491 results about "Load distribution" patented technology

The invention relates to the technical field of building curtain wall keel structure design, and discloses a curtain wall keel structure intelligent optimization design method, which comprises the following steps: firstly, obtaining geometric parameters, load distribution data and material performance indexes, and verifying the geometric parameters, the load distribution data and the material performance indexes; analyzing the verified data to generate multi-dimensional structure characteristic parameters, and constructing a structure optimization reference model; keel structure data are verified in real time according to the model, and abnormal matching of node displacement and stress distribution is quantitatively evaluated; according to a verification result, generating a structural anomaly index to judge a design defect; and when defects exist, optimization design schemes including keel section adjustment, node reinforcement and the like are automatically generated and sequenced. According to the method, multiple factors are comprehensively considered, multi-objective optimization is achieved, the curtain wall keel structure design quality and efficiency can be improved, the structure safety is guaranteed, and the cost is reduced.

The invention discloses a fabricated building curtain wall assembly control system and method in the technical field of building industrialization. The method comprises the steps that building curtain wall assembly data are obtained; respectively inputting the building curtain wall assembly data into the module adaptation degree calculation model, the dynamic load distribution calculation model and the connection efficiency evaluation function calculation model to obtain an adaptation degree coefficient, a dynamic load value and a connection efficiency index; performing dynamic adaptation on the curtain wall unit and the building main body structure based on the adaptation degree coefficient; performing real-time positioning deviation compensation in the installation process based on the dynamic load value; and performing quantitative control on the connection node strength and the overall load distribution based on the connection efficiency index. Compared with the limitation of geometric accuracy and structure safety separation control in the traditional process, the scheme synchronously completes curved surface matching degree improvement and aerodynamic performance optimization in the curtain wall unit installation process, and the industrial pain point that modeling accuracy and wind resistance of a special-shaped curtain wall are difficult to consider at the same time is fundamentally solved.

The invention relates to the technical field of concrete structure construction, and discloses a super-long concrete post-cast strip structure and a manufacturing method.The structure comprises an interface treatment layer, a fiber grid layer, a micro-expansion concrete layer and a steel fiber protection layer which are sequentially arranged from bottom to top, and the interface treatment layer is used for providing combination transition of new concrete and old concrete; the fiber grid layer is used for achieving deformation constraint and stress transfer, the micro-expansion concrete layer is used for forming an autonomous compensation deformation area, and the steel fiber protection layer is used for providing final structure protection and load distribution. The interface treatment layer is a concrete base surface treated by high-pressure water jet, and is coated with a silane-based interface treatment agent. The bonding strength of new concrete and old concrete is enhanced through the interface treatment layer, the fiber grid layer provides effective deformation constraint, the micro-expansion layer achieves automatic shrinkage compensation, the steel fiber layer controls crack development, the layers are matched with one another to form a complete anti-crack system, the problem that the anti-crack performance of a traditional post-cast strip is insufficient is solved, and the overall anti-crack performance is improved.

The invention relates to the technical field of building structure reinforcement, and discloses a calculation method for increasing photovoltaic reinforcement on the roof of an existing building, which comprises the following steps of: constructing a load distribution model containing a vertical load layer (self weight of a photovoltaic module and accumulated snow load) and a horizontal load layer (wind load and earthquake load), and cooperatively transmitting the load through a node support system and an anchoring connecting piece; generating a roof reinforcement analysis model containing a supporting node model and a connecting component model; generating a reinforcement assembly sequence according to the photovoltaic system installation position distribution information and the reinforcement analysis model; generating a load distribution scheme based on the component sequence; and the distribution scheme and the reinforcement analysis model are combined, and the supporting node arrangement density and the connecting component material specification are determined through multi-objective optimization. According to the method, multi-load and structure aging are comprehensively considered, multi-target optimization is achieved, the safety and economical efficiency of the reinforcement scheme are improved, and the method is suitable for photovoltaic reinforcement calculation of the existing building roof.

The invention relates to a stress analysis method and system based on a small and medium span bridge steel-concrete composite structure, and belongs to the technical field of stress analysis, and the method comprises the following steps: S1, building a finite element parameterized model of a steel-concrete composite bridge; s2, constructing a slippage effect model of a steel-concrete interface based on the constitutive relationship of the steel-concrete composite bridge; s3, applying a moving load working condition, and dividing a load position of the steel-concrete composite bridge through a dynamic grid; s4, solving and correcting the structural stress of the steel-concrete composite bridge; s5, key section stress distribution of the steel-concrete composite bridge is output so as to identify the maximum tension and compression stress area; the method has the beneficial effects that the dynamic change of the load action can be accurately reflected in the model so as to reflect the stress state of the bridge under the actual traffic load; and an accurate structural stress solution is gradually approximated, and a reliable stress analysis result is obtained by comprehensively considering material characteristics, structural geometrical shapes and load distribution factors.

The invention belongs to the field of bridge main body structure monitoring, and particularly discloses a bridge main body structure health monitoring and abnormity identification method, which comprises the following steps: arranging a vibration sensor array in a bridge span structure load distribution area to carry out vibration data acquisition, and carrying out wind-induced component correction on a vibration signal in combination with real-time wind speed data; accurate acquisition of vibration data required by bridge structure health monitoring is realized, and at the same time, when bridge structure abnormity identification is carried out based on a vibration signal after wind-induced vibration correction, a vibration energy propagation path map is constructed by carrying out phase and amplitude conjoint analysis on vibration wave data. On the basis, anomaly recognition is performed in combination with the frequency concentration degree and the amplitude mutation degree of the nodes, and on one hand, non-structural vibration interference is effectively eliminated through propagation path modeling; and on the other hand, the energy state change of the node in the propagation path is utilized to realize accurate identification of the energy abnormal propagation position, and the accuracy of damage positioning is improved.

The invention discloses an after-rolling stable position reduction type online cooling device and a control method thereof, and relates to the technical field of hot rolling cooling, the after-rolling stable position reduction type online cooling device comprises N unit type cooling mechanisms arranged in the moving direction of a cooling roller way, and each unit comprises a lifting assembly, a cooling assembly, a supporting assembly, a driving assembly and a control system. The lifting assembly drives the grating type movable framework to vertically ascend and descend through a spiral elevator, the upper collecting pipe is driven to adjust the distance between the upper collecting pipe and a hot-rolled product, the supporting assemblies are symmetrically distributed through supporting beams with I-shaped sections, and the height of the overall structure is reduced. The control method is based on unitized layout, the upper headers of a single unit are configured into 5-8 groups, the height, the flow and the cooling mode are independently regulated and controlled by the control system, and different process requirements are dynamically and accurately met. Through structure simplification, load distribution optimization and modular control, the problems that a traditional device is poor in stability, low in regulation and control precision and high in maintenance cost are solved, the cooling effect is remarkably improved, and the process adaptability and economical efficiency are improved.

The invention discloses a composite material compression test fixture capable of synchronously applying pressure. The composite material compression test fixture comprises a bottom frame and a clamping block, the bottom frame comprises a bottom plate capable of being installed on a test board, a back plate connected with the bottom plate and side plates on the two sides. The two pairs of clamping blocks are symmetrically arranged up and down, and each pair of clamping blocks are symmetrically arranged left and right; the upper clamping block and the lower clamping block on one side are installed on the same movable plate in a sliding mode through a first vertical guide structure, the side portion of the movable plate is installed on the back plate in a sliding mode through a transverse guide structure, and a clamping power piece is installed on the side, away from the clamping blocks, of the movable plate and faces the side plate on one side. The clamping power pieces are used for abutting against the side plates and pushing the clamping blocks on the sides to conduct clamping. The upper clamping block and the lower clamping block on the other side are installed on the same fixing plate in a sliding mode through a second vertical guide structure, and the fixing plate is installed on the other side plate. One end, close to the effective test area, of the clamping block is provided with an extension part and an arc-shaped chamfer. The clamp can effectively relieve stress concentration of the ends of the clamping blocks in an effective test area of a sample, and loads of the left clamping block and the right clamping block are evenly distributed.

The invention discloses a compressed air energy storage underground lining cavern optimization design method and system, and belongs to the technical field of compressed air energy storage. The method comprises the steps that numerical simulation is conducted according to obtained rock mass parameters and given structural design parameters of the compressed air energy storage underground lining cavern, and the burial depth range of the compressed air energy storage underground lining cavern is determined; according to the buried depth range of the compressed air energy storage underground lining cavern, physical and mechanical parameters of surrounding rock of the stratum where the cavern is located are determined, and the load borne by the compressed air energy storage underground lining cavern structure is calculated; according to the load borne under the compressed air energy storage underground lining cavern structure, the limit burial depth of the compressed air energy storage underground lining cavern is obtained based on a limit equilibrium analysis method; and carrying out stability analysis on the limit burial depth of the compressed air energy storage underground lining cavern. According to the method, through steel lining-concrete lining-surrounding rock collaborative bearing mechanism analysis, inter-structure load distribution is quantified, the conservative property of traditional burial depth design is broken through, and stability optimization of the cavern is achieved.

The invention relates to a foundation pit deformation control method and system based on dynamic load compensation, and belongs to the technical field of foundation pit supporting and computers. The foundation pit deformation control method based on dynamic load compensation comprises the steps that S1, a hydraulic supporting unit is arranged on the inner side of a foundation pit supporting pile or an underground diaphragm wall, the pressure of the hydraulic supporting unit and the displacement amount of the supporting pile or the underground diaphragm wall are monitored in real time, and the supporting force needing to be provided by the hydraulic supporting unit is calculated; s2, foundation pit soil strain data are monitored in real time, vehicle position, speed and load data are obtained, and a dynamic load distribution model is constructed; and S3, constructing a foundation pit deformation prediction model by using an LSTM neural network, and predicting the influence trend of vehicle passing on foundation pit deformation so as to adjust the supporting force of the supporting structure in advance and automatically optimize the vehicle path at the same time. According to the method, deformation is actively controlled through a dynamic compensation mechanism, construction safety and stability of surrounding facilities are guaranteed, and the method is particularly suitable for sensitive areas adjacent to underground facilities or important buildings.

A modular ecological system is disclosed, comprising an ecological structure with a base section featuring a body with a first end region, a second end region, and upper and lower curved surfaces extending between the ends. Side walls converge at an apex region, creating a defined thickness and supporting lateral rods extending outwardly. The system includes a wheel and axle assembly attachable to the rods and a truss assembly with elements extending from the wheel and axle assembly to the apex, providing structural reinforcement. Flotation devices are attachable through openings in the curved surfaces to facilitate buoyancy. The system may include symmetrically arranged flotation devices, connection points, looped cables, and a load distribution nub on the upper curved surface. A method for assembling the system involves positioning and securing the wheel and axle assembly, engaging axle receiving sections, and attaching flotation devices through defined openings for stability in various environments.

The invention belongs to the technical field of gravity energy storage, and particularly relates to a high-channel-utilization-rate gravity energy storage system based on vertical circulation operation, which comprises at least one energy conversion shaft, at least one empty return shaft, a top shaft transfer section and a bottom shaft transfer section, the top hoistway transfer section is communicated with the upper part of the energy conversion hoistway or the empty return hoistway through reciprocating translational motion, and the bottom hoistway transfer section is communicated with the lower part of the energy conversion hoistway or the empty return hoistway through reciprocating translational motion; racks are arranged on the inner walls of the hoistways, gears are arranged on the elevator, and the racks and the gears are meshed to achieve movement of the elevator in the circulating hoistways. Compared with an existing steel wire rope or chain annular conveying chain scheme, the conveying load is transferred to different heights of the vertical channel well wall in a distributed mode, the bottom and top horizontal transverse moving mechanism and the vertical load are transferred to a horizontal wheel rail, the conveying capacity is higher, the service life is longer and more reliable compared with a traditional circulating conveying chain cable, and the later operation and maintenance cost is reduced.

According to the method for designing the reasonable arch axis of the large-span arch bridge based on the hybrid calculation algorithm and the self-adaptive load distribution, an analytic equation method, a curve fitting method and an intelligent optimization algorithm are combined, and by selecting the initial arch axis, introducing a dynamic load distribution model and applying a genetic algorithm and a particle swarm optimization algorithm, the reasonable arch axis of the large-span arch bridge is designed. Global and local optimization is carried out, and the optimal shape and load distribution of the arch axis are ensured. And finally outputting design parameters, such as a control point, a bending moment, thrust and the like. According to the method, the design precision, flexibility and safety can be effectively improved, the material utilization rate is optimized, the cost is reduced, and the method is particularly suitable for design of large-span bridges and has high practical value.

The invention provides a civil engineering construction period structure safety monitoring method and system based on image recognition, and belongs to the technical field of combination of computer vision and civil engineering safety monitoring. The method comprises the following steps: S1, collecting binocular image data of a construction site, and constructing a data set of a building material; s2, performing target detection and instance segmentation on the building material in the data set based on an improved Mask RCNN algorithm to obtain a mask and space coordinates; s3, carrying out stereo matching on the binocular image, generating a disparity map by adopting an SGM algorithm, and converting the disparity map into three-dimensional point cloud data; s4, calculating the volume of the building material based on the point cloud data, and optimizing a volume measurement result in combination with a correction coefficient k of the shooting angle theta; and S5, estimating the weight of the building material according to the material density and the corrected volume, and outputting a load distribution diagram. The method can replace traditional manual measurement, remarkably improves the construction load statistical efficiency and safety, and is suitable for real-time monitoring and early warning in a complex construction site environment.

The invention discloses an arc-shaped curved surface ribbed beam spherical roof construction optimization method based on spatial data, and relates to the technical field of building construction. According to the method, a multi-dimensional data acquisition and preprocessing system covering coordinates, loads and temperatures is constructed, a support, template and steel bar three-dimensional model is constructed based on a standardized data set, and dynamic regulation and control of template curved surface precision are realized in combination with curved surface modeling and a CPDI deviation index algorithm, so that the method is adaptive to the hyperboloid form of the cross arc ribbed beam, and the construction efficiency is improved. The load distribution uniformity of a supporting system is analyzed in real time, real-time linkage of data and a three-dimensional model is achieved by means of a digital twin platform, the construction parameter adjustment response time is effectively shortened, the formwork reworking and frame body reinforcing cost is reduced, and the node load standard deviation is greatly reduced through dynamic optimization of the vertical rod density and the inclined strut angle; in cooperation with temperature data closed-loop regulation and control, concrete inside and outside temperature difference over-limit cracking is avoided, early warning and management and control of risks in the whole construction process are achieved, and it is guaranteed that the geometric shape of the roof meets the design requirement.

A grill grate device is provided. The device is comprised of a base, at least one fastener for removably attaching the base to a bottom grill grate, and at least one vertical attachment post extending upward from the base. The vertical post may be fixed or telescopic and includes at least one rotation point with a locking mechanism, allowing for angular and height adjustments. The lower end of the post may include a curved or angled bottom edge to provide a cantilever effect that enhances load distribution across the base. The upper grill grate attaches to the vertical post via reciprocal attachment points enabling secure yet detachable installation. The upper grill grate is suspended above the main grate and may be rotated laterally around the attachment point for repositioning.

The invention discloses a variable cross-section group anchor horizontal bearing capacity design method considering an anchor rod exerting coefficient. The group anchor foundation horizontal bearing capacity is the sum of anchor rod group horizontal resistance and bearing platform stand column horizontal resistance. Assuming a foundation soil horizontal resistance distribution function f (x) in a horizontal influence depth range; according to the foundation soil horizontal resistance distribution function f (x), calculating the ultimate horizontal bearing capacity # imgabs0 # of the bearing platform stand column; the variable cross-section anchor rod is regarded as a socketed pile, and the ultimate horizontal bearing capacity # imgabs1 # of a variable cross-section single anchor is calculated through an m method; calculating a horizontal bearing capacity exerting coefficient zeta of the anchor rod according to the buried depth of the bearing platform; according to the method, the effect of the horizontal resistance of the anchor rod is considered, the horizontal load distribution proportion of the bearing platform stand column and the anchor rod is quantified, and the problem that a traditional design method is too conservative is solved. According to the method, redundant design can be reduced, the structure economy is optimized, the engineering cost is reduced, and the method has remarkable engineering significance on environmental protection, water and soil conservation and terrain condition adaptation.

The invention relates to the technical field of portal cranes, in particular to an intelligent safety monitoring system for a portal crane, which comprises a rigidity calculation module used for generating a real-time rigidity attenuation rate of a speed reducing mechanism from a vibration component, load distribution, burst energy and an impact counting rate through a rigidity calculation model based on a gear tooth collision theory; the crack prediction module is used for generating a prediction crack type and a crack degree grade according to the real-time rigidity of the speed reducing mechanism, the crack vibration component and a crack prediction model based on the improved CNN; and the safety management module is used for adjusting the main beam load distribution safety coefficient of the portal crane according to the predicted crack type and crack degree grade. According to the method, the real-time stiffness attenuation rate of multi-sensor fusion is calculated, the data processing amount of the improved CNN model is reduced, predictive monitoring of major faults of the speed reducing mechanism of the gantry crane is achieved, the safety of the gantry crane is remarkably improved, and the service life of the gantry crane is remarkably prolonged.

The present invention discloses an on-line cooling device with post-rolling position stabilization and configuration reduction and its control method, which relates to the technical field of hot rolling cooling. It includes N unitary cooling mechanisms arranged along the moving direction of the cooling roller table. Each unit comprises a lifting assembly, a cooling assembly, a support assembly, a driving assembly and a control system. The lifting assembly drives the grid-type moving framework to vertically lift through a screw lift, driving the upper header to adjust the distance from the hot-rolled product. The support assembly is symmetrically distributed with I-shaped cross-section support beams, reducing the overall structural height. The control method is based on unitized layout. The upper headers of a single unit are configured into 5 to 8 groups, and the height, flow rate and cooling mode are independently regulated by the control system to achieve dynamic and precise adaptation to different process requirements. The present invention solves the problems of poor stability, low regulation accuracy and high maintenance cost of traditional devices by streamlining the structure, optimizing the load distribution and modular control, significantly improving the cooling effect and enhancing the process adaptability and economy.

The invention discloses a building construction monitoring method and system based on FEA and BIM, and relates to the technical field of building construction monitoring, and the method comprises the steps: building a construction disturbance behavior model, achieving the time sequence modeling of a construction process and the generation of a dynamic excitation function, inputting the time sequence modeling and dynamic excitation function into a finite element simulation model, and obtaining the structural response index of each stage; a risk distribution diagram is generated in combination with the BIM, monitoring points are divided, an intelligent sensor network is further arranged to collect structural data, control suggestions are output through trend recognition and a feedback function and are visualized in the BIM, and dynamic closed-loop control of construction monitoring is achieved. The construction disturbance tolerance difference is combined, and the system can output feedback suggestion strength, guide the construction rhythm and load distribution adjustment, so that construction closed-loop control based on risk perception is realized, and the intelligent level and the risk pre-judgment capability of the construction monitoring system are improved.

The invention relates to a green low-carbon foundation reconstruction technology on an old pile site and a construction method. The green low-carbon foundation reconstruction technology comprises the following steps that old piles which need to be pulled out and old piles which can be recycled are determined through pile foundation detection; in combination with the characteristics of a stratum and a pile foundation, an optimal pile foundation pulling-out technology is selected to pull out an old pile; mgO-based carbon sequestration soil is adopted for backfilling of the pull-out holes, and a large amount of CO2 is injected through a spiral breather pipe to conduct carbonization reinforcement on a backfilled body; according to the pile foundation configuration principle and the load distribution condition of the upper layer structure, the position of a new pile is determined, and the foundation reinforcing effect of a backfill body is fully exerted; site surface soil is cleaned, and new and old pile heads are cleaned; and finally, a cushion layer and a raft are constructed and poured, and foundation construction is completed. According to the construction method, old piles are reused, the number of driven new piles can be reduced, the foundation manufacturing cost is saved, the construction period is shortened, resource waste caused by pulling out the old piles is avoided, the influence on the environment is reduced, and the positive effects of absorbing industrial solid waste, storing CO2 and improving and reinforcing a soil body are achieved.

This disclosure provides a configurable pallet or load-bearing platform, such as a pallet, for supporting goods. The load-bearing platform may include one or more plastic bases having two or more protrusions connected by one or more bridge pieces. The two or more protrusions are spaced apart one or more distances. The load-bearing platform further includes a cardboard base having openings spaced apart an amount wherein the openings are configured to receive the two or more protrusions of the plastic base. A load distribution member may be included and configured to contact at least a portion of the plastic base. The load distribution member may support at least a portion of the goods and distributes at least a portion of the weight of the goods to at least a portion of the plastic base. The size of the cardboard base, as well as other components of the load-bearing platform, in certain implementations, may be customized on demand.

The invention relates to the technical field of bridge construction, in particular to a hybrid beam cable-stayed bridge side span concrete main beam cast-in-place support and a dismantling construction method thereof, and the cast-in-place support comprises a side main beam supporting frame, a top plate supporting frame and a distribution structure; the distribution structure comprises a plurality of bearing main beams and a plurality of distribution beams; the plurality of sand cylinders are used for supporting the bearing main beam; the bailey beams are arranged between the bearing main beams and the distribution beams at intervals; the distribution beams support the side girder pouring formwork and the top plate supporting frame, and the top plate supporting frame supports the top plate pouring formwork. Through a multi-stage load distribution structure of the bearing main beam, the distribution beams and the sand cylinders, load distribution of supporting points is optimized, the overall stability of the support is improved, the bailey beams effectively disperse loads through a stress mechanism of trusses of the bailey beams, a rigid connection system is formed by the bailey beams and the bearing main beam, and the overall section flexural rigidity of a bearing component is improved; the method can ensure that the supporting system keeps a stable geometrical shape in the construction process.

The invention provides a surrounding rock pressure calculation method for a multi-arch tunnel without a middle pilot tunnel, belongs to the technical field of highway tunnel engineering, solves the problem that an existing calculation method cannot express actual stress characteristics of the multi-arch tunnel without a middle wall, and comprises the following steps: establishing a surrounding rock pressure load distribution model of the multi-arch tunnel without the middle pilot tunnel; respectively calculating basic loose pressures qf and qr according to the established distribution model; adding loose pressure qz; adding loose pressure qa, qaf, qar and qz; and the lateral horizontal pressure ef, er, ewf and ewr. According to the method, the distribution and the size of the surrounding rock pressure acting on the lining structure of the buried-depth multi-arch tunnel without the middle pilot tunnel are determined, the stress of the lining structure is analyzed, structural checking calculation is carried out, and necessary theoretical support is provided for evaluating and optimizing the structure.

The invention belongs to the technical field of cranes, and discloses a stable feeding device for building construction, the stable feeding device comprises a crane body, the bottom end of the crane body is provided with a vehicle bottom groove, the two sides of the top end of the vehicle bottom groove are both provided with first supporting parts, and the first supporting parts are each provided with a second supporting part; deep anchor points are formed through the conical head and the ground pressure plate, first-level anchoring is formed, deflection-free downward moving positioning can be carried out for different stratums, high-strength supporting operation is achieved, the multiple sets of supporting shaft columns are adaptive to concave-convex ground through the abutting plate, multiple supporting points are expanded, second-level assistance is achieved, the number of the supporting points is increased, and the supporting area is expanded. A more stable mechanical structure is formed, lateral torque and sudden load impact can be effectively resisted, the probability of occurrence of overturning accidents is reduced, the stable state of the crane body during hoisting and feeding of building materials is guaranteed, the supporting shaft column is in linkage with the hollow ring through the supporting shaft rod, the field angle is automatically adjusted along with the anchoring depth, and load distribution is optimized.

The invention relates to the technical field of coal mining, and discloses an overlying strata multi-key layer composite pressure relief method and device, electronic equipment and a storage medium. Comprising the following steps: acquiring multi-mode rock stratum information of each overlying rock stratum of a target mining area; key strata in all the overlying strata are judged through the multi-mode strata information of all the overlying strata; based on the lithology and the mechanical property of each key layer, determining a pressure relief mode of each key layer; and determining pressure relief parameters of each key layer based on the pressure relief mode of each key layer. According to the method, the load distribution of each rock stratum is quantitatively calculated to judge the bearing capacity of each overlying rock stratum so as to preliminarily screen the key layer candidate layer, the fracture distance of the key layer candidate layer is further calculated to judge the fracture critical condition of each key layer candidate layer, and finally the key layer is screened out, so that the reliability of a key layer judgment result can be improved, and the judgment accuracy of the key layer is improved. It is ensured that the determined key layer is the optimal pressure relief layer position, and the economic benefit and efficiency of pressure relief construction can be improved.

The invention discloses a load distribution method and system for multi-pier coordination of a scouring damaged beam bridge and a storage medium. The method comprises the steps that horizontal and vertical loads acting on a bridge superstructure are obtained; calculating a load distribution result of a vertical load acting on the upper structure of the bridge on the pier according to the counter-force influence line; calculating the horizontal load which acts on the upper structure of the bridge and is distributed to the pier by adopting an iterative method, namely calculating the pier top displacement according to the latest calculated horizontal load of the pier, calculating the equivalent stiffness according to the latest calculated pier top displacement, recalculating the horizontal load distributed to the pier according to the latest calculated equivalent stiffness, and calculating the horizontal load of the upper structure of the bridge according to the calculated equivalent stiffness. The pier top displacement is the pier top displacement of the pier-pile foundation under the conditions of scouring damage, flood load and vehicle load. According to the method, the influence of scouring damage, flood and vehicle load on load distribution is considered, and the accuracy of full-bridge bearing characteristic analysis is improved.

The invention relates to the technical field of bridge engineering construction and discloses a reasonable arch axis calculation method for a through arch bridge, which comprises the following steps of: establishing a calculation model, and obtaining a control differential equation of a reasonable arch axis considering dead loads of a main arch, a bridge road system and a suspender; solving an approximate analytical solution of the control differential equation to obtain a second-order linear ordinary differential equation of the control differential equation; solving an arch axis coefficient based on an explicit approximate calculation formula of the arch axis coefficient; and substituting the arch axis coefficient into an approximate analytical solution of a second-order linear ordinary differential equation to obtain a reasonable arch axis equation. The method for calculating the reasonable arch axis of the through arch bridge has the advantages of high speed, high efficiency and high precision, the dead loads of the main arch, the bridge road system and the suspender are considered, the theoretical dead load distribution conforms to the actual situation of the bridge, the calculation precision is improved, and the essential characteristics between the linear shape of the reasonable arch axis and the dead load distribution of the arch bridge are revealed.

The invention provides a pile foundation load transfer simulation method and system combined with machine learning, and the method comprises the steps: firstly constructing an interaction scene model which comprises a pile foundation construction element, a soil body layer element and an external load element, and generating a load transfer process fragment set under different load conditions; then, a pre-trained load transmission dynamic evolution model is called to conduct inversion learning on the fragment set, a load transmission path and a pile-soil interface state evolution characteristic sequence are generated, dynamic deduction is conducted according to the load transmission path and the pile-soil interface state evolution characteristic sequence, and dynamic characteristics of pile foundation load distribution and pile body displacement are obtained; and finally, a simulation analysis report containing a load transfer dynamic process curve is generated based on the dynamic characteristics, so that the accuracy and reliability of pile foundation load transfer simulation are improved.

Proposed is a collision load distribution structure of a fuselage, wherein the structure includes a support unit positioned between a front unit and a rear unit of the fuselage and configured to allow a collision load of the fuselage to be transferred by being connected to the front unit and the rear unit, a wing unit positioned at the inside of the support unit and connected to the support unit to transfer the collision load of the fuselage, and a seat unit coupled to a connection frame mounted in a second-row passenger space of a floor frame constituting the front unit and fastened to a first rear frame extending in a height direction from the floor frame toward the support unit.