30results about How to "Method concept is clear" patented technology

The invention discloses a slope stability analysis segmentation method based on global optimization, which belongs to the field of slope stability analysis. The invention divides the slope sliding body into vertical blocks or oblique blocks, and divides the bottom surface of the block The force (including normal force, shear force) and the force between the bars (including normal force, shear force) are taken as unknown variables, and the stability safety factor of the slope is used as the objective function, combined with the balance of the bar The nonlinear mathematical programming model for slope stability analysis is established, and the optimization algorithm is used to solve the global optimal maximum stability safety factor. The slope safety coefficient calculated by using the method of the invention has the property of the lower limit solution. The method of the invention has the characteristics of clear concept and high calculation precision, and can be applied to the stability analysis of soil slope or rock slope.

The invention discloses a method of calculating a deep antiskid stable critical slipping plane of a dam foundation of a gravity dam and belongs to the field of stability analysis for gravity dams. Aiming at the condition that slip possibly occurs because the low-gradient weak structural plane of the dam foundation of the gravity dam is not exposed but part of downstream bedrock is possibly subjected to clipping, the method comprises the following steps: establishing a nonlinear mathematic programming model of deep antiskid stability analysis for the gravity dam by taking variable of locations subjected to clipping and slipping plane damage on the downstream bedrock as an optimization variable, the deep antiskid stability factor of the gravity dam as an objective function and an equal safety factor normal equation as a constraint condition; solving out a worst critical slipping plane subjected to clipping damage on the downstream rock mass and a safety factor minimal value corresponding to the worst critical slipping plane. The method disclosed by the invention has the characteristics of definite concept, high calculation precision and the like, and can be applied to deep antiskid stability analysis for the gravity dam.

The invention discloses a method for computing an optimal anchoring angle of a rock slope wedge, and belongs to the technical field of analyzing the stability of a rock slope and strengthening the rock slope. A security coefficient of the wedge-shaped slope serves as an objective function, the angle and the direction of anchoring force serve as optimization variables, constraint conditions such as the balance equation of the wedge, the yield condition of a structural surface and the boundary condition are combined, and the method which is used for computing the optimal anchoring angle of the wedge and can maximize the security coefficient is provided. The computing method can compute and obtain the optimal anchoring angle of the wedge accurately, easily and conveniently, has the advantages of being clear in concept, high in computing accuracy and the like, and brings convenience for engineering technicians to carry out optimal design for strengthening the wedge so as to achieve the purpose of being safe and economical.

The invention relates to an upper-bound limit analysis method of ultimate bearing capacity of rock slope considering rock translation and rotation effects at the same time, and belongs to the technical field of rock slope bearing capacity analysis. According to the method, based on a plastic upper-bound limit analysis theory, by means of multiple freedom degree rigid block unit discrete jointed rock slope, the translational speed and rotational speed of the rigid block unit centroid are used as unknown quantities, the translation and rotation mechanical effects of rocks are considered at the same time, the overload coefficient of the slope is used as a target function, and plastic flowing conditions satisfying shear failure, tensile failure and rotational failure of a structural plane are constructed; then combined with a virtual work principle and speed boundary conditions, a linear mathematic programming model for working out the ultimate bearing capacity of the jointed rock slope is built, the linear mathematic programming model is solved by means of a simplex method, a strength reserve coefficient is solved by means of an iterative method at the same time, and finally the upper-bound solution and corresponding failure mechanism of the ultimate bearing capacity of the jointed rock slope are acquired. The method has the advantages that the concept is clear and the computational accuracy is high.

The invention discloses a plastic limit analysis upper-bound method for ultimate bearing capacity of a masonry retaining wall, relates to a plastic limit analysis method for solving ultimate bearing capacity of masonry retaining, and belongs to the technical field of side-slope protection projects. The method comprises the steps of taking the masonry retaining wall as a research object; simulating mechanical properties of masonry by adopting a rigid block element based on a theory of the plastic limit analysis upper-bound method; establishing external force overload conditions by taking a displacement rate of the centroid of the block element as an unknown variable and introducing a Rankine earth pressure theory; establishing a kinematically admissible velocity field meeting rigid block unit and mortar layer surface deformation compatibility conditions, plastic flow constraint conditions, internal and external power equality conditions and velocity boundary conditions; building a nonlinear mathematic planning model for solving the ultimate bearing capacity of the masonry retaining; and solving a minimum value of an ultimate load by using an optimization algorithm. The method has the characteristics of definite concept, high calculation precision and the like, and can be applied to the analysis of the bearing capacity of the masonry retaining wall.

The invention discloses a method for measuring the position of a neutral axis of an engineering structure through modal strain. In a strain mode, the distribution of modal strain of the same cross section accords with a plane cross-section assumption, so the method can calculate the position of the neutral axis through measuring the modal strain of two different positions on the cross section. The method comprises five steps: dynamic strain response collection, strain modal analysis, modal strain extraction, neutral axis position coefficient extraction, and neutral axis height calculation. The method is clear in concept, is simple in flow, is suitable for traffic loading, environment excitation and artificial excitation, achieves the high-precision measurement of the position of the neutral axis of the engineering structure under the a non-static force, is high in market competiveness, and provides technological support for guaranteeing safe and effective operation of the engineering structure.

The invention discloses a method for galloping analysis of an elastically supported cylinder under wake flow considering aerodynamic force. The concept of the method is clear. On the basis of obtaining aerodynamic load models at different fixed positions, corrections are made considering fluid-solid coupling motion to solve the problem. The method is simple and clear, and can effectively solve the wake vibration of the downstream cylinder relative to the upstream cylinder. Including: S1, three-component force coefficient simulation working conditions; S2, lift-drag coefficient fitting analysis; S3, wake galloping motion differential equation establishment and solution.

The invention discloses a method for evaluating the fitting degree of motion imitation, which uses the unit vectors of each limb of the human body to describe the posture of the human body. Fitting calculation, obtains the posture of the imitator closest to the demonstrator, avoids the comparison error caused by the delay of the imitator and the demonstrator, and is closer to the actual situation of the imitator following the demonstrator in the action interaction training, and the processing effect is better than DTW algorithm. By introducing a time difference exponential decay function, the present invention takes into account the time difference between the poses of the demonstrator and the poses of the imitator, and makes up for the calculation error of fitting degree that may be caused by the comparison of multiple poses of the imitator. It can be used for the fitness evaluation of long-term continuous actions, and can evaluate and display the fitness in real time. Through the comparison of the fit curve and the key frame of the demonstrator, it can guide the imitator to improve the training effect in a targeted manner.

The invention relates to a method for calculating pressure of passive lateral rocks for jointed rocks on an outwardly-inclined bedding slope, pertaining to the technical field of rock pressure analyses in rock and soil mechanics. The method comprises following steps: dispersing bedding joint rocks based on joint surfaces into rigid rocks in a definite number by taking jointed rocks on the outwardly-inclined bedding slope as an object of study; taking pressure of passive lateral rocks as an objective function and shearing force and normal force of joint surfaces as unknown quantities based on a Pan Jiazheng maximum principle to create an equilibrium equation satisfying damaged rocks, yield conditions of joint surfaces, and yield conditions of contact surfaces for rocks and supporting structures; and solving them to obtain the maximum limit value for passive lateral rocks for jointed rocks the an outwardly-inclined bedding slope. The method for calculating pressure of passive lateral rocks for jointed rocks on the outwardly-inclined bedding slope has following beneficial effects: the method is accurate in concept, high in calculation precision, and easy and convenient in engineering application and can be applied to design of structures for retaining walls on jointed rock slopes, slide-resistant piles and pile-anchor supports.

The invention discloses a network transaction method based on privacy protection trust evaluation. The method is safe under a half-honest network environment and a malicious network environment, and the safety of privacy protection can be effectively implemented; the computing process of the method is simple and efficient so that the result can be rapidly computed; and the method can be effectively applied to various network environments and has strong practicability. The method can be widely applied to various real-world applications, such as electronic commerce, P2P (peer-to-peer) networks, wire1ess sensor networks, cloud computing and the like.

The invention relates to a calculation method for ultimate bearing capacities of rock slopes with rock bridges, and belongs to the field of rock slope stability analysis. The method comprises the following steps of: dispersing a rock slope with rock bridges by adoption of a composite element method on the basis of a theory of the plastic ultimate analysis lower limit method; establishing a nonlinear mathematic programming model for stability analysis of rock slopes with rock bridges by taking an ultimate load and a strength reserve coefficient of the rock slope as target functions; and solving maximum values of the ultimate load and the strength reserve coefficient by using a mathematic programming optimization algorithm. According to the method provided by the invention, the plastic ultimate analysis lower limit method, a composite element method dispersion technology and a mathematic programming measure are combined to establish a rock slope ultimate bearing capacity solution method which not only can simulate the continuous media characteristics of the rock bridges, but also can simulate the non-continuous media characteristics of rock blocks. The method provided by the invention has the characteristics of being clear in concept and high in calculation precision, and can be applied to the analysis of bearing capacities of the rock bridges in rock slopes.

The invention relates to a plasticity limit analysis upper-bound method of a non-across jointed rock mass, and belongs to the field of bearing capacity analysis of the rock mass in rock mechanics. The method comprises the steps of: on the basis of an upper-bound method theory in plasticity limit analysis, discretizing a non-across jointed rock slope by adopting a hybrid element method, namely constructing a kinematically admissible velocity field which simultaneously meets block and structural surface deformation compatibility conditions, plasticity flowing constraint conditions, internal and external power equivalence conditions, block element and triangular element interface plasticity flowing conditions and velocity boundary conditions by adopting a rigid block element discretization rock, a finite element discretization rock bridge, a block element centroid speed and a triangular element node velocity as unknown quantities; and building a linear mathematical programming model of solving an ultimate load of the non-across jointed rock mass, solving the linear mathematical programming model by adopting an interior point algorithm and obtaining an upper-bound solution of the ultimate load of the non-across jointed rock mass. The plasticity limit analysis upper-bound method has the characteristics of clear concepts, high calculation accuracy and the like.