42 results about "Strength parameter" patented technology

The invention relates to the technical field of slope stability prediction, in particular to a slope stability evolution prediction method of a main shock and aftershock sequence cumulative damage mechanism. The method comprises the following steps: determining an initial strength parameter of a slope sliding surface rock-soil body and a dynamic strength attenuation parameter under the action of a main shock and aftershock sequence through an indoor cyclic load test, and establishing a cumulative damage model; three-dimensional side slope geometric features are obtained, and the spatial orientation and the stress direction of a potential sliding surface are determined; calculating a dynamic sliding force in combination with seismic oscillation parameters, and updating an effective strength parameter and a dynamic anti-sliding force of the sliding surface in real time; and carrying out staged calculation and dynamic evolution analysis by adopting a limit equilibrium method or a strength reduction method. According to the method, by introducing a rock-soil body strength accumulated damage and progressive attenuation mechanism under the cyclic action of the main and aftershock sequences, the damage accumulation process and the stability evolution law of the slope stability along with the development of the main and aftershock sequences are described, so that the progressive instability process and the accumulated instability risk driven by the aftershock after the main shock is triggered can be identified.

The invention provides a deep rock mass stress state characterization method based on rock strength nondimensionalization, and belongs to the field of rock mechanics engineering. The method comprises the following steps: firstly, acquiring true three-dimensional stress of a rock mass and basic mechanical parameters of the rock, then carrying out dimensionless processing on principal stress according to the ratio of stress to rock strength parameters, and constructing a stress difference coefficient based on dimensionless stress difference to represent the three-dimensional stress non-uniformity. According to the method, the absolute magnitude of stress, the strength closeness and the three-dimensional stress non-uniformity can be reflected at the same time, and a universal and scientific evaluation system is provided for deep rock mass health evaluation, dynamic disaster prediction and underground engineering design.

This invention provides a method for calculating the bearing capacity of tunnel anchors based on the rock mass quality index BQ, comprising the following steps: S1, obtaining the surface and strata conditions of the anchor site area, as well as the structural types of the main cable and tunnel anchor, and establishing a two-dimensional planar model and a three-dimensional spatial model; S2, statistically analyzing the rock strata composition and proportion on the side of the anchor body through model intersection and segmentation; S3, calculating the rock mass quality index BQ and the corrected index CBQ for each rock stratum on the side of the anchor body according to the strata conditions; S4, calculating the comprehensive rock mass quality index KBQ based on the proportion of each rock stratum on the side of the anchor body and the corrected index CBQ, and calculating the shear strength parameter; S5, calculating the allowable pull-out load on the side of the anchor body without through shear or local shear stress failure based on the shape parameters of the anchor body and the shear strength parameter on the side of the anchor body. This invention proposes a method for calculating the allowable pull-out load of tunnel anchors based on the rock mass quality index BQ, which can accurately evaluate the bearing performance of tunnel anchors.

The invention discloses a tunnel secondary lining concrete damage mechanical test method which comprises the following steps: step 1, preparing a tunnel secondary lining crack concrete test piece, and arranging one or more compressible units in the tunnel secondary lining crack concrete test piece; step 2, arranging a plurality of initial marking points on the side surface of the tunnel secondary lining crack concrete test piece; step 3, obtaining an initial coordinate value of each initial mark point in the corresponding coordinate system; 4, erecting an image device in front of the to-be-monitored side surface; step 5, applying an external force downwards to the upper end of the tunnel secondary lining crack concrete test piece, and in the process of applying the external force, continuously photographing the to-be-monitored side surface by the image device to obtain a plurality of initial mark point change images; step 6, determining displacement change and direction change of the initial mark point between any two moments, and establishing a displacement field; and step 7, determining the position of the shear band. By adopting the method, the real strength parameters of the tunnel secondary lining concrete containing the damaged interlayer can be provided.

The application provides a model test method for simulating progressive weakening of slope strength, and relates to the technical field of geomechanical model test, which comprises the following steps: curing base material to obtain a sample, wherein the sample is a cylinder; selecting a weakening solution by trial method according to a preset model slope evolution time length; performing a weakening test on the model slope by immersing the model slope in the weakening solution; obtaining evolution process information of the model slope, and determining a critical time corresponding to the occurrence of a sliding surface of the model slope; performing a weakening test on the sample by using the weakening solution, and performing an unconfined compression test on the sample when the test time reaches the critical time, so as to obtain the cohesion of the sample; and calculating the critical cohesion of a prototype slope from the cohesion of the sample. In the case that the shear strength of the slope body is insufficient, the strength parameter of the slope body is gradually reduced, and the whole process of the slope body instability evolution is studied.

The application discloses a kind of mesoscopic parameter multistage calibration method suitable for discrete element linear contact bonding model.The method follows the three-level progressive system of "single component-mixture-structure", and adopts the decoupling strategy of "stiffness first, strength later".Firstly, based on the uniaxial compression simulation of single component and mixture, the mapping relationship between macro modulus and mesoscopic normal stiffness is established to calibrate the stiffness parameter, and the parameter precision is further improved by structure load model fine tuning;then, based on the splitting simulation of single component and mixture, the mapping relationship between macro strength and mesoscopic tensile strength is established to calibrate the strength parameter.The method solves the problem of low efficiency and unclear physical meaning of traditional trial-and-error method, significantly improves the efficiency, accuracy and physical reasonableness of discrete element mesoscopic parameter calibration.

This invention discloses a stability analysis method for the bearing arch of a large-span tunnel based on compressive and tensile safety factors, belonging to the field of tunnel and underground engineering construction data analysis technology. The method includes the following steps: obtaining the tunnel geometry, surrounding rock mechanical strength, ground stress, and support parameters; simplifying the bearing arch formed by anchor spraying reinforcement into an arched beam elastically fixed to the sidewalls at both ends; determining the plastic loosening zone of the roof slab through numerical simulation, and using its self-weight as the main vertical load; calculating the internal forces and edge normal stresses of key sections of the bearing arch using structural mechanics, and classifying them into compressive and tensile stresses accordingly; calculating the compressive and tensile safety factors of each section based on the natural strength parameters of the surrounding rock, and using the minimum value as a quantitative index for evaluating the overall stability of the bearing arch. This invention establishes a quantitative mechanical model of the bearing arch, realizing accurate and convenient assessment of the safety of the anchor spraying support structure of the roof slab of ultra-large span tunnels.

This application discloses a rapid method for determining the macroscopic strength parameters of layered rock masses. For layered rock masses without discontinuous joints or fractures, the method includes the following steps: S1. Conducting conventional uniaxial triaxial compression tests on matrix rock blocks to obtain the stress-strain curves of the matrix rock blocks, and fitting the peak strength and residual strength of the matrix rock blocks under different confining pressures to obtain the strength parameters of the matrix rock blocks; S2. Conducting shear tests on bedding samples to obtain the stress-strain curves of the bedding surfaces, and fitting the peak strength and residual strength of the bedding surfaces under different normal stresses to obtain the strength parameters of the bedding surfaces; S3. Taking the average of the peak strength of the matrix rock blocks and the peak strength of the bedding surfaces, as well as the average of the residual strength of the matrix rock blocks and the residual strength of the bedding surfaces, to obtain the macroscopic equivalent strength parameters of the layered rock mass without discontinuous joints or fractures.

The invention provides a maximum horizontal principal stress obtaining method based on a Mohr-Coulomb criterion, and belongs to the technical field of reservoir rock mechanics research. The maximum horizontal principal stress obtaining method comprises the steps that formation pore pressure and rock strength parameters are obtained through comprehensive logging data, and drilling fluid column pressure is calculated through drilling fluid density data; measuring the minimum horizontal principal stress; the well wall caving width is obtained through the dual-hole-diameter logging data; according to a calculation equation, factors such as tectonic stress, drilling working conditions and formation fluid are fully considered in the method, and the well wall caving width is obtained through well logging information; indoor rock core testing is not needed; the calculation precision is high, and a scientific basis is provided for oil reservoir engineering, drilling engineering and yield increase engineering.

This invention relates to a method, system, equipment, and medium for determining the degree of weakening of passive soil strength in a foundation pit. The method includes: determining multiple target locations within the passive zone of the foundation pit and obtaining the first strength parameters of the soil at each target location before excavation; defining the weakened area within the passive zone, then obtaining and sampling multiple geological parameters within the weakened area to obtain multiple parameter samples; using a numerical analysis model to calculate the calculated deformation value corresponding to each parameter sample after excavation, thereby constructing a surrogate model; obtaining the actual deformation value of the support structure after excavation, using the surrogate model to obtain the geological parameters corresponding to the actual deformation value, and then using a finite element model to calculate the excavation of the foundation pit to obtain the second strength parameters of the soil at each target location after excavation; and obtaining the degree of soil weakening in the passive zone of the foundation pit after excavation based on the first and second strength parameters of each target location.

The application discloses a rainfall-flood coupling sliding probability prediction method based on physical model test, and the method is based on physical model test and multi-source monitoring data to construct a standardized multi-dimensional time sequence input matrix. Firstly, the effective normal stress sequence of the sliding zone is calculated in real time, the time-varying strength parameters are dynamically inverted through the nonlinear reduction model of the rock-soil body strength, and the geometric topology of the landslide is updated in real time. The improved limit equilibrium state equation considering the dynamic water pressure and the change of the geometric shape is established, and the deterministic safety factor at any time is solved. The probability distribution of the key mechanical and hydraulic parameters is determined, a plurality of parameter samples are generated by combining the Monte Carlo simulation random sampling, and the improved limit equilibrium equation is substituted to calculate the safety factor sample sequence in batches. Finally, the frequency of the values lower than the critical threshold is counted, the landslide instability probability at the current time is obtained, and the dynamic evaluation of the landslide stability under the rainfall-flood double action from the probability is realized.

The application discloses a kind of bank side slope rock-soil body strength parameter maximum weakening coefficient determination method, it is related to geotechnical engineering technical field, including, with structure main control area set as the main control factor of local mechanism model, the boundary condition and load condition of definition geological environment condition, set key response point observation position, construct local mechanism model with physical constraint;Multiple source sensing equipment is arranged in key response point observation position and monitoring data is collected, and difference optimization target is constructed with local mechanism model, difference optimization target is inverted, and the maximum weakening coefficient of target area is obtained;Maximum weakening coefficient is input, and numerical verification is carried out by local mechanism model, based on verification consistency, the maximum weakening coefficient of target area is extracted.The application can accurately depict the strength attenuation degree of bank side slope rock-soil body under limit working condition under the premise of keeping the consistency of geology and mechanics boundary, realizes the accurate determination and risk assessment of key unstable position.

The invention provides a composite material strength parameter inversion method considering an in-situ effect in an ultralow-temperature environment, and the method comprises the steps: obtaining the elastic section test data of a composite material one-way plate and a composite material laminated plate in the ultralow-temperature environment, and employing a composite material finite element model and a particle swarm optimization (PSO) algorithm, taking consistency of a response value of finite element simulation of the composite material and strain response of an elastic section measured by a test as a target, performing inversion to obtain constitutive parameters of the composite material, and establishing a progressive failure model of the composite material in combination with a failure criterion of the composite material and a rigidity degradation model; and finally, according to test data of the damaged sections of the composite unidirectional plate and the composite laminated plate, a composite progressive failure model and a PSO optimization algorithm are adopted, and composite strength parameters are obtained through inversion. The method solves the problem that the strength parameters of the composite material considering the in-situ effect are difficult to accurately obtain in the ultralow-temperature environment, is convenient to operate and accurate in parameter obtaining, can be repeatedly applied, and is used for simulation modeling, strength evaluation and the like of the composite material.

This invention provides a method for determining the peak strength and residual strength of surrounding rock in underground caverns based on borehole data. The method includes arranging geological boreholes at one sidewall, the arch, and the face of the underground cavern; testing the longitudinal wave velocity of the rock mass at different depths within the boreholes; determining the thickness of the loosened and fractured rock mass to be excavated based on the wave velocity; calculating the volume and joint condition coefficient of intact and loosened / fractured rock mass blocks; and calculating the GSI value of the intact rock mass and the residual GSI of the loosened / fractured rock mass. r The peak strength of intact rock mass and the residual strength parameters of relaxed fractured rock mass are estimated using the generalized Hoek-Brown failure criterion. This invention can accurately and quickly estimate the peak strength of intact rock mass and the residual strength parameters of relaxed fractured rock mass, and has the advantages of good economy and convenient on-site operation. It can provide a reliable basis for the stability evaluation and support design of surrounding rock in underground engineering, optimize design schemes, and save engineering costs.

The application relates to a method for calculating in-situ strength while drilling based on well-seismic fusion information, which comprises the following steps: step 1, constructing an initial mechanical parameter calculation model of a formation to be drilled according to well data and seismic data; step 2, obtaining geological mechanics basic parameters of the formation to be drilled in front of a drill bit according to the initial mechanical parameter calculation model; step 3, calculating geological mechanics strength parameters according to the geological mechanics basic parameters; step 4, calculating formation in-situ strength according to the mechanical strength parameters; and step 5, correcting the formation in-situ strength in combination with the well data to obtain in-situ strength while drilling under different working conditions. The application combines seismic data and drilling engineering data to establish a quantitative relationship between rock mechanics parameters and drilling parameters, and realizes rapid acquisition of in-situ strength while drilling under different working conditions in combination with Mohr-Coulomb strength criterion and experimental analysis correction.

The present application relates to geotechnical engineering technical field, especially to a kind of active non-limit state under the calculation method of sliding surface of finite width soil body, comprising the following steps: step 1, determine the gradual development law of internal friction angle, cohesion, wall-soil external friction angle and wall-soil interface cohesion in finite soil body between rigid gravity retaining wall and existing bedrock with retaining wall displacement development, establish the mathematical representation of the strength parameters of finite soil body non-limit state with retaining wall displacement development;Step 2, establish the relationship between horizontal stress, interlayer shear stress and average vertical stress;Step 3, establish the balance equation of rectangular area and triangular area in horizontal and vertical directions;Step 4, solve the sliding surface inclination angle that meets the plastic upper limit theorem by numerical method;Step 5, calculate the horizontal active earth pressure resultant force, the overturning moment generated by horizontal active earth pressure on wall heel.The present application provides theoretical calculation basis for the design of retaining structure under the working condition of finite width soil body.

The embodiment of the invention discloses a hydrofracture simulation method and system based on acoustic emission monitoring, and the method comprises the steps: collecting the cuttable data of a sample rock mass based on a triaxial fracturing device and an acoustic emission monitoring system, and building a joint development scale simulation model; the method comprises the following steps: collecting integrity indexes and strength parameters of a sample rock mass, constructing a dynamic characteristic evolution system, and establishing a rock mass strength deterioration prediction model; checking and optimizing the model based on historical case data; a multi-scale fracturing crack propagation prediction algorithm is constructed, a hydraulic fracturing construction simulation model is established, and the hydraulic fracturing effect of a hydraulic fracturing planning scheme is simulated and generated according to a simulation instruction; and / or, according to the planning instruction, generating a hydraulic fracturing simulation scheme. According to the embodiment of the invention, the spatial distribution characteristics and development laws of the joints in the rock mass can be accurately identified, dynamic prediction of rock mass strength and permeability changes is realized, the controllability and safety of fracturing construction are improved, and the influence of human factors on construction quality is reduced.

This invention relates to the field of slope monitoring technology and discloses a method and apparatus for analyzing the anisotropic stability of slope zones. The method includes acquiring geological structure information of the slope; constructing a finite element model based on the geological structure information; performing zoned anisotropic analysis on the slope's soil and rock mass based on the finite element model; constructing a full-process variation analysis model of the zoned anisotropic properties under dynamic load application; and coupling the full-process variation analysis model with a seepage field for analysis to obtain the slope stability analysis results. This invention, by constructing a finite element analysis model of the slope and analyzing the full-process variation of the zoned anisotropic strength parameters of the soil and rock mass under graded load application, coupled with a seepage field for slope stability analysis, can more accurately simulate the mechanical behavior of the slope under different working conditions and promptly capture the differential responses of the soil and rock mass in different regions within the slope under stress.

The application discloses a rainfall-flood coupling sliding probability prediction method based on physical model test, and the method is based on physical model test and multi-source monitoring data to construct a standardized multi-dimensional time sequence input matrix. Firstly, the effective normal stress sequence of the sliding zone is calculated in real time, the time-varying strength parameters are dynamically inverted through the nonlinear reduction model of the rock-soil body strength, and the geometric topology of the landslide is updated in real time. The improved limit equilibrium state equation considering the dynamic water pressure and the change of the geometric shape is established, and the deterministic safety factor at any time is solved. The probability distribution of the key mechanical and hydraulic parameters is determined, a plurality of parameter samples are generated by combining the Monte Carlo simulation random sampling, and the improved limit equilibrium equation is substituted to calculate the safety factor sample sequence in batches. Finally, the frequency of the values lower than the critical threshold is counted, the landslide instability probability at the current time is obtained, and the dynamic evaluation of the landslide stability under the rainfall-flood double action from the probability is realized.

The invention discloses a method and device for predicting the extension limit of an extended reach well, and the method comprises the steps: building an attenuation function of stratum mechanics parameters along with exposure time through a rock mechanics experiment, and updating the rock strength parameters such as cohesion and internal friction angle in real time; a column coordinate system force-chemical coupling model is adopted to quantify the collapse pressure increment, and the well diameter expansion rate and the well hole state are dynamically determined in combination with the drilling fluid density; a rock debris two-layer migration model and an annular flow channel dynamic database are constructed, equivalent circulation density is calculated through iteration of a two-phase flow model, and a finite element method is used for analyzing dynamic laws of friction torque and axial force of the drill string. And the well depth increment serves as an optimization variable, the well wall stable state, the ECD, the friction torque and the axial force change are synchronously solved, and when any parameter reaches a critical value, the dynamic extension limit is output. Through a time sequence dynamic coupling mechanism, the extended reach well extension limit prediction precision and construction safety are improved, and the method is suitable for complex stratum drilling engineering design.

The invention relates to a combined experiment method for improving ECC performance test success probability, and belongs to the technical field of civil engineering material test and design. Aiming at the problems of low trial and error efficiency, large discreteness of experimental results and the like in the research and development of the existing high-strength and ultrahigh-ductility engineering cementitious composites (ECC), the invention provides a closed-loop experimental system based on the combination of micromechanics matching screening and macroscopic accurate verification. The method mainly comprises two stages: in a screening stage (step 1), respectively through a pure matrix three-point bending experiment and a single fiber bundle drawing experiment, acquiring matrix fracture toughness and interface bonding strength parameters, verifying an energy matching relationship according to a micromechanics criterion, if the energy matching relationship is not matched, feeding back and guiding fiber modification or matrix adjustment, and if the energy matching relationship is not matched, feeding back and guiding the interface bonding strength parameters; reverse design and pre-screening of the mix proportion are realized; in the verification stage (step 2), a special dumbbell test piece designed with a specific long scale distance (80mm effective observation area) is adopted to perform a uniaxial tensile test on the all-component material meeting the matching requirement, and end damage interference is avoided. By applying the method, the research and development period can be shortened by 40% or above, the high-performance ECC with the compressive strength larger than 135 MPa, the tensile strength larger than 10.0 MPa and the tensile strain capacity of 10%-12% is successfully guided, prepared and verified, and the test success rate and the data authenticity are remarkably improved.

The invention discloses a method for determining the spatial variability of shear strength parameters of a deep and thick covering layer, particularly relates to the field of geotechnical engineering and engineering geology, and is used for determining the spatial variability of the shear strength parameters of the deep and thick covering layer, and the method comprises the following steps: S1, constructing a three-dimensional geologic model of the covering layer, and initializing a shear strength parameter space field; s2, operating a rock-soil numerical model based on the parameter space field to obtain a simulated displacement field; s3, actually measured displacement data under the corresponding working condition are obtained; s4, comparing the simulated displacement with the actually measured displacement, and if the difference exceeds a threshold value, updating the parameter space field through an optimization algorithm and carrying out iterative calculation until the difference meets a convergence condition; and S5, outputting the converged shear strength parameter space field as a final result. According to the method, an initial shear strength parameter space field is constructed, a rock-soil numerical model is driven to generate a simulated displacement field, the simulated displacement field is compared with actually measured displacement data under the corresponding working condition, and the parameter field is iteratively updated by using an optimization algorithm until the difference between the simulated displacement and the actually measured displacement meets a convergence condition; and finally outputting the shear strength parameter space distribution consistent with the actual deformation behavior.

The application discloses a kind of bullet penetration steel plate scene under the analysis method, device and equipment of steel plate strength parameter and computer readable storage medium, comprising: extracting the influence parameter of steel plate strength in the simulation result of bullet penetration steel plate finite element model, according to influence parameter, construct a data sample, utilize neural network to fit out steel plate maximum stress and the functional relationship of maximum stress and influence parameter, then establish maximum stress reliability limit state function, obtain the reliability sensitivity of each influence parameter, establish steel plate reliability, according to steel plate reliability and the reliability sensitivity of each parameter, determine maximum influence parameter, optimization is carried out using suitable optimization method, improve the strength of steel plate;The application uses the result of simulation experiment, extracts multiple parameters that influence the strength of steel plate, calculates the most influential parameter in multiple influence parameters, optimizes it, improves the strength of steel plate, reduces research cost, improves prediction accuracy.

The invention relates to a method for manufacturing a component (1) made of a composite material, comprising one or more layers (2, 3) associated with one another. The method involves a series of steps (4) for the fatigue design of the component (1), comprising: (A) a first step of generating a discretized model (5), for example by means of a finite element model of the component (1), in which at least a first layer (2) and, as needed, at least a second layer (3) are divided into two or more first portions (6) and two or more second portions (7), respectively; (B) a second step of defining positions of one or more first injury initiation sites (8) and one or more second injury initiation sites (9) within each of the two or more first portions (6) and each of the two or more second portions (7), respectively; (C) a third step of assigning a fatigue strength parameter to each of the damage initiation sites; (D) a fourth step of establishing a load history to be simulated on the component on the basis of specific load conditions, the total number of cycles (NC) to be simulated being divided into discrete cycle blocks, each of which is assigned a load condition.

This invention relates to the field of data analysis and processing technology, specifically including a method and system for optimizing process parameters of a retaining ring press with reduced hydraulic column pressure based on strength parameters. The method includes: collecting and inputting temperature field data and pressure field data based on a high-temperature constitutive model corresponding to the retaining ring billet; constructing a joint optimization loop for parameters through L sets of pressing parameters; and coordinating the control of induction heating and infrared heating indices to converge the equivalent rheological strength parameters of each pass to the target strength range, thereby obtaining the optimal parameter combination. This solves the technical problem in the retaining ring pressing process where hydraulic column parameters and heating system are set independently, and process adjustments rely on empirical functions, easily leading to uneven microstructure and residual stress concentration. It achieves the technical effect of constructing a multi-pass joint optimization loop with equivalent rheological strength parameters as the core, driving the coordinated control of induction heating zone power, infrared radiation intensity, and pressing speed, force, and stroke of each hydraulic column, thereby improving forming consistency and microstructure density.

The application provides a kind of near tunnel high-pressure gas bag burst risk dynamic prediction method and system, steps include: (1) by geological radar, borehole pressure measurement, indoor triaxial test etc. Obtain gas bag parameters (pressure, equivalent radius), rock mass parameters (strength parameters, attenuation coefficient) and engineering parameters (rock wall thickness, support strength); (2) based on tunnel convergence displacement equivalent plastic strain is calculated, combined with attenuation model updates surrounding rock strength, calculate rock wall resistance to damage ability and gas bag destructive power, get burst risk index R; (3) according to R is divided into low (R is greater than or equal to 1.5), medium (1.0 less than R less than 1.5), high (0.5 less than R less than 1.0), extremely high (R less than 0.5) risk level, output early warning and disposal measures. The application solves the non-coal formation gas bag prediction blank, realizes dynamic quantitative prediction, improves construction safety, shortens construction period, and is suitable for deep long tunnel, large buried depth underground engineering.

The invention discloses a surrounding rock stability analysis method and system based on continuous-discontinuous coupling simulation, and relates to the field of deep underground engineering.The method comprises the steps that firstly, an internal crack initiation starting judgment criterion considering rock strain is established; then establishing a discrete element particle numerical model, and carrying out an indoor test to obtain discrete element particle micromechanical parameters; determining a continuous-discontinuous medium discrete element particle potential conversion area, monitoring a continuous medium unit stress state in a potential conversion area group of the three-dimensional numerical calculation model, and judging whether an internal crack initiation starting judgment criterion is reached or not; extracting stress and displacement information of the continuous medium units reaching the discrimination criterion, deleting the continuous medium units reaching the discrimination criterion, and generating discontinuous medium discrete element particles; after assignment, continuous-discontinuous coupling simulation calculation is carried out; the limitation that a traditional method depends on macroscopic strength parameters can be overcome; and moreover, the analysis efficiency is high, and the whole-process simulation of rock mass cracks can be realized.

A high-strength low-creep overflow brick and a method for designing the same are provided. The method includes: selecting a mature overflow brick for manufacturing a glass substrate as a reference overflow brick, obtaining design parameters of the reference overflow brick, design parameters of a designed overflow brick, and a creep stress exponent of the overflow brick; establishing similarity relationships between the reference and designed overflow bricks, and establishing a system of equations regarding a first height and a second height at an inlet cross-section of the designed overflow brick; determining strength parameters of the reference and designed overflow bricks based on the similarity relationships, the design parameters of the reference and designed overflow bricks, the system of equations; determining a support surface length of the designed overflow brick and a maximum cylinder pressure of a clamp cylinder based on the strength parameters of the reference and designed overflow bricks.