1149 results about "Internal forces" patented technology

The invention belongs to the technical field of humanoid robot control, and particularly relates to a humanoid robot two-arm self-adaptive force control operation method and system, and the method comprises the steps: building a coordinate conversion algorithm between a world coordinate system and a left arm base coordinate system, a right arm base coordinate system, a left arm tail end coordinate system, a right arm tail end coordinate system and an operation target coordinate system; six-dimensional force data and torque data collected by six-dimensional force sensors at the tail ends of the left mechanical arm and the right mechanical arm are obtained, and gravity compensation and conversion are conducted; defining a grasping matrix to decompose the six-dimensional force data and the torque data into internal force and external force; dividing the cooperative task into a free motion stage, a constraint establishment stage and a constraint motion stage, and generating a corresponding control instruction in each stage; and the generated control instruction is input into a double-arm robot system, and coordinated motion control of the double-arm robot in different stages is achieved. According to the invention, coordination work can be completed and anti-interference capability is possessed.

The invention discloses an analysis and design method and system for a floating type wind power foundation structure, and the method comprises the steps: selecting a part of section according to a preliminary design scheme of a floating type wind power foundation, and dividing the section into a plurality of floating body subareas; performing multi-body frequency domain hydrodynamic analysis on the floating body partition to obtain a multi-body hydrodynamic coefficient; calculating a rigidity coefficient at a part of the cross section; a wind turbine generator, a tower drum, a mooring system and the floating type wind power foundation are built into a multi-body coupling model, floating type wind power system time domain coupling analysis is conducted, internal force and stress of part of sections are calculated, the strength of the part of sections is checked, and the design scheme of the floating type wind power foundation is determined. According to the method, on the basis of floating body partition of the floating type foundation, the floating type foundation serves as a multi-body system composed of the multiple rigid bodies, the internal force at the connecting cross section of the multiple rigid bodies is obtained during time domain coupling analysis, analysis and design of the floating type wind power foundation structure are improved, and the design precision and the safety coefficient of the floating type wind power foundation structure are improved.

The invention discloses an approximate analysis method for nonlinear jump buckling critical load of an asymmetric arch bridge, which comprises the following steps of: deducing to obtain an in-plane geometric nonlinear equilibrium equation of the asymmetric arch bridge based on an Euler-Bernoulli beam theory and a virtual work principle by taking the asymmetric arch bridge under the action of uniformly distributed load as a research object, and then calculating the nonlinear jump buckling critical load of the asymmetric arch bridge by introducing an asymmetric degree coefficient gamma of an arch foot. Deducing to obtain approximate analysis of geometric nonlinear displacement in the asymmetric arch bridge surface; deducing a post-buckling equilibrium differential equation of the asymmetric arch bridge based on a virtual work principle to obtain an internal force condition and critical load approximate analysis of branch point buckling of the asymmetric arch bridge under two boundary conditions; and finally, through the characteristic that the nonlinear jump buckling critical load corresponds to an extreme point in a buckling behavior curve when the nonlinear jump buckling critical load is unstable, deriving to obtain approximate analysis of the nonlinear jump buckling critical load of the asymmetric arch bridge. According to the method, the solving workload of engineering personnel on the geometric nonlinearity in the asymmetric arch bridge structural plane can be effectively reduced.

The invention relates to an influence matrix-based arch bridge cable-stayed buckle hanging buckle cable force multi-target data processing method and a multi-target optimization system thereof. The method comprises the following steps: establishing a finite element model, and correcting the model according to a construction sequence; extracting a plurality of correlation influence matrixes, wherein the influence matrixes comprise a displacement influence matrix, a cable force influence matrix and an internal force influence matrix; on the basis of a superposition principle, according to the obtained multiple correlation influence matrixes, obtaining an influence matrix relation, and then obtaining initial tension vectors of the buckle cables; and determining a plurality of corresponding constraint conditions based on an optimization theory, establishing an initial cable force multi-objective optimization model of a variable load, and calculating cable force value parameters of a buckle back cable of the cable-stayed buckle-hanging construction arch bridge. According to the method, the axial force of the arch rib rod piece and the arch rib line shape in the cable-stayed buckling construction process of the large-span arch bridge can be effectively controlled, and the optimal arch line shape and the stable stress state of the arch ring of the bridge are achieved.

The invention provides a centroid estimation and compensation method and system for a variable-configuration quadruped robot with an arm, and relates to the technical field of quadruped robot motion planning, and the method comprises the steps: obtaining the state feedback information of the variable-configuration quadruped robot in the motion process; on the basis of the state feedback information, foot end contact force of the supporting legs is calculated through a whole-body dynamic model of the variable-configuration quadruped robot and a disturbance force observer based on generalized momentum; according to the foot end contact force of the supporting leg, adopting a centroid estimation algorithm of an online recursive strategy to estimate a centroid deviation value after unknown disturbance; according to the estimated centroid deviation value, a motion trail planner and a centroid dynamical model are adjusted, centroid deviation compensation is conducted through a whole body controller of the null space based on the adjusted result, the optimal joint torque is obtained, and real-time servo control is conducted; according to the invention, stable control of the quadruped robot under disturbance of internal force or external force such as double-arm movement, leg configuration change and unknown load is realized.

The invention discloses a spatial flexible multi-arm robot cooperative control method and system using a stress stiffening effect, and relates to the field of spatial flexible multi-arm robot cooperative control. The problems that in the prior art, robot research considering flexibility mainly focuses on a single mechanical arm, and for a multi-arm space robot, especially the situation that configuration can be switched between an open chain and a closed chain, current research is still few are solved. The method comprises the steps that based on the open chain topological configuration and the self-closed chain topological configuration of the space flexible multi-arm robot, kinetic models, considering joint flexibility, of the space multi-arm robot in the open chain state and the self-closed chain state are established respectively; an internal force stiffening effect is introduced, whether internal stress exists or not is determined, and rigidity analysis of the space multi-arm robot considering the flexible joint under the self-closed chain configuration is completed; a composite control law is designed for the space multi-arm robot considering the flexible joint based on a singular perturbation method, and the method is also suitable for the field of improving the control precision in the orbit service and orbit capturing process.

The invention discloses an integral equation general solution method for horizontal bearing characteristics of a pile body composite foundation, which comprises the following steps of: S1, establishing a pile body composite foundation schematic diagram consisting of N (N = n1 * n2) foundation piles and a coordinate system {0, x, y, z} thereof, and dividing the pile body composite foundation schematic diagram into m subunits by taking a pile diameter d as a side length; determining the load resultant force V (y, 0) of the top of each subunit according to the horizontal load H0 of the upper structure borne by the foundation; s2, the pile-soil system is decomposed into semi-infinite space expansion soil and virtual pile units, and stress analysis schematic diagrams of the corresponding units are obtained; obtaining analytic expressions of pile body deflection # imgabs0 # and bending moment # imgabs1 # according to static equilibrium conditions and geometric conditions of the ith (i = 1,..., N) virtual pile unit; and S5, the lateral displacement # imgabs2 # of the extended soil unit at the corresponding position of the ith virtual pile is obtained based on the Mindlin solution, according to the lateral displacement coordination condition of the semi-infinite space extended soil and the virtual pile unit at the corresponding position, an integral control equation of the horizontal bearing characteristic of the pile body composite foundation is established, and then the pile body deflection and the internal force of the pile body composite foundation are obtained.

A method for calculating an opening response of a shield tunnel with supports. A rectangular opening is formed in the shield tunnel, and the supports is arranged in the shield tunnel. Calculating a segment response of the tunnel after opening comprises: dividing segments into sections along the longitudinal seam to obtain transfer equations within and between sections, with internal forces at the opening being 0; simulating, by Timoshenko curved beam and straight beam theory, segments and supports; simulating, by radial, tangential and rotating three-directional springs, longitudinal joints, and simulating, by two-directional shear springs, circumferential joints between adjacent rings; simulating, by a Winkler soil spring, interaction between tunnel and stratum; deriving node equations of intersection of the supports and intersection of the support and segment according to principle of equal displacement and balanced internal force; and combining and solving the above equations to obtain the opening response of the shield tunnel.

The invention discloses a nonlinear beam unit analysis method considering prestressed tendon bonding slippage, which comprises the following steps: establishing an overall structure analysis model according to the geometric dimension of a prestressed concrete beam, dividing calculation units, and assembling unit stiffness matrixes into a structural overall stiffness matrix; applying load and boundary conditions to the overall structure analysis model, and solving the overall analysis model by adopting a Newton iteration method; and extracting calculation results of structural deformation, stress, section internal force, prestressed tendon relative slippage and the like, drawing a load-deformation curve, and calculating structural rigidity and bearing capacity according to the slope and peak value of the curve. The calculation unit provided by the invention is an 8-degree-of-freedom beam unit, not only is the stress characteristic of the beam structure considered, but also the bond slip characteristic of the prestressed tendon is considered, the problem that a traditional beam unit analysis model cannot consider the bond slip effect of the prestressed tendon is solved, and compared with an entity unit analysis model, the convergence is better, and the calculation efficiency is higher.

The invention discloses a simulation method for evaluating damage of a concrete gravity dam under the action of an explosion load. The simulation method comprises the following steps: establishing geometric models of the concrete gravity dam, water and explosives, performing grid division on the geometric models, and dispersing units into particles to obtain a discretization model; giving material parameters, boundary conditions and contact to the discretization model, and setting a detonation point position and a detonation mode; coupling effects between the explosive and water, between the water and the concrete gravity dam and between the explosive and the concrete gravity dam are set; key information is initialized; a fluid-structure interaction force is calculated by adopting an asynchronous solution IHPD-SPH coupling method; an SPH solver is adopted to update the speed and density information of the fluid; an IHPD solver is adopted to update internal force and acceleration information of the solid; checking whether the calculation duration is met or not, and if yes, ending calculation; if not, recalculating the fluid-solid coupling force according to the currently obtained particle state; and obtaining a dam damage result, and performing damage grade evaluation.

The invention discloses a cement stabilized macadam mechanical property analysis method based on maximum aggregate nominal particle size, and relates to the technical field of cement stabilized macadam mechanical property analysis, the method comprises the following steps: preparing skeleton dense type cement stabilized macadam test pieces with different nominal maximum particle sizes; carrying out a macroscopic mechanical test to obtain a stress-strain curve and a crushing value; establishing a three-dimensional discrete element numerical model corresponding to the test piece, performing uniaxial compression simulation, and ensuring the reliability through model verification; and based on the verified model, quantitatively analyzing the contact force distribution, the contact quantity characteristic and the microcrack evolution law from the microscopic level. According to the analysis method disclosed by the invention, a mechanism that the nominal maximum particle size improves the macroscopic performance of the material by regulating and controlling an internal force chain network and inhibiting damage accumulation is disclosed through a macro-micro combination means, and a scientific micro-mechanical basis and a quantitative analysis tool are provided for grading optimization and high-performance design of the cement stabilized macadam base.

The invention relates to the technical field of water conservancy and municipal administration, in particular to a reinforcement calculation method for a non-rod system reinforced concrete structure, which comprises the following steps: replacing long and thin pile and rod structures with one-dimensional units, replacing pier, wall, plate and beam structures with two-dimensional units, and carrying out coupling connection on a whole hydraulic structure model; original three-dimensional entity unit finite element calculation is equivalently converted into one-dimensional line unit, two-dimensional plate unit and three-dimensional entity unit coupling structure finite element calculation; displacement, internal force and stress of all parts of the hydraulic structure are obtained, and structural reinforcement is conducted through the internal force according to a structural mechanics method adopted by the rod system reinforced concrete structure. Compared with the prior art, the method has the advantages that the internal force of each part of the building can be directly obtained, the structure stress can be truly reflected, the structure reinforcement mode and number can be optimized, and the original complicated non-rod-system reinforced concrete structure can be subjected to structure reinforcement according to a structural mechanics method adopted by the rod-system reinforced concrete structure.

The invention relates to the technical field of bridge construction, and provides a construction method of a cable-stayed-continuous cooperative system composite beam bridge, which does not need to arrange a large batch of prestressed corrugated pipes and steel beams to ensure the use performance of a bridge deck slab, fully utilizes the structural characteristics of the cable-stayed-continuous cooperative system composite beam bridge, and improves the construction efficiency of the cable-stayed-continuous cooperative system composite beam bridge. By changing the overlapping sequence of the continuous composite beam bridge deck slabs, it is guaranteed that the bridge deck slabs in the hogging moment area of the continuous composite beam do not generate tensile stress, the bridge deck slabs in the sagging moment area generate pressure stress reserve, and by increasing the tension stay cable force, the continuous composite beam moves upwards close to a side main beam of the cable-stayed bridge and moves downwards close to a side span side main beam; the bridge deck slab generates compressive stress, the steel main beam generates tensile stress, the compressive property of concrete materials and the tensile property of steel are fully played, the material utilization rate is increased, the compressive pre-stress of the bridge deck slab is completed through internal force distribution of the composite beam, the construction method is simple and operable, the structural stress is clear, and the reasonability and safety of the structural stress are guaranteed.

The invention discloses a method and device for calculating pretension in a flexible photovoltaic cable truss structure, a storage medium and an electronic device. The method for calculating the pretension in the flexible photovoltaic cable truss structure comprises the steps that modeling parameters and first internal force parameters of a structure calculation model are obtained; according to the modeling parameters of the structure calculation model and the first internal force parameters, determining the structure calculation model which corresponds to the flexible photovoltaic cable truss structure and is in a balanced state; obtaining a first control condition and a second control condition determined according to the target load parameter; according to the first control condition and the second control condition, target internal force corresponding to each component object in the structural calculation model is determined, and the target internal force of the component object is determined according to the reference internal force of the component object and the target coefficient. The technical problems of low pretension calculation efficiency and inaccurate pretension calculation in a flexible photovoltaic cable truss structure in the prior art are solved.

The invention discloses a large-span bridge swivel construction process control and monitoring method and system, and relates to the field of bridge construction, and the method comprises the steps: carrying out the construction monitoring overall calculation based on a design drawing, and carrying out the mutual verification with a design calculation result, and obtaining a designed theoretical finished bridge state; on the basis of original data established in checking calculation, theoretical values of target monitoring parameters of all construction stages are calculated; the construction process is monitored in real time, and geometric state calculation, internal force state calculation and rotation process calculation are completed; construction process monitoring data and corresponding theoretical values are compared and analyzed, target monitoring parameters are identified and adjusted, and construction error allowable indexes and a stress early warning mechanism are determined; and horizontal swivel construction is completed according to the adjusted swivel scheme, and constraint and fixation are conducted after the swivel structure is in place. The safety of the bridge structure in the swivel construction process and the reasonability of the bridge forming state can be guaranteed, and the problem that structural stress and driving are affected due to the fact that the structural line shape is not smooth is solved.

The invention discloses a double-row anti-slide pile internal force obtaining method and system, and relates to the field of geotechnical engineering.The double-row anti-slide pile internal force obtaining method comprises the steps that indoor experiments are conducted on pile top displacement, pile periphery soil pressure distribution and pile body bending moment and shearing force distribution of a coupling-beam-free double-row anti-slide pile, and the stress characteristics and deformation characteristics of the coupling-beam-free double-row anti-slide pile are obtained; constructing a coupling-beam-free double-row anti-slide pile internal force calculation model; an anti-slide pile is simplified into an elastic foundation beam with a fixed range above a slide surface as a directional support, a pile structure is divided into a load-bearing section and a load-bearing section-built-in section from the directional support, and the internal force of the coupling-beam-free double-row anti-slide pile is determined; the stress and deformation characteristics of the coupling-beam-free double-row anti-slide pile are input into the coupling-beam-free double-row anti-slide pile internal force calculation model, and the internal force of the whole pile body of the coupling-beam-free double-row anti-slide pile is accurately obtained.

The invention discloses a digital assembling method and system for a steel truss girder, and the method comprises the steps: carrying out the scanning measurement of a to-be-hoisted steel member through multi-source measurement equipment, and obtaining three-dimensional point cloud data and feature point coordinates; and fusing the data through a registration algorithm, and constructing a component digital model. Acquiring an environment temperature, a component temperature and a supporting state during scanning; on the basis of the information, temperature deformation and self-weight deformation correction is carried out on the model, and a model for assembling is obtained; geometric information is extracted and compared with a design value, and a deviation table and modification suggestions are generated. Dynamically and virtually assembling the corrected model according to an actual hoisting sequence; and simulating stay cable tensioning in a preset stage, and calculating the internal force and deformation of the structure. After virtual hoisting, three-dimensional coordinates of a non-assembly end are calculated in real time, and comparison and guidance are carried out; and actually measuring the three-dimensional coordinates and the physical postures of the hoisted rod pieces for subsequent virtual assembly of the rod pieces. According to the method, the construction quality and efficiency are improved.

The invention discloses a railway bridge earthquake response calculation method based on a friction pendulum support, which comprises the following two steps of: firstly, proposing an earthquake reduction and isolation support response simplification analysis method which comprises displacement response simplification calculation of a main beam, each support and a pier / platform; carrying out optimal calculation on the equivalent damping ratio of the equivalent linearization system; an equivalent linearization analysis method is simplified; and the equivalent linearization analysis method is explicit. Then providing a pier internal force response simplified analysis method which comprises the following steps: simplifying the pier internal force response into calculating an earthquake effect according to a rigid body; and calculating the combined shear force and bending moment of the pier bottom according to the sum of absolute values. According to the method, the operation workload is reduced, the calculation efficiency is improved, and a structure engineer can conveniently carry out a large amount of design optimization work.

The invention relates to the technical field of fracture mechanics numerical simulation, and provides a cracking and inlaying concrete structure stability analysis method based on a finite element method.The method comprises the steps that geometric parameter conditions of a grid model are drawn, geometric parameters of an analysis object are drawn, and the position of a preset crack is located; boundary conditions are applied to the finite element mesh model, mesh division is carried out, and after mesh division is finished, physical and mechanical parameters representing the concrete structure and the inlaying paste in the finite element mesh model are defined; defining actual stress load conditions of the finite element mesh model; simulating passivation and activation of the grid region representing the crack through different simulation construction steps, and carrying out finite element calculation; obtaining the section internal force of the concrete structure cracking area according to the calculation result, calculating the section safety coefficient, and evaluating the stability. According to the invention, the concrete stability can be detected on site without adopting components, and cracking of the concrete structure and the actual stress state and stability of inlaying repair can be accurately simulated and analyzed by adopting an electric calculation mode.

The invention discloses a method for rapidly and stably solving a buckling path after multiple critical points based on a generalized displacement control method. The method comprises the steps that S1, a state variable and an anchoring type secant predictor are initialized; s2, predicting a reference displacement, a calibration displacement and a load increment factor based on the state variable and the anchored secant predictor; s3, calculating the displacement increment of the current iteration step based on the reference displacement, the calibration displacement and the load increment factor, and updating the total displacement and the total load of the structure; s4, updating the geometric state of the structure and the internal force of the unit based on the displacement increment of the current iteration step; s5, calculating the difference value between the total internal force and the external load of the structure based on the updated geometric state of the structure and the unit internal force to obtain the unbalanced force of the structure, and performing error checking based on the unbalanced force of the structure; s6, executing the steps S1 to S5 circularly until the unbalanced force of the structure meets the balance condition, and starting the next increment step; and incremental analysis is executed until user requirements are met, and a buckling path after multiple critical points is output.

The invention discloses a mixed analytic-numerical method for solving soil-structure nonlinear interaction, and belongs to the technical field of geotechnical engineering and structural engineering. According to the method, a soil-structure nonlinear resistance curve is subjected to quasi-linearization, and numerical iteration is carried out by utilizing a matrix analytic solution of a multi-section elastic foundation beam theory, so that the internal force and displacement response of the structure is solved. The hybrid analytic-numerical method for solving soil-structure nonlinear interaction provided by the invention can truly simulate a mechanical behavior path of nonlinear resistance without depending on a traditional difference format. According to the method, absolute stability is kept in the solving process, better precision is achieved under the same calculation efficiency, meanwhile, precision improvement is based on fine adjustment of a small number of key variables, and the transparency and interpretability of the algorithm are guaranteed.

The invention discloses an anti-slide pile cantilever section internal force and displacement calculation method and system and a storage medium, and the calculation method comprises the following steps: taking two endpoints of linear distribution force, a concentrated force action point and a bending moment action point as segmentation nodes, segmenting a cantilever section, and dividing the cantilever section into n sections; determining a top node coordinate and a bottom node coordinate of each segment, acquiring a linear distribution force function of each segment, determining a node force vector of each segment node, establishing an internal force and displacement vector formula of each segment, and calculating an internal force and displacement value of a top node of the ith segment of the pile body by taking an internal force and displacement value of an anchoring point as a boundary condition, and calculating a coefficient vector of the (i + 1) th section of the pile body by taking the coefficient vector as a boundary condition of the (i + 1) th section of the pile body until coefficient vectors of all pile body sections are calculated, and bringing the coefficient vector of each section of the pile body back to a formula to obtain an internal force and displacement expression of the whole cantilever section of the pile body. The internal force and displacement of the slide-resistant pile cantilever can be solved at the same time, and calculation is simpler, more convenient and more accurate.

The invention relates to the technical field of power cables, and discloses a cable trench cover plate internal force and deflection optimization calculation method, which comprises the following steps of: firstly, acquiring uniformly distributed load, material attribute, span, geometric dimension and boundary conditions of a cable trench cover plate; based on the data, an equilibrium differential equation of the elastic continuous beam is established, and deflection functions of a simple support and a fixed end are solved. Thirdly, constructing a finite element model, and analyzing stress changes under different spans by utilizing the model in combination with the two deflection functions to form an internal force balance model; through the model and the function, the relationship among the load, the control point deflection and the beam internal force is determined, and an internal force function is obtained. And finally, according to the finite element model, reversely deducing a standard section inertia moment, and analyzing the influence of the standard section inertia moment on the internal force and deflection to obtain section optimization parameters. According to the method, the problems of high calculation difficulty and inaccurate calculation result of a cover plate with unknown section parameters in actual engineering of the cable trench are solved.

The invention relates to the technical field of data processing, and discloses a shipyard steel framed bent scheme automatic optimization method and system based on a genetic algorithm. The method comprises the following steps: acquiring shipyard steel bent frame structure parameters and establishing an engineering experience database to obtain initial component section parameters; carrying out structure parametric modeling based on the initial parameters, generating a structure calculation model and carrying out load condition analysis; importing finite element software to carry out internal force analysis, and carrying out component standard checking calculation to obtain a stress ratio; performing multi-objective optimization through an NSGA-II algorithm to obtain a Pareto optimal solution set; and finally carrying out three-dimensional modeling and document generation to obtain an optimization design result. According to the method, the design scheme of the steel bent frame structure is automatically optimized while multiple load working conditions and design targets are considered, and it is ensured that the design result meeting the safety standard and with the optimal cost is obtained within the shortest time. By solving the problem, the design efficiency can be greatly improved, the design cost is reduced, and the structural safety is ensured.

The invention belongs to the technical field of engineering protection and treatment, and discloses an anchoring structure internal force calculation method for an internal anchoring type anchor rod, and the method comprises the steps: building a first shear stress coupling relation between axial displacement and an anchor rod mortar interface according to the stress balance condition, axial stress and axial displacement of the anchor rod; presetting a load transfer mode from an anchor rod to a mortar body to a surrounding rock body in the anchoring structure based on the shear hysteresis model, and constructing a second shear stress coupling relationship between the axial displacement and the shear stress of the anchor rod mortar interface and the shear stress of the mortar surrounding rock interface according to the load transfer mode; based on the first shear stress coupling relation, the second shear stress coupling relation and stress boundary conditions of the anchoring structure, an anchor rod axial force analytical equation and an internal shear stress analytical equation set of the anchoring structure are constructed; and calculating the axial force and the internal shear stress of the anchor rod of the anchoring structure according to the physical parameters and the construction parameters of the anchoring structure. According to the invention, the transmission analysis of the drawing load in the anchoring structure is realized, and the displacement axial force and interface shear stress distribution of the internal anchoring type anchor rod can be calculated.

The utility model provides a steel support servo supporting system capable of intelligently controlling inner support axial force and deformation, which comprises a building envelope, a plurality of layers of bidirectional #-shaped steel supports are fixed on the inner side of the building envelope at intervals, and steel support axial force servo devices are arranged in the bidirectional #-shaped steel supports. The steel support axial force servo device is used for adjusting the radial supporting force of the bidirectional #-shaped steel support; the plurality of displacement sensors are arranged on the outer wall of the enclosure structure and are used for measuring the lateral deformation of the enclosure structure; and the displacement sensor and the steel support axial force servo device are connected with a control system. According to the utility model, the active adjustment of the axial force of the inner support is realized, and the internal force and deformation of a support system are controlled in real time to meet the construction requirements of different construction stages.

The invention relates to an active control method and device for a cable-strut tension structure based on a physical information neural network. The method comprises the following steps: acquiring the randomly generated actuation amount of a plurality of units; calculating a tangent stiffness matrix of the structure after the prestress and the actuation amount are applied, and when the matrix is a positive definite matrix, fitting structural displacement by using a physical information neural network; calculating the unit internal force of the corresponding structure based on the maximum displacement value obtained through fitting, judging whether the obtained unit internal force and the maximum displacement value meet constraint conditions or not, if yes, calculating a loss function value, further judging whether the maximum number of iterations is reached or not, and if not, calculating a loss function value; guiding the iteration process of the physical information neural network by using a loss function value in the next iteration; and taking the action amount corresponding to the minimum displacement of the structure fitted in previous iterations as a final required result, and realizing active control based on the final required result. Compared with the prior art, the method has the advantages of high calculation efficiency, wide application range and the like.

The utility model discloses a steel structure cooling tower consisting of double-layer trilateral and quadrilateral units. The cooling tower consists of an upper part and a lower part, the lower part is formed by connecting and combining double-layer trilateral units according to a certain rule, and each double-layer trilateral unit is a double-layer reticulated shell formed by connecting a trilateral outer side chord member and a trilateral inner side chord member through a series of web members; the upper part is formed by connecting and combining double-layer quadrilateral units according to a certain rule, and each double-layer quadrilateral unit is a double-layer reticulated shell formed by connecting a quadrilateral outer side chord member and a quadrilateral inner side chord member through a series of web members. According to the double-layer steel structure cooling tower, the internal force conduction path of the double-layer steel structure cooling tower under the action of lateral force is optimized, the space stress performance is good, the stability of the structure is guaranteed, and the overall steel consumption is further reduced. Through connection and assembly of modular unit assemblies, standardized design, industrial production and fabricated construction of the cooling tower structure are achieved.

The invention relates to the technical field of pipeline temporary plugging devices, and discloses a quick mounting and dismounting device for temporary plugging of a large-diameter pipeline, which comprises a concrete structure pool wall and a central shaft rod, and a supporting and positioning mechanism is arranged on the concrete structure pool wall. A waterproof sleeve is fixedly connected to the inner wall of the concrete structure pool wall body, a shaft rod sleeve is slidably connected to the center shaft rod, and a plurality of first protruding blocks are fixedly connected to the outer wall of the shaft rod sleeve. The supporting and positioning mechanism ensures that the device is stably placed in the pipeline, water flow impact and pipeline vibration are avoided, displacement and shaking are avoided, the installation integrating degree of all parts is higher, the installation quality and efficiency are improved, repeated adjustment caused by installation errors is reduced, meanwhile, internal stress distribution of the device can be optimized, and the service life of the device is prolonged. Abrasion of parts caused by uneven stress is reduced, the overall service life of the device is prolonged, the applicability of the device in a complex pipeline environment is enhanced, and a foundation is built for smooth implementation of plugging operation.

The invention discloses a non-linear analysis method in a multi-arch structural plane considering translation and rotation of arch feet. The non-linear analysis method comprises the following steps: 1) deducing a geometric non-linear equilibrium equation in the multi-arch structural plane under the action of a vertical uniformly distributed load; 2) introducing a multi-arch boundary condition, and deducing to obtain a vertical displacement approximate analysis in a balance path considering translation and rotation nonlinearity of an adjacent arch structure; 3) further obtaining a relational expression between the dimensionless load of the multiple arches and the dimensionless load parameters; 4) deducing a multi-arch nonlinear branch point buckling equilibrium differential equation, and obtaining a critical load approximate analysis according to an internal force condition of multi-arch branch point buckling; 5) deducing to obtain approximate analysis of the multi-arch nonlinear jump buckling critical load.By means of the method, complex solving through finite element software can be avoided, and the calculation cost and workload of multi-span arch structure analysis are reduced.