum of the jacking force change; The multi-point jacking force distribution analysis is carried out based on the dynamic adjustment coefficient and the jacking configuration parameter scheme to obtain the jacking force distribution strategy; The process is dynamically controlled according to the jacking force distribution strategy and the dynamic adjustment coefficient to obtain the jacking force dynamic adjustment strategy.

8. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: The calculation of the segment thrust compensation coefficient in step S3 includes: Determine the segment thrust weight coefficient based on the thrust dynamic adjustment strategy and segment resistance characteristics; Calculate the paragraph foundation compensation coefficient according to the paragraph thrust weight coefficient; Calculate the initial value of the paragraph thrust compensation coefficient based on the paragraph foundation compensation coefficient; According to the segment resistance characteristics, the initial value of the segment thrust compensation coefficient is optimized for the transition section compensation coefficient to obtain the optimized transition section compensation coefficient; Applying compensation coefficient to the optimized transition section compensation coefficient and the thrust force dynamic adjustment strategy to obtain the compensation coefficient application strategy; The compensation coefficient of the transition section and the compensation coefficient application strategy are integrated and optimized to obtain the compensation coefficient of the section thrust force.

9. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1 is characterized in that: Step S4 includes the following steps: Determine the pipe wall thickness distribution plan based on the thrust force optimization plan and the segment thrust force compensation coefficient; According to 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 anti-deformation capacity is evaluated according to the water pressure stress influence coefficient to obtain the anti-deformation capacity evaluation data; Verify the structural optimization plan based on the anti-deformation capacity assessment data and the pipe wall thickness distribution plan, and obtain a structural optimization verification report; Calculate the pipe stress adaptation coefficient based on the structural optimization verification report and anti-deformation capacity assessment data; The pipe structure is designed based on the pipe stress adaptation coefficient, structural optimization verification report and pipe wall thickness distribution plan to obtain the pipe structure implementation plan.

10. The method for designing a large-diameter rock jacking pipe for long-distance reservoir crossing according to claim 1, characterized in that: The analysis of the rigid-flexible transition connection structure of the jacking pipe in step S4 includes: Determine the connection function requirement data based on the pipe wall thickness distribution plan and the segment thrust compensation coefficient; Determine the design parameters of the rigid part based on the connection function requirement data and the pipe wall thickness distribution plan; Determine the design parameters of the flexible part based on the connection function requirement data and the design parameters of the rigid part; Determine the design parameters of the transition part according to the design parameters of the rigid part and the design parameters of the flexible part; The rigid-flexible transition connection design parameters are obtained by integrating the rigid part design parameters, the flexible part design parameters and the transition part design parameters.

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