82 results about "Design load" patented technology

The invention discloses a high-speed railway roadbed structure design method based on dynamic stability. The method comprises the following steps: starting a design process: clearly designing load and control conditions; constructing a lumped parameter dynamic coupling model of the high-speed railway vehicle-track-roadbed layered structure; setting parameter input and verification are carried out on the model based on the design parameter system; solving a roadbed layered dynamic response result through the dynamic coupling model; judging critical conditions of the first design threshold and the second design threshold; various design parameters meeting the first design control threshold value and the second design control threshold value are substituted into the dynamic coupling model for recalculation, it is verified that various dynamic response rules meet design requirements, and finally the design target is completed. According to a typical high-speed railway subgrade structure subgrade bed surface layer graded broken stone and subgrade bed bottom layer coarse-grained soil filler type, a high-speed railway subgrade filler dynamic stability critical state judgment standard is established in combination with a long-term deformation development rule and hysteresis energy characteristics of different fillers under the action of train power; and the support is provided for the stability design of the high-speed railway roadbed structure.

The invention relates to the technical field of aviation turbine shaft engines, and provides an aviation turbine shaft engine design load spectrum compilation reference object analysis method, which comprises the following steps of: counting high-power states of engines corresponding to air typical mission profiles of various helicopters and high-power state use time of the engines according to information of the typical mission profiles; calculating a high-power state cumulative time ratio of an engine in a typical mission profile related to each type of helicopter; based on the high-power state cumulative time proportion of the engine, calculating the high-power state reduced time proportion of the engine in all typical mission profiles of various helicopters; and selecting a helicopter as a load spectrum compiling reference object according to the high-power state-to-time ratio of the engine, and compiling a load spectrum based on the helicopter. According to the method, through effective and simple engine power state comparative analysis, a proper helicopter platform is selected as a design object, and the obtained design load spectrum can meet the use requirements of all helicopter platforms.

The invention discloses an open caisson segment bending resistance testing method for a sinking type vertical shaft tunneling construction method. The open caisson segment bending resistance testing method comprises the steps that S1, multi-dimensional parameters of an open caisson segment to be tested and a vertical shaft body are obtained; s2, selecting a proper soil pressure coefficient; s3, calculating a load condition acting on the to-be-tested open caisson segment; s4, defining boundary conditions of the to-be-detected open caisson duct piece; s5, the maximum bending moment borne by the open caisson segment to be measured is obtained; s6, the state of the single segment placed on the bending resistance test loading platform is simulated, and boundary conditions of four corner points of the single segment are set according to the open caisson segment state of the sinking type vertical shaft tunneling construction method; s7, determining the application area of the uniformly distributed load; and S8, adjusting the size of the uniformly distributed load until the maximum bending moment of the current single segment is the same as the maximum bending moment of the to-be-tested open caisson segment under the double service condition, and obtaining the design load and the maximum load. The research on the service characteristics of the VSM construction method open caisson segment is more scientific and accurate.

The invention provides a concrete normal section reinforcement design method and system, electronic equipment and a storage medium. The method comprises the following steps: establishing a section stress model containing multi-layer reinforcement strain distribution based on plane section assumption; the stress state of the whole process of the section from axle center compression to axle center tension is simulated by setting strain proportion parameters of the strain of the outermost reinforcing steel bar on the tension side and the limit pressure strain of the concrete; aiming at a plurality of set strain state control points, calculating stress of each steel bar layer position, contribution of the stress to axial force and bending moment and contribution of the stress to a concrete compression area; and based on the section static balance condition, the optimal reinforcement area meeting the design load requirement is determined through iterative calculation, and the configuration constraint of multiple layers of steel bars is considered in the iterative calculation. The method overcomes the defects that a traditional method overestimates the effect of the pressed steel bars and ignores the strain difference of multiple layers of steel bars, and the accuracy and safety of reinforcement design of high-performance concrete structures such as nuclear islands are remarkably improved.

The invention relates to a pile-anchor composite foundation bearing capacity exerting coefficient calculation method, medium, calculation device and system, and the method comprises the steps: obtaining the rock mechanical parameters of each layer of geology of an area where a pile-anchor composite foundation is arranged, initializing the parameters of the pile-anchor composite foundation based on a design load, building an interface bonding-sliding constitutive model according to the rock mechanical parameters, and calculating the bearing capacity exerting coefficient of the pile-anchor composite foundation; a pile-anchor composite foundation load transfer calculation model under the current geological condition is established, the uplift bearing capacity of the pile-anchor composite foundation is calculated through the load transfer calculation model and pile-anchor composite foundation parameters, the uplift bearing capacity of the upper pile foundation and the uplift bearing capacity of the lower anchor rod foundation are extracted, and bearing capacity exerting coefficients are calculated; the invention discloses a method-based implementation medium and system. The calculation device comprises an acquisition module, a model construction module and a calculation module. According to the invention, the field workload is reduced, the engineering cost is reduced, the working state of the pile-anchor composite foundation under various geological conditions is finely simulated, and the operation is convenient.

The invention provides a pre-pressing method for construction of a suspension structure, and particularly relates to a method for applying a subsequent total load in advance through a pre-pressing device such as a hydraulic jack, so that a floor structure vertically deforms and is locked in advance, and then pressure is balanced and released step by step along with increase of a construction load. Load application and pressure release balance in the whole process is ensured, and structural deformation is in a stable state. According to the method, a structure pre-arching mode is adopted in the earlier stage, after construction of a steel structure outer frame is completed, the follow-up design load amount is obtained through calculation, suspension structure outer frame pre-pressing is conducted, so that the vertical deformation amount is locked in advance, then pressure is released through step-by-step unloading along with increase of the construction load, and the outer frame structure stress is always in a balanced state; the problem that vertical deformation of a floor structure is continuously increased due to load increase in floor construction of a suspension structure is solved. The risks of structural cracking, roof water leakage, building decoration layer damage and the like possibly caused by development of vertical deformation of the floor are reduced to the maximum extent, and the construction quality of the suspension structure is greatly improved.

The invention discloses a method for evaluating the influence of a large-span railway suspension bridge beam end corner on driving performance, and the method comprises the steps: building a three-dimensional finite element model of a large-span railway suspension bridge, coupling a suspension bridge beam end, a telescoping device and a track, and building a suspension bridge beam end-telescoping device-track coupling vibration model; the method comprises the following steps: establishing a vehicle model of a vehicle operated by a large-span railway suspension bridge, and forming a suspension bridge beam end-telescopic device-rail-train coupled vibration analysis system by taking a beam end corner or rail irregularity as external excitation; outputting a dynamic response index of the operating vehicle; dynamic response indexes of operating vehicles under different beam end corner working conditions are calculated, according to the design load of the suspension bridge, the amplitude of the beam end corner of the suspension bridge is calculated, and whether the beam end corner of the suspension bridge meets the requirement or not is evaluated. The dynamic response of the operating vehicle can be quickly obtained, and the mapping relation between the beam end corner deformation and the vehicle dynamic response index is established, so that the beam end corner rationality is more accurately evaluated according to the vehicle evaluation index.

The invention relates to a wharf abutment construction method, belongs to the technical field of wharf construction, and aims to solve the problems that the stability of an abutment structure is insufficient and the concrete pouring quality is difficult to control due to uneven settlement of an underwater foundation in the prior art. 50%, 80% and 110% design loads are sequentially applied through graded water injection preloading, pressure-stabilizing precipitation water level is adopted to enhance the bearing capacity of the foundation, a three-dimensional coordinate control net with the plane position deviation smaller than or equal to 3 mm is arranged to achieve accurate positioning, a steel reinforcement framework is connected through pre-buried positioning short ribs, and a sealing combined steel formwork with longitudinal and transverse stiffening ribs is installed; when layered pouring is implemented, the thickness of each layer is 50 cm, a combined vibrating process is matched, and finally, a top formwork is kept for continuous maintenance after 70% of strength is achieved. The method effectively improves the bearing uniformity of the underwater foundation, the positioning precision of the formwork and the compactness of the concrete structure, is mainly applied to abutment construction of hydraulic structures such as ports, wharfs and docks, and can ensure the structural integrity and durability.

The invention relates to the technical field of bridge construction, in particular to a bridge pier embedded right-angle bracket support design method and system.The method comprises the steps that geological parameters of a bridge construction area are obtained, and the geological parameters are mapped into load reduction coefficients of bridge pier sites; calculating the design load of the right-angle bracket, synchronously generating a parameterized model of the Bailey buckle, and outputting an initial bracket model of the integrated buckle structure; collaborative optimization of a pier column main reinforcement passing path and a Bailey ring buckle space is carried out on the initial bracket model, and an optimized bracket model with a perforated structure is obtained; performing multi-parameter iterative simulation analysis on the optimized bracket model to obtain a plurality of candidate design schemes; and performing multi-target evaluation on the plurality of candidate design schemes to obtain an optimal design scheme. By means of the method, the problems that in the prior art, geological conditions are difficult to quantify, load calculation lacks dynamic correction, and the space of the bracket and the space of the Bailey ring buckle support are difficult to cooperate are effectively solved, and structural stress optimization and construction arrangement integrated design is achieved.

The application belongs to the field of composite structure layer design of aircraft structure, and particularly relates to a composite laminate layer proportion optimization method, step S1: in the aircraft design process, the design load and the aircraft structure layout are determined, the design allowable value of the composite material applied to the aircraft is determined, including the axial allowable strain epsilon ad , the shear allowable strain gamma ad ; step S2: based on the external load of the aircraft structure and the specific layout, the load characteristic value T of the aircraft to be layered structure is calculated, and the load characteristic value T represents the trend characteristics of the axial load and the shear load of the aircraft to be layered structure; step S3: a plurality of preset proportion composite laminates in a layering library are obtained, and the material characteristic value T m of the composite laminates is calculated; step S4: based on the structure load characteristic value T, the composite laminate with the material characteristic value T m matching the load characteristic value T is selected. The relationship between the structure and the material is quantified, so that the structure material selection is more intuitive and optimal.

The invention belongs to the field of airplane structure dynamic strength design, and particularly relates to a dynamic load static equivalent coefficient determination method and a structure parameter design method.The method comprises the steps that S1, a relation curve of a water pressure load at the bottom of an airplane body and a time history is obtained according to a water forced landing dynamic load measurement test, and the peak value Ps of the water pressure load is determined according to the relation curve; s2, carrying out a fuselage bottom elastic model water forced landing test, and determining critical failure parameters of an elastic structure; s3, performing a static mechanical property test according to the critical failure parameters of the elastic structure to obtain the maximum static pressure Pd which can be borne by the elastic structure; and S4, calculating the static equivalent coefficient of the dynamic load of the forced landing on the water. The static equivalent coefficient of the dynamic load of the water pressure of the forced landing on the water is obtained through a scale model test. The objective of the invention is to solve the problem of lack of design load in airplane water forced landing performance design.

The invention provides a bridge crane flexible falling control method, system and device based on an S-shaped curve speed regulation algorithm, and belongs to the technical field of engineering machinery, the control method comprises the following steps: 1, analyzing constraint conditions of a bridge crane in a hoisting working process, and establishing a model of the bridge crane at a balance position in the hoisting process; 2, designing an acceleration track, a speed track and a displacement track of load falling based on the model of the bridge crane in the hoisting process, namely finishing S-shaped track planning of load falling; 3, after the S-shaped track is coded into MATLAB, the rotating speed of the three-phase alternating-current asynchronous motor is controlled through a rotating speed closed-loop PI, closed-loop adjustment is achieved under constant-voltage-frequency-ratio open-loop control, the planned S-shaped track is tracked, and flexible falling of the hoisting load is achieved. On the basis of not changing the mechanical structure of the bridge crane, the flexible falling of the three-phase alternating-current asynchronous motor in the crane during hoisting is controlled by designing a control algorithm.

The present invention provides a stress verification method for the main beam of a pultruded plate material used in a wind turbine blade, comprising: constructing a shell element model of the wind turbine blade, loading the shell element model in the maximum swing direction according to a design load, obtaining the strain distribution of the overall blade structure using finite element software, and extracting a first strain distribution of the main beam; constructing a solid model of the main beam chamfer area, and coupling it with the shell element model based on dynamic constraints to obtain a coupled model; loading the coupled model in the maximum swing direction according to the design load to obtain a second strain distribution of the main beam; obtaining an equivalent fatigue load based on the blade's swing direction based on the second strain distribution, and calculating the service life and safety factor of the main beam based on the equivalent fatigue load. The present invention enables more accurate verification of the fatigue life of the main beam, reduces the amount of calculation, and improves computational efficiency.

The application belongs to the technical field of bridge construction, and is a beam bridge load test method based on time history curve. The method firstly carries out static load test, and then arranges test vehicles at key parts of the test bridge surface by using a step loading mode, and measures deflection points and strain points. Then, the static load test efficiency is calculated through the bridge static load test. According to the step loading mode and the static load test efficiency, a multi-working-condition bridge model is established by using a finite element method to collect time history curves. Finally, dynamic load test is carried out, control sections of each span of the bridge are selected as test sections, and strain fluctuation amplitude, impact coefficient and the like are measured through the dynamic load test. According to the test data, the stress state of the structure under dynamic load is analyzed. The application combines static load test and dynamic load test, can reflect the working performance of the bridge structure under design load, and has high reliability.

The application belongs to the field of aircraft structure dynamic strength design, and particularly relates to a dynamic load static equivalent coefficient determination method and a structure parameter design method, which comprises the following steps: S1: according to a water ditching dynamic load measurement test, a relationship curve between a water pressure load of a bottom of an aircraft fuselage and a time history is obtained, and a peak value Ps of the water pressure load is determined according to the relationship curve; S2: a water ditching test of an elastic model of the bottom of the fuselage is performed to determine a critical failure parameter of the elastic structure; S3: a static mechanical property test is performed with the critical failure parameter of the elastic structure to obtain a maximum static pressure Pd that can be borne by the elastic structure; and S4: a water ditching dynamic load static equivalent coefficient is calculated. The static equivalent coefficient of the water ditching water pressure dynamic load is obtained through a scale model test. The application aims to solve the problem of lacking of design load in aircraft water ditching performance design.

The invention discloses a construction method for an aluminum formwork supporting system of a hollow ribbed floor ribbed beam, and relates to the technical field of building engineering construction. The method comprises the steps that the size of a core mold is determined by combining the floor span, the design load and the concrete strength grade, rib beams are positioned through a two-way coordinate marking method with the axis of a frame column as the benchmark, a core mold arrangement diagram is generated by integrating a structure drawing and a water and electricity installation drawing, and aluminum mold matching and node bulk sample design are conducted based on the core mold arrangement diagram. The distance between vertical rods and force transmission path parameters are set, and it is ensured that the supporting system is matched with the stress of the ribbed beams; accurate alignment of the support and the ribbed beam is achieved according to the process of aluminum mold installation, ribbed beam paying-off, beam and bottom rib installation, ribbed rib installation, embedded pipeline laying, core mold installation, anti-floating fixing, plate surface rib binding, concrete pouring and aluminum mold removal. The problems of support deviation, low wood mold process precision and poor aluminum mold adaptability caused by modulus limitation of a traditional scaffold are solved.

The present application relates to the technical field of high-temperature component creep fatigue test and life assessment, and particularly relates to a high-temperature structure deformation accumulation dynamic creep fatigue load design method under a peak regulation working condition. High-temperature creep performance, cyclic deformation performance, a target test temperature, a typical start-stop number or equivalent cycle number, a main load level range during steady operation, and basic parameters of stress / strain control capability of a testing machine of a target high-temperature structure or a sample thereof are obtained. A stress / strain hybrid control mode is used to generate a dynamic creep fatigue load waveform of the high-temperature structure or the sample thereof. When a dynamic creep fatigue load is executed on a creep fatigue testing machine and a cycle feature meets preset stability and repeatability criteria, the load design is determined to be effective. The present application is easy to implement on existing equipment: the designed load waveform can be realized through software control on a creep fatigue testing machine with stress / strain double closed loop and program loading function, without the need to increase additional hardware, and the engineering operability is strong.

The application relates to a tower crane attachment device connected with an H-shaped steel column and belongs to the technical field of building construction. The device is assembled through a connecting end, a left guard piece, a right guard piece and a back cover plate. In normal working conditions, the H-shaped steel and the channel steel in the connecting end are tightly connected through high-strength bolts and do not move mutually, the tower crane attachment load is transmitted through the lug plate through the connecting end, and then vibration reduction and impact resistance are realized through the high-damping rubber layer between the attachment device and the H-shaped steel column. In extreme working conditions such as hurricanes or earthquakes, when the load transmitted by the tower crane exceeds the design load, the friction between the H-shaped steel and the channel steel in the connecting end is overcome and mutual sliding occurs, the friction material between the two can reduce the input energy of the hurricane or the earthquake through friction energy dissipation in the process, and the vibration reduction effect of the high-damping rubber layer is supplemented, so that the attachment device can effectively improve the safety and reliability of the tower crane and the main structure in extreme working conditions.

The application relates to the technical field of bridge construction, in particular to a bridge pier pre-buried right-angle corbel support design method and system, which comprises the following steps: acquiring geological parameters of a bridge construction area, and mapping the geological parameters into load reduction coefficients of bridge pier sites; calculating right-angle corbel design loads, and synchronously generating a parameterized model of a Bailey buckle, and outputting an initial corbel model of an integrated buckle structure; performing pier column main reinforcement path and Bailey buckle space collaborative optimization on the initial corbel model to obtain an optimized corbel model with a perforated structure; performing multi-parameter iterative simulation analysis on the optimized corbel model to obtain a plurality of candidate design schemes; and performing multi-objective evaluation on the plurality of candidate design schemes to obtain an optimal design scheme. Through the application, the problems that geological conditions are difficult to quantify, load calculation lacks dynamic correction, and the space of a corbel and a Bailey buckle support is difficult to collaborate in the prior art are effectively solved, and integrated design of structure stress optimization and construction arrangement is realized.

The invention discloses a method and system for determining blade extension bonding shear stress based on a finite element model, and belongs to the technical field of new energy. The method comprises the following steps: acquiring three-dimensional layering structure characteristic data of a blade to be analyzed, and constructing a blade finite element shell model containing a blade tip extension bonding section; a corresponding design load is applied to the finite element shell model, and mechanical response data of the blade structure are obtained through structural mechanical analysis and solution; obtaining an in-plane positive axis elastic constant of a single-layer plate of the to-be-analyzed blade, and calculating an elastic constant of the single-layer plate based on the in-plane elastic parameter; the normal stress of the target laying layer in each shell unit in the blade spanwise direction is obtained through calculation; the thickness of the target laying layers is obtained, the product of the normal stress and the thickness of each target laying layer in the blade spanwise direction is calculated, and the products of all the target laying layers in the same shell unit are accumulated to obtain the unit total force; and calculating the shear stress of the bonding layer based on the unit total force and the spanwise length of the blade tip extension bonding section.

The present invention discloses a design method for the cross-section of a composite flexible pipe, and the steps are as follows: according to the design objectives of the flexible pipe, obtain the geometric dimensions and material parameters of the flexible pipe; according to the operating environment of the flexible pipe and the mechanical properties of the material, combined with the provisions of the design specifications, determine the design load and failure criteria of the flexible pipe; establish a finite element model and an overall analysis model of the flexible pipe, and verify their effectiveness; analyze the alternating winding angle of the fibers in the reinforcement layer of the flexible pipe, the material of the outer protective layer, the thickness of the inner lining layer and the thickness of the outer protective layer, and determine the basic design parameters of the flexible pipe in combination with the actual production and design specifications; conduct a preliminary cross-section design, a single design tensile load, a strength check of the flexible pipe, a curvature check of the flexible pipe, and a fatigue life check of the flexible pipe; the cross-section design of the flexible pipe is completed.

The invention discloses a special lifting appliance for a variable-cross-section three-web variable-cross-section concrete segmental beam. The special lifting appliance adopts a steel strand linking component, an adjusting jack, an adjusting jack fixing component, a gravity center adjusting component, a main lifting beam, a universal shaft, a spacing adjusting component and an auxiliary lifting beam. According to the special lifting appliance, the gravity center adjusting component is adjusted through the jack, plane rotation of the segmental beam in the transverse bridge direction is achieved through the lifting point and the gravity center displacement deviation of the segmental beam, the auxiliary lifting beam is parallel to a segmental beam top plate all the time, it is ensured that a lifting rod piece is perpendicularly stressed, and the auxiliary lifting beam is connected with the distance adjusting component through the universal wheel; and the adjustment of relative postures between the two hoisting beams is realized. The special lifting appliance is used in cooperation with a deck crane, the structure is simple, operation is convenient, the whole lifting appliance is made of high-strength steel, the generated deflection can be neglected under the effect of the designed load, and the lifting safety of the segmental beam is guaranteed.

The application discloses a flexible and adjustable anti-floating and anti-impact support for an underground pipe gallery and a pre-tightening setting method, which comprises a foundation anchoring support assembly, an elastic bearing assembly, a pre-tightening adjusting assembly and a structural support assembly. The structural support assembly is used for circumferentially clamping and fixing a pipe body. The elastic bearing assembly is used for providing vertical support force to the pipe body and resisting the action of buoyancy. The pre-tightening adjusting assembly is used for setting the pre-compression amount of the elastic bearing assembly according to the design load during the installation stage of the anti-floating and anti-impact support, performing one-time adjustment and locking, and keeping the pre-compression state of the anti-floating and anti-impact support unchanged during operation. Swing limiting assemblies are further arranged on the two sides of the elastic bearing assembly and used for limiting the lateral swing amplitude of the pipe under the impact of water flow. The anti-floating and anti-impact support is installed and completed, is maintained free of maintenance, can still work stably under extremely bad environments such as extreme rainfall, and can meet the multiple requirements of anti-floating, anti-impact and vibration reduction of the internal comprehensive pipe gallery under the extreme water filling condition.

The invention discloses a stiffness jump type large-deformation anchor rod based on a Braess paradox design, which comprises a main bearing piece, a plurality of connecting pieces, a plurality of connecting pieces, a plurality of connecting pieces, a plurality of connecting pieces, a plurality of connecting pieces, a plurality of connecting pieces, a plurality of connecting pieces and a plurality of connecting pieces, the auxiliary connecting piece serves as a component for achieving rigidity jump, the two ends of the auxiliary connecting piece are connected with the ends, close to each other, of the A section and the B section correspondingly, and the auxiliary connecting piece participates in stress at the beginning and can be disconnected when the designed load is reached; the standby connecting piece adopts a high-strength steel strand and is divided into an independent section C and an independent section D, the two ends of the section C are connected with the end, away from the section B, of the section A and the end, close to the section A, of the section B respectively, the two ends of the section D are connected with the end, close to the section B, of the section A and the end, away from the section A, of the section A, and the section C and the section D are loosened at the beginning; the spare connecting piece is higher than the auxiliary connecting piece in strength; and an anchor. According to the invention, energy can be absorbed in an initial stage in a concession manner, and enough rigidity and bearing capacity are provided under extreme working conditions.

An embodiment of the present invention provides a method for calculating the vertical stress and critical height of a pile cap beam supported embankment. By obtaining the backfill parameters, pile layout design parameters and roadbed top surface design load of the pile cap beam supported embankment, the vertical stress of the pile cap beam supported embankment at a given depth is calculated using a vertical stress calculation formula. By obtaining the backfill parameters, pile layout design parameters, roadbed top surface design load and actual backfill height of the pile cap beam supported embankment, the theoretical critical height of the equal subsidence surface is calculated using a critical height calculation formula, and the theoretical critical height of the equal subsidence surface is corrected in combination with the actual backfill height of the pile cap beam supported embankment to obtain the actual critical height of the equal subsidence surface. The present invention proposes that the critical height of the equal subsidence surface is not only related to the backfill parameters and pile layout design parameters of the embankment, but is also positively correlated with the actual backfill height of the embankment and the roadbed top surface design load, making the calculation of the critical height of the equal subsidence surface more accurate.

The invention discloses a large continuous wind tunnel balance design strain quantification method, and belongs to the technical field of wind tunnel balance design. The problem that in the prior art, a traditional wind tunnel balance design strain method does not completely respond to the actual requirement of a wind tunnel test is solved. The method comprises the following steps: determining an integral repeatability characteristic quantity value t of each measurement Wheatstone bridge and a measurement and control acquisition device of the wind tunnel balance, and calculating to obtain a dynamic pressure q of a test section; calculating to obtain a resolution required value of each component of the wind tunnel balance in combination with a force measurement test precision index requirement of the model test; calculating the minimum design strain requirement of each component of the wind tunnel balance under the wind tunnel test precision index by combining the design load requirement of the wind tunnel balance; materials mechanics and a finite element analysis method are applied to design and determine a layout mode and size parameters of wind tunnel balance elements, and design strain requirements of each component of the wind tunnel balance are met. The method effectively quantifies the design strain requirements of each component of the wind tunnel balance, and can be applied to design of the wind tunnel balance.

This invention provides a method, equipment, and medium for predictive calculation of hanging basket structures based on multi-source data. It establishes a standardized parameter library by collecting hanging basket design parameters, actual processing data, and real-time on-site monitoring data. A complete structural mechanics model of the hanging basket is built, the overall structural stiffness matrix is ​​calculated, initial design loads are applied, and static equilibrium equations are solved. The structural stiffness matrix is ​​corrected using actual processing data, and the actual load vector is corrected using unloaded static data. Based on the corrected stiffness matrix and load vector, the structural mechanics equations are resolved, and deviations are calculated using construction dynamic data as constraints. If the deviation exceeds a threshold, the structural parameters are iteratively corrected, and the solution is re-solved and compared. This invention achieves high-precision simulation and real-time tracking of the hanging basket's stress state by integrating multi-source data from design, processing, and on-site data and introducing a dynamic correction mechanism, ultimately achieving precise control over structural safety and construction alignment.

The application discloses a PLC limiting self-locking and overload protection control method of a hinged retractable outer-frame safety net cantilever truss. The PLC periodically collects the unfolding angles of two sides, driving force, in-place and locking pin signals and wind speed, and on-line calculates the instantaneous force arm and the driving force baseline which varies with the unfolding angle in a non-monotonic manner according to the geometric relationship of the hinged mechanism. The wind-induced upward suction moment is counted into the hinged shaft moment balance as a positive number, and is inversely calculated into an equivalent additional uniform linear load and an overload coefficient which are consistent with the design load, so as to realize the angle self-adaptive normalization of the load criterion. The inverse calculation formula is shared by the same form and the same threshold value under the retracting and unfolding motion conditions and the unfolding locking condition, so that the monitoring during the locking residence period is uninterrupted. The false load caused by the falling object impact and mechanical jamming is respectively eliminated by the sliding window impact factor and the generalized stiffness. The in-place determination adopts double-channel cross-checking, and the electromechanical double self-locking is realized according to the timing of deceleration, pressure maintaining, plug-in, pressure relief and self-locking.

The invention discloses an anti-progressive-collapse reinforcement design method for a steel support, belongs to the field of buildings, and solves the problem of how to design the steel support for progressive collapse. The method comprises the following steps: calculating a limit load beta max of a structure, and defining a critical load coefficient lambda as a ratio of a design load to the limit load; assuming that the number of the supports is k, the bearing capacity provided by a single support is (1-lambda) * (1.2 DL + 0.5 LL) / k; according to the method, a reinforced column and another adjacent column are dismantled at the same time, and the bearing capacity provided by a single support in different working conditions is calculated; the maximum bearing capacity max [(1-lambda) * (1.2 DL + 0.5 LL) / k] provided by a single support in all working conditions is obtained, and the axial force of the single support can be obtained according to a structural mechanics formula; and checking calculation and model selection are carried out on a single support section according to 'Steel Structure Design Standard' (GB 50017-2017).

Rockfall protection system (1) that provides protection of an underlying support structure (40,41) from experiencing a load exceeding a predefined design load, wherein the protection system (1) comprises a combination of an impact energy absorbing layer (10), a force distribution layer (20) and one or more energy absorbing components (30), wherein the impact energy absorbing layer (10) is supported by the force distribution layer (20), the force distribution layer (20) is resting on the one or more energy absorbing components (30), the one or more energy absorbing components (30) is resting on the support structure (40); wherein the force distribution layer (20) is a stiff planar deck structure; wherein the impact energy absorbing layer (10) comprises tubes (12) with plastic deformation properties, wherein the tubes extend parallel to the planar deck structure; and wherein the one or more energy absorbing components (30) are designed to absorb energy by deformation, such that the combination of the impact energy absorbing layer (10), the force distribution layer (20) and the one or more energy absorbing components (30) provides the protection.