217 results about "Friction angle" patented technology

The invention discloses a rock mass structural plane shear degradation constitutive model under true three-dimensional stress and a numeralization method, and the method comprises the following steps: carrying out a rock mass structural plane pre-peak and post-peak cyclic loading and unloading true triaxial shear test, and obtaining the strength, deformation and damage characteristics of the structural plane; based on a test result, establishing a three-dimensional structural surface shear strength criterion considering the lateral stress effect, and proposing a calculation method of shear modulus, cohesive force, friction angle and dilatancy angle in the shear fracture process of the structural surface; constructing a three-dimensional shear degradation constitutive model considering the lateral stress and shear parameter degradation effect and a continuous and discontinuous numeralization method of the three-dimensional shear degradation constitutive model; the three-dimensional shear degradation constitutive model is verified through numerical simulation of a true triaxial shear indoor test; and carrying out excavation response analysis on the complex stratum tunnel by adopting the three-dimensional shear degradation constitutive model. The invention provides a rock mass structural plane shear degradation constitutive model and a numerical method under true three-dimensional stress, and a theoretical basis is provided for rock mass structural plane underground engineering catastrophe prediction.

The invention relates to the field of geological exploration and geotechnical engineering, provides a rock mass dynamic mechanical parameter sensing method and system based on while-drilling parameters in order to dynamically obtain rock mass dynamic mechanical parameter characteristics in situ in real time in the drilling process, and provides a rock mass dynamic mechanical parameter sensing method and system based on while-drilling parameters by using multi-modal signals such as vibration, acoustic emission, torque and bit pressure through uniform characteristic engineering and multi-task learning. The instantaneous elastic modulus, the dynamic Poisson's ratio, the transient uniaxial compressive strength, the cohesive force and the internal friction angle can be synchronously and dynamically predicted in single drilling, and the limitation that only a single static parameter is estimated in a traditional method is broken through; a rock mass dynamic mechanical parameter acquisition model constructed on the basis of a multi-modal adaptive graph attention sequential network can effectively couple the physical proximity and the statistical association relationship of a sensor, and integrates expansion sequential convolution and a time perception Transform module, so that the characterization capability of emergencies (such as jamming / friction resistance) and long-term trends is considered on the premise of low time delay; therefore, the prediction accuracy is improved.

The invention discloses an optical fiber soil body coupling performance simulation method based on discrete elements, which comprises the following steps: step 1, determining size parameters of a test box, the diameter of an optical fiber, the minimum radius and the maximum radius of soil particles, and macromechanical parameters of a test soil body, the size parameters of the test box including length, width and height, and the diameter of the optical fiber; the macromechanical parameters of the test soil body comprise density, cohesion and friction angle; 2, simulating through a two-dimensional particle flow direct shear test to obtain material mesoscopic parameters of the test soil body; 3, generating a three-dimensional drawing discrete element model; and 4, pulling the optical fiber, and observing the force-displacement of the optical fiber in the drawing process, the deformation information of the sample soil body and the cementing failure state of the test soil body. According to the optical fiber soil coupling performance simulation method based on the discrete elements, the problem that an existing continuous medium analysis method is not suitable for discontinuous media is solved.

The invention discloses a narrow foundation pit upheaval resistance stability calculation method, which comprises the following steps: acquiring actual length, width and depth dimensions of a foundation pit and a consolidation undrained strength index, cohesion ccu and an internal friction angle phi cu of a field soil layer, and calculating a type critical width according to an improvement formula considering the internal friction angle of soil and a first width calculation coefficient, and whether the foundation pit is the narrow foundation pit or not is determined according to the comparison result of the actual foundation pit width and the type critical width. When the actual foundation pit is determined to be the narrow foundation pit, the width of a sinking soil body on the side face of the foundation pit is reversely solved through an improvement formula considering the internal friction angle of soil and the width of the actual foundation pit, and the upheaval-resistant stability coefficient of the narrow foundation pit based on the foundation bearing capacity mode is calculated and compared with the upheaval-resistant stability coefficient of the arc sliding mode. And taking the smaller value as the anti-upheaval stability coefficient of the narrow foundation pit so as to evaluate the anti-upheaval stability of the pit bottom of the foundation pit. Therefore, the problems that in the related technology, the judgment standard of the narrow foundation pit and selection of the slip plane are unreasonable, preconditions for checking calculation according to the narrow foundation pit design are unknown, and the friction angle in the stratum is not considered are solved.

The invention provides a method and a system for determining a failure mode and an anchoring length of a steep dip thin-layer slope. The method comprises the following steps of: performing a drilling experiment in a partially excavated area of a slope to be supported; obtaining a rock mass relaxation depth test value LM, a rock mass longitudinal wave velocity mean value Cp1 within a relaxation range, a rock mass longitudinal wave velocity mean value Cp0 outside the range and a layer thickness delta of a side slope lamellar rock mass; establishing a spreading joint model for the slope to be supported; a damage coefficient D is constructed based on a material constant R, a rock mass longitudinal wave velocity mean value Cp1 within a relaxation range, a rock mass longitudinal wave velocity mean value Cp0 outside the range and a layer thickness delta of a side slope lamellar rock mass; based on the rock mass relaxation depth test value LM and the damage coefficient D, the deformation modulus E0, the layer cohesive force cL0 and the friction angle phi L0 in the layer of the spreading joint model are corrected; and calculating the relaxation depth by adopting the corrected spread joint model so as to determine failure modes and anchoring lengths of different anchoring points.

The invention relates to the field of peak friction angle calculation, in particular to a peak friction angle calculation method and system based on a static sounding experiment. The method comprises the steps that a static sounding experiment is conducted on a seabed, and the conical tip resistance, the side friction resistance, the seabed penetration depth, the seawater unit weight and the seawater depth of a seabed soil body are obtained; the conical tip resistance is corrected through the seawater depth, the seabed penetration depth and the seawater unit weight, and corrected conical tip resistance is obtained; calculating the friction resistance ratio of the opposite sides of the seabed soil body by using the corrected conical tip resistance and the side friction resistance; determining the soil layer type of the seabed soil body by utilizing the friction resistance ratio of the opposite sides and the corrected conical tip resistance; and calculating a peak friction angle estimated value based on the soil layer type. According to the method, the problem that the calculation of the peak friction angle is not accurate and scientific enough due to complex and changeable environments for estimating the peak friction angle in the prior art is solved, and the accuracy and scientificity of estimating the peak friction angle are greatly improved.

The invention discloses a method for predicting dynamic mechanical properties of a tough difficult-to-machine material based on milling. The method comprises the following steps: firstly, optimizing and solving a normal shear angle of an oblique angle cutting shear plane through an iterative method: (a) setting an initial value of the normal shear angle; (b) calculating an undeformed chip thickness, a cutter instantaneous invasion angle, a cutting force component and a normal friction angle based on the normal shear angle initial value; (c) updating a normal shear angle calculation value; (d) calculating the error between the initial value and the calculated value of the normal shear angle, if the error is not within the allowable range, repeating the steps (a)-(d) until the error is within the allowable range, and outputting the final calculated value as the optimized normal shear angle; then, parameters such as the optimized normal shear angle are substituted into a related equation containing fracture toughness, yield strength and viscous toughness to solve the fracture toughness Gc of a workpiece material at a tool nose in the milling process, the yield stress sigma Y in a shear plane and the viscous toughness Ga of chip slippage at a tool-chip contact interface.

The invention discloses an improved Monte Carlo simulation-based slope system reliability analysis method, which comprises the following steps of: 1, determining statistical characteristics of a shear strength parameter cohesive force c and an internal friction angle phi of a slope soil body, and establishing a slope stability mechanical analysis model; 2, random samples formed by a large number of soil shear strength parameters are generated in a physical parameter space X, and an MCS sample library is formed; 3, randomly selecting a sample from the MCS sample library, calculating a safety coefficient by using the slope stability model, and obtaining a corresponding critical sample by using the sample and the safety coefficient; 4, determining the number of partial failure and safety samples in the MCS library by using the critical samples according to the internal relationship between the soil shear strength parameter and the slope safety coefficient, and removing the samples from the MCS library; and finally, repeatedly executing the steps 3 and 4 until the MCS library is an empty set, calculating the slope failure probability and identifying the key failure mode of the slope.

The invention discloses a method and system for determining the pressure relief drill hole spacing in a three-dimensional stress field, and relates to the field of drill hole spacing layer.The method comprises the steps that the roadway bearing pressure peak value range is obtained; acquiring corresponding crustal stress magnitude, crustal stress azimuth angle and inclination angle; the cohesion C, the internal friction angle phi, the Poisson's ratio v and the pressure relief drill hole radius of the roadway surrounding rock are determined; the stress is converted into a stress load under a drilling coordinate system through a coordinate conversion method; on the basis of a Kirsch solving method and by means of the determined drilling radius and the obtained stress load under the drilling coordinate system, the normal stress sigma r, sigma t and sigma v and the shear stress taurt, taurv and tautv of any point within the preset range of the hole under the drilling coordinate system are obtained; based on the M-C strength criterion of the three-dimensional state, the radius r of the pressure relief drilling anti-reflection ring is obtained through solving by means of rock mechanical parameters; and according to the r, the arrangement mode of the pressure relief drill holes is determined. Aiming at unreasonable pressure relief drill hole arrangement and unclear pressure relief parameters in the prior art, the method improves the normativity of roadway surrounding rock drill hole pressure relief.

The invention provides a dangerous rock mass risk source area identification method and device, and the method comprises the steps: obtaining a dangerous rock mass image, generating dangerous rock mass point cloud data, and determining the occurrence information, trace length data and structural plane spacing of a dangerous rock mass structural plane; dividing the dangerous rock body into a plurality of sub-regions, and determining a control type structural surface of each sub-region; determining the shear strength of each control type structural surface based on each morphology parameter, the wall surface strength, the roughness coefficient, the normal stress and the basic friction angle; determining the uniaxial compressive strength of the rock in each sub-region; determining the radius and normal density of the dominant structural plane group in each sub-region, and determining the integrity coefficient of each sub-region; and determining the dangerous rock sensitivity index of each sub-region based on the maximum trace length, the minimum spacing of the structural surface, the shear strength, the uniaxial compressive strength and the integrity coefficient in each sub-region, and determining the risk source region of the dangerous rock mass based on the dangerous rock sensitivity index of each sub-region. According to the invention, the accuracy of the dangerous rock body risk source area identification result is improved.

The invention discloses a prediction method, device and equipment for the abrasion loss of a hob and a shield tunneling machine, and relates to the technical field of tunnel construction, and the prediction method for the abrasion loss of the hob comprises the steps that first positive force borne by rolling rock breaking of the hob is determined through rock strength, penetration and geometrical parameters of the hob; determining a second positive force borne by the hob when the hob slides to cut the soil layer according to the geometrical parameters, the internal friction angle, the cohesive force and the penetration of the hob and the mechanical action between the hob and the muck; determining a basic hob abrasion loss model based on the sum of the first energy action of the hob in the rock stratum and the second energy action of the hob in the soil layer, the hob ring hardness of the hob and the abrasion coefficient; and predicting the accumulated abrasion loss of the hob according to the shield tunneling ring number and the basic hob abrasion loss model. By executing the steps, the prediction accuracy of the abrasion loss of the hob can be improved.

The invention discloses a numerical simulation method for a shear test of rock mass structural surfaces with different roughness, and belongs to the technical field of metal mine mining methods. According to the technical scheme, five typical structural plane contour lines are selected as models, a joint roughness coefficient JRC is checked by solving a root-mean-square Z2 of discretized mesoscopic node coordinates on a structural plane curve, and a check result is taken as a selected joint roughness coefficient JRC value to carry out a triaxial compression numerical simulation experiment; constructing a numerical model of a three-axis compression numerical simulation experiment of rocks penetrating through the structural plane with different roughness, and selecting structural plane model features and parameters; analyzing the influence of the roughness and the friction angle on the mechanical property of the structural surface; and carrying out structural surface shear strength comparison verification of different strength criteria and equivalent internal friction angle parameter verification analysis of structural surfaces with different roughness on a simulation result. According to the method, the interference of test equipment and uncertain factors is reduced, many factors which are not considered in tests are considered, and the numerical simulation result is more scientific and reasonable.

The invention relates to the technical field of geotechnical engineering, in particular to a slip crack surface calculation method for a limited-width soil body in an active non-limit state. Comprising the following steps: step 1, determining a gradual exertion rule of a limited soil body internal friction angle and cohesion between the rigid gravity type retaining wall and an existing bedrock, a wall-soil external friction angle and wall-soil interface cohesion developing along with the displacement of the retaining wall, and establishing mathematical characterization of limited soil body non-limit state strength parameters developing along with the displacement of the retaining wall; step 2, establishing a relationship among the horizontal stress, the interlayer shear stress and the average vertical stress; step 3, establishing a balance equation of the rectangular area and the triangular area in the horizontal and vertical directions; 4, solving the slip crack surface inclination angle meeting the plastic upper limit theorem by adopting a numerical method; and 5, calculating the resultant force of the horizontal active soil pressure and the upsetting moment of the horizontal active soil pressure on the wall heel. The method provides a theoretical calculation basis for the design of the soil retaining structure under the working condition of the limited-width soil body.

This invention discloses a logging method for rapidly predicting collapse pressure in mudstone / shale formations, obtaining the formation depth h, formation pore fluid pressure gradient (FPG), formation lithology density (DEN), and formation clay content (V) of the target formation. sh The drilling fluid system used – the system influence coefficient ε and the clay influence coefficient ξ are determined based on the drilling fluid system – using the formula PCG=(0.1×DEN×g+FPG+ξ×V) sh The formation collapse pressure gradient PCG is calculated using the formula P(ε) / 2-1, where ε is the system influence coefficient of the drilling fluid system. c =0.01×PCG×h to calculate the formation collapse pressure P c It effectively overcomes the complex experimental process required by traditional methods to determine parameters such as the internal friction angle, cohesion, and Biot coefficient of the rock; it also overcomes the drawbacks of relying on personal experience for calculation, which involves many subjective factors, and avoids random interference that is difficult to quantify, program, and maintain stability.

The invention discloses a gravel pile composite foundation reinforcement effect evaluation method based on dynamic sounding. The method comprises the steps that a target area is selected; the dynamic penetration hammering number N, the dynamic penetration resistance F and the composite foundation bearing capacity data are obtained; the unconfined compressive strength Cu of soil between piles and the friction angle delta p in the piles are obtained; on the basis of the unconfined compressive strength Cu of the soil between the piles and the friction angle delta p in the pile body, the theoretical ultimate bearing capacity fef of the gravel pile is obtained; and based on the ultimate bearing capacity fef of the gravel pile theory, the bearing capacity fsp, d of the composite foundation is obtained. The method can establish an empirical relationship between the dynamic penetration hammering number or the dynamic penetration resistance and the bearing capacity of the composite foundation on a semi-infinite foundation, is used for evaluating the bearing capacity of the composite foundation, solves the problem of insufficient number of existing load plate tests, can be used for reinforcing effect evaluation and bearing capacity estimation of the gravel pile composite foundation, and also can be used for evaluating the bearing capacity of the composite foundation. And the method can also be widely applied to reinforcing effect evaluation and bearing capacity estimation of discrete material pile composite foundations such as sand piles.

The invention discloses a plane sliding type rock slope seismic stability analysis model considering rough structural surface strength degradation. Aiming at the important defect that an existing structural surface strength vibration degradation model exaggerates the influence degree of a vibration wear effect influence coefficient and a relative movement speed effect influence coefficient on structural surface strength vibration degradation, the model is improved on the basis of a Barton criterion; therefore, a novel plane sliding type rock slope seismic stability analysis model considering the shear strength degradation of the rough structural surface is provided; parameter sensitivity analysis is adopted to research the influence rule of the seismic wave peak acceleration, the structural plane basic friction angle and roughness coefficient and the structural plane shear strength degradation factor influence parameters m and P0 on the slope seismic stability, and beneficial reference can be provided for slope seismic stability analysis.

The invention relates to the technical field of ore lumpiness analysis, in particular to an ore blasting lumpiness analysis and prediction method. Determining the friction angle and cohesion influenced by the humidification effect and the freeze-thaw effect in the weather state; determining a friction angle correction parameter and a cohesion correction parameter in the Drucker-Prager model according to the friction angle and the cohesion, substituting the parameters into a yield function, judging whether the rock mass yields or not, and determining whether the current rock mass is fractured or separated or not; establishing a dynamic equation through a finite element method to determine the dynamic response of the rock mass under blasting load and environment loading; and judging whether the rock mass is damaged and cracks are generated or not in a stress state based on a crack propagation criterion, and predicting the blasting lumpiness according to the cracks of the rock mass. On the basis of a Drucker-Prager model, a rock mass strength parameter is corrected by introducing a humidification effect and a freeze-thaw effect, a blasting kinetic equation is established in combination with a finite element method, a dynamic response and a fracture extension mode of a rock mass under blasting load and environment loading are predicted, and the current mine blasting fragmentation prediction precision is improved.

The invention relates to the technical field of tunnel monitoring, and discloses an advanced monitoring method and system based on an existing tunnel, and the method comprises the steps: obtaining a proper hole measurement position, depth and direction according to an analysis result; monitoring the displacement and stress change of the surrounding rock in real time, and analyzing according to the monitored surrounding rock data to obtain surrounding rock parameters such as elastic modulus, Poisson's ratio, friction angle and cohesive force of the surrounding rock; and the geological analysis system analyzes the unfavorable geologic body, and starts the advanced horizontal equipment for detection and verification. The system comprises an existing tunnel data acquisition module, an existing tunnel data calculation module and a geological forecast scheme module. Through the combination of the geological analysis system and the detection equipment, the state of the unfavorable geologic body can be more accurately judged, and the reliability of geological forecast is improved; early warning is given out in time, the construction scheme is adjusted, collapse, water burst and other disasters caused by unfavorable geologic bodies are effectively avoided, and construction safety is ensured.

The invention belongs to the technical field of civil construction, and particularly provides a rectangular cable well assembly type retaining wall thickness calculation method, which comprises the following steps: carrying out structural design on a cable well assembly type retaining wall; analyzing the relationship between the excavation depth values of different soil properties and the dado pressure of the soil body; the influence of the cohesive force and the internal friction angle on the wall protection soil pressure is analyzed; calculating a critical stable depth value; and calculating the thickness design value of the assembled retaining wall of the cable well. According to the method, the wall protection thickness is designed and calculated, and construction safety and quality can be guaranteed. According to the method, a critical value calculation relational expression of the stable depth value, the internal friction angle and the cohesive force is provided by analyzing influence factors such as the depth value, the cohesive force and the internal friction angle, and the soil pressure stable depth value is obtained through calculation. And finally, a design thought and a design value of the thickness of the arm guard are put forward, and favorable reference is provided for actual engineering.

The invention provides a method for carrying out slope stability numerical analysis under complex conditions, and belongs to the field of traffic geology engineering. According to the method, the incidence relation between the instantaneous cohesion and the instantaneous internal friction angle of the rock-soil body and the corresponding principal stress under the generalized nonlinear shear strength criterion is constructed, and iterative loop solving of the instantaneous cohesion and the instantaneous internal friction angle of the rock-soil body unit in numerical simulation calculation is realized; the problem that shear strength reduction is still completed by an existing strength reduction method depending on strength parameter reduction in the generalized nonlinear shear strength criterion is solved, and a reasonable and effective implementation way is provided for embedding the strength reduction method into slope stability numerical analysis under the generalized nonlinear shear strength criterion. The method has the advantages of being simple, convenient and easy to implement, reliable in calculation, high in solving efficiency, wide in application range, high in expansibility and the like, and a feasible implementation path is found for slope stability numerical analysis under complex conditions.

The invention discloses a rock anisotropy index determination method based on indoor drilling and multi-parameter fusion, and relates to the technical field of geotechnical engineering. The method comprises the following steps: S1, carrying out digital drilling experiments on a rock sample in different directions to obtain drilling parameters of the rock in different directions; s2, feed force and torque force are calculated according to the drilling parameters, and the ratio of the feed force and the torque force is calibrated based on a linear fitting equation of the feed force and the torque force; s3, calculating internal friction angles of the rock in different drilling directions on the basis of the force balance analysis model; s4, calculating unit grinding energy of the rock in different drilling directions; and S5, calculating the comprehensive anisotropy index of the rock based on the variable coefficient. The rock anisotropy index can effectively quantify the directivity difference of the rock, can directly serve rock mass stability analysis, drilling scheme optimization and support design decision of an engineering site, and effectively connects indoor test and field engineering application.

The invention relates to the technical field of side slope safety, and provides a safety detection method and related equipment for an existing side slope, and the method comprises the steps: obtaining a plurality of side slope parameters of a target side slope; constructing a relational expression between the total strain of the target slope soil and the time, and calculating the total strain of the target slope soil based on all the slope parameters and the relational expression; the current anchor rod prestress of the target slope is calculated according to the total strain of the target slope soil body; the current soil cohesive force and the current internal friction angle of the target slope are obtained through inversion based on slope monitoring data; finally, the safety coefficient of the target slope is calculated according to the current anchor rod prestress, the soil cohesive force and the internal friction angle which are obtained through calculation. According to the method, the reliability of safety detection of the existing side slope can be improved while disturbance to the existing side slope is avoided.

The invention discloses a foundation pit construction method and system based on BIM, and relates to foundation pit monitoring. The foundation pit construction method comprises the steps that a foundation pit BIM model is established; parameter distribution is initialized, the elastic modulus, the cohesive force and the internal friction angle of the soil body unit and the contact rigidity parameter of the contact surface unit serve as parameters to be updated, and when n is equal to 1, initial prior distribution of the parameters to be updated is established according to engineering geological survey parameters; when ngt; when 1 is greater than 1, taking the posterior distribution of the parameters obtained in the (n-1) th excavation step as the prior distribution of the nth excavation step; for the nth excavation step, according to the parameter expected value in the prior distribution, iteratively calculating the soil pressure distribution and the support structure deformation through the foundation pit BIM model, and obtaining a foundation pit deformation predicted value of the nth excavation step; constructing a comprehensive likelihood function according to the accumulated foundation pit deformation measured values of the first excavation step to the nth excavation step, and obtaining posterior distribution of to-be-updated parameters through Bayesian updating; the deep foundation pit deformation monitoring precision is improved.

The invention discloses a rock dynamic pressure-torsion experimental device and method based on a Hopkinson pressure bar, and belongs to the technical field of rock mechanics dynamic testing. The device mainly comprises a split Hopkinson pressure bar system and a spiral conversion mechanism, wherein the spiral conversion mechanism consists of a spiral (4) and a screw sleeve (5) which are meshed with each other; the screw (4) is fixedly connected with the incident rod (2), the screw sleeve (5) is fixedly connected with one end of a cylindrical rock sample (6), and the other end of the sample is fixedly connected with the transmission rod (7). The core is that the lead angle of the screw pair is greater than the equivalent friction angle of the screw pair under the impact load, so that the screw pair is ensured to be non-self-locked; and the sample (6) is of a hollow thin-wall cylinder structure. The method comprises the following steps: driving the spiral (4) to advance by utilizing axial stress waves generated by the split Hopkinson pressure bar, and driving the hollow sample to rotate by the screw sleeve in a forced constraint state, so as to synchronously apply dynamic axial compression and torsional shear combined load.

The invention discloses a soil pressure calculation method and system for a circular foundation pit supporting structure. The method comprises the steps that a numerical analysis model of the circular foundation pit supporting structure is established; a deformation curve and a circumferential stress coefficient of the circular diaphragm wall are obtained through the numerical analysis model; according to a horizontal layering method, a stress balance formula, a moment balance formula and a circumferential stress coefficient fitting formula are combined to obtain a horizontal soil pressure calculation formula of the wall body of the circular diaphragm wall in the limit state; the friction angle in the soil body is corrected by considering the influence of displacement, and a soil body cohesive force exertion value and a cohesive force exertion value between the wall and the soil in a non-limit state are obtained; according to the two cohesive force exerting values and a calculation formula of the horizontal soil pressure of the circular diaphragm wall body in the limit state, the horizontal soil pressure of the circular diaphragm wall body in the non-limit state is calculated; by simultaneously considering the lateral deformation of the wall body and the circumferential stress influence of the circular foundation pit, a measurement index and a reference basis can be provided for the optimal design size of the supporting structure of the circular foundation pit.

The invention provides a mining ground fracture erosion prediction method, device and equipment under a freeze-thaw condition, and belongs to the field of geological research, and the method comprises the steps: obtaining the related data of a target mining ground fracture; calculating a frost heaving stress field and a mining-induced tensile stress field based on the related data, and performing superposition to obtain a total tensile stress field; when the total tensile stress field is greater than the tensile strength of the soil, calculating the coupling damage degree; based on the coupling damage degree, the effective cohesion and the effective internal friction angle of the soil are determined, and then the critical starting shear stress of the crack and the average flow velocity of the scouring critical state are determined; based on the critical starting shear stress and the average flow velocity, total energy consumed for erosion and collapse of the soil body in unit area is determined, and actual water flow power is calculated; and calculating the ratio of the total energy to the actual water flow power to obtain a physical index of the anti-erosion comprehensive capability of the soil so as to judge the erosion risk state of the soil crack. Therefore, space-time prediction and accurate early warning of the erosion risk can be realized.

The present invention relates to a method for calculating the anti-uplift stability coefficient taking into account the shear strength of the soil above the caisson blade foot, and the method comprises the following steps: (1) determining calculation parameters, which mainly include the thickness, density, internal friction angle, cohesion, ground overload, soil plug height in the well, and geometric dimensions of the caisson; (2) determining the type of the caisson according to the width and sinking depth of the caisson; (3) according to the determined different caisson types, substituting the calculation parameters into a calculation expression to calculate the anti-uplift stability coefficient of the caisson structure; the method for calculating the anti-uplift stability coefficient taking into account the shear strength of the soil above the caisson blade foot proposed by the present invention can quickly and accurately analyze the anti-uplift stability of the caisson in actual engineering, and provide theoretical support for design and construction.

This invention relates to a design method for reinforcing rock mass structures with small-diameter piles under post-load conditions in the field of slope protection. The method first obtains the inclination angle θ of the outward-dipping structural surface, the internal friction angle and cohesion c, the sliding mass weight γ, the sliding mass height H, the stress ratio n between the pile and the rock mass at the structural surface, the vertical load q applied to the upper part of the sliding mass after the construction of a single deeply embedded small-diameter anti-slide pile, the sliding mass width b, and the horizontal extension length l. Then, using these parameters, it calculates the initial axial force of the deeply embedded small-diameter anti-slide pile before sliding, the deflection angle of the deeply embedded small-diameter anti-slide pile when the anti-slide force is at its maximum, the minimum compressive stiffness of the small-diameter anti-slide pile, and the axial force and anchorage length of the deeply embedded small-diameter anti-slide pile caused by compression after minor deflection deformation at the structural surface. This invention saves resources compared to empirical design methods.

The utility model discloses a rock mass structural plane friction angle detection device which comprises a base and an upper cover, the upper cover is located above the base, a multi-dimensional force sensor is installed between the base and the upper cover, an anti-skid pad is installed at the bottom of the base, and the upper cover and the multi-dimensional force sensor are connected through a first fixing bolt. The base and the multi-dimensional force sensor are connected through a second fixing bolt. The device is simple in structure, small in size and convenient to carry and use.

The application discloses a plane sliding type rock slope seismic stability analysis model considering rough structure surface strength degradation. In view of the important deficiency of the current structure surface strength vibration degradation model, that is, exaggerating the influence degree of the vibration wear effect influence coefficient and the relative movement speed effect influence coefficient on the structure surface strength vibration degradation, the application improves the above model based on the Barton criterion, thereby proposing a new plane sliding type rock slope seismic stability analysis model considering rough structure surface shear strength degradation, and adopts parameter sensitivity analysis to study the influence law of the peak ground acceleration of the earthquake, the basic friction angle and the roughness coefficient of the structure surface, the influence parameter m of the structure surface shear strength degradation factor and P0 on the slope seismic stability, so as to provide beneficial reference for the slope seismic stability analysis.