752 results about "Arch bridge" patented technology

The invention relates to the technical field of construction control, and particularly discloses a method and a system for dynamically regulating and controlling the installation precision of an inclined-span steel box arch bridge based on machine learning. Wherein the real-time data comprises real-time stress of the arch rib, real-time deformation of the arch rib, real-time environment wind speed and real-time hoisting parameters; constructing a prediction model capable of analyzing the coupling effect of the wind load and the hoisting unbalance load based on a large amount of historical construction data; inputting real-time data into the prediction model to obtain a real-time coupling effect analysis result; outputting a hoisting sequence optimization instruction based on the decision engine, the coupling effect analysis result and a preset mechanical constraint condition of the obliquely-spanning steel box arch bridge; based on the deviation between the real-time deformation amount of the arch rib and a preset installation precision threshold value, a cable force grading adjustment scheme is generated; construction efficiency of the inclined-span steel box arch bridge is effectively improved, construction safety and installation precision are guaranteed, and stability and reliability of the bridge structure are guaranteed.

The invention relates to the technical field of arch bridge monitoring, and particularly discloses a deformed steel arch bridge health monitoring and early warning system based on multi-source data fusion, which comprises a data acquisition module, a data preprocessing module, a multi-source data fusion module, an anomaly detection and mode recognition module and a health assessment and early warning module, a visual detection and image analysis module and a risk prediction and decision support module; by adopting the adaptive sampling method, the sampling frequency can be dynamically adjusted according to the dynamic change of the bridge, the load state and the importance of the sensor, so that the sampling frequency is reduced when the bridge is in a stable state, and the collection of redundant data is reduced; the redundant data generated when the data acquisition frequency is too high is reduced through self-adaptive sampling, so that the requirement for the storage space and the bandwidth requirement for data transmission are reduced, and the calculation efficiency is improved.

The invention provides an anomaly detection method and system based on Bi-LSTM and ST-GCN, and the method comprises the steps: constructing a space-time joint modeling frame for bridge health monitoring through the staged fusion of a bidirectional long-short time memory neural network (Bi-LSTM) and a space-time diagram convolutional neural network (ST-GCN) based on a point-line-plane three-stage detection mechanism for a tied arch bridge; the method comprises the following steps: extracting time sequence characteristics of a cable force meter through Bi-LSTM, identifying a single-sensor hardware fault, separating shared characteristics and sensor private characteristics from multi-sensor time sequence data, and enhancing sensor identity distinction degree and inhibiting interference factors such as temperature through decoupling comparison loss; the sensor private features are used as node features in an ST-GCN neural network, spatial positions among different sensors are identified by adopting a time attention mechanism through ST-GCN, spatial topological association and long-term time sequence dependence among the sensors are captured, and connection probability anomaly under a static adjacency relation is analyzed; and finally, the identified spatial position is analyzed and self-adaptive early warning is carried out, and a multi-node collaborative abnormal region is positioned through a connected domain algorithm, so that local damage and global abnormality are accurately positioned. The function of monitoring whether the bridge structure is damaged or not is achieved. Compared with a traditional machine learning database, more experimental parameters and a larger experimental data set are selected; the defect of low prediction precision of traditional machine learning is avoided, and the method has very high accuracy and reliability.

The invention discloses a digital twinborn monitoring method for a self-evolution concrete-filled steel tube arch bridge, and the method comprises the steps: collecting multi-source monitoring data through deploying a multi-mode sensor at a key component of a bridge, and constructing an initial structure topological graph; and dynamic evolution and anomaly detection of the structure topology are realized by using a graph neural network and a Transform structure. Intelligent recognition and fault diagnosis of a structure state are realized by constructing a multi-physical field five-dimensional tensor and a health knowledge graph. And finally, generating and optimizing a structure alternative scheme by adopting a graph generative adversarial network and a genetic algorithm, verifying the performance of the scheme through finite element simulation, and realizing intelligence of bridge health monitoring and maintenance decision making. According to the method, real-time sensing, dynamic modeling and intelligent diagnosis of the structural state of the concrete-filled steel tube arch bridge are achieved by fusing multi-modal sensor data, multi-physical field coupling analysis, graph neural network modeling and an intelligent reasoning mechanism, the real-time performance and accuracy of monitoring are improved, and a scientific basis is provided for structural optimization design of the bridge.

The invention relates to the technical field of bridge construction, in particular to an arch bridge construction counterweight optimization method and system based on stress monitoring. The method comprises the following steps: arranging a plurality of stress sensors at different parts of an arch bridge, and collecting stress monitoring data; performing data preprocessing operation and feature extraction operation on the stress monitoring data; inputting the features, the construction state parameters and the structure parameters into a machine learning model to obtain an arch bridge multi-section stress trend; generating an arch bridge construction counterweight optimization scheme by adopting a non-dominated sorting genetic algorithm; dynamically adjusting the counterweight optimization scheme according to stress monitoring data and the multi-section stress trend of the arch bridge; therefore, accurate and scientific optimization of the counterweight scheme in the arch bridge construction process is realized.

The invention provides a method for monitoring and controlling cable-stayed buckling construction of a concrete-filled steel tube arch bridge based on a digital twin system, and the method comprises the steps: collecting the monitoring data, such as wind speed and wind direction, arch rib stress displacement, tower bottom stress, tower deviation and cable force, through a sensor; establishing a concrete filled steel tube arch bridge construction digital twinning system based on a three-dimensional model, real-time monitoring, data analysis and a visual platform; time sequence data is decomposed into different frequency components through variational mode decomposition (VMD), a bridge construction stage prediction model is established through a long short-term memory network (LSTM), and real-time accurate prediction of the construction progress and state is achieved. And secondly, based on the prediction model and on-site real-time monitoring conditions, an intelligent load adjustment construction control method based on a digital twin system is provided, and high-precision control over automatic load adjustment of cable hoisting and real-time rectification of tower displacement is achieved. The problems that in a traditional monitoring and control method, early warning is not timely, the assembling precision is insufficient, and the arch axis shape control difficulty is large are solved.

This method is applicable to the technical field of bridge construction and provides a method for real-time monitoring and evaluation of the force-bearing state during the casting process of a steel-pipe concrete arch bridge. The solution involves identifying environmental background points in the RGB three-dimensional matrix for the entire bridge within the range between the maximum and minimum RGB values ​​in the local RGB three-dimensional matrix for the steel pipe, representing environmental background temperature points in the temperature information matrix, and identifying concrete pouring points based on whether the unit matrix condition for the temperature of the steel dome pipe is met. The system also obtains the horizontal axis of the pixel at the center of the poured liquid surface in the left and right half arches in a Cartesian coordinate system, divides the entire arch rib to be poured into 2n equal parts, and calculates the cross-sectional displacement response of each structure based on the cross-sectional displacement caused by the load action of each segment. This allows for real-time, efficient, and accurate observation of the difference in concrete liquid surface level on both sides, allowing for the structural response during pouring to be determined and reducing the construction risk of arch bridges.

The invention discloses a stiff skeleton arch bridge arching process optimization method and system considering multiple objectives, and belongs to the technical field of bridge construction.The method includes the steps that a stiff skeleton arch bridge main arch ring finite element model is established, design variables and optimization objectives are analyzed and determined, and a multi-objective optimization model is established; minimization of instantaneous stress and permanent stress of a main arch ring of the stiff skeleton arch bridge and minimization of vertical deformation of a vault are used as objective functions, the length of a working face is used as a design variable, and constraint conditions are set. After an initial pouring scheme is determined based on an actual construction scheme, an optimization scheme is solved by adopting an NSGA-II algorithm. And further constructing quantitative evaluation indexes including a comprehensive stability coefficient and a stability coefficient variance, constructing a comprehensive evaluation index based on the quantitative evaluation indexes, and finally determining an optimal pouring scheme. The arch forming quality and the structural safety of the arch bridge can be effectively improved, the construction scheme is optimized, the construction cost is reduced, and important engineering application value is achieved.

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 discloses a high-efficiency cable intelligent control method and system for a steel box truss arch bridge, and the method comprises the steps: 101, sampling the tensioning force of all cables according to a preset sampling period, generating the tension time sequence data of all cables, dividing the tension time sequence data of each cable into a plurality of main windows, each main window is divided into a plurality of sub-windows; 102, sub-windows in each main window are divided into static state sub-windows and dynamic state sub-windows, and the main windows with the number of the dynamic state sub-windows exceeding a dynamic number threshold value serve as dynamic section main windows; and step 103, judging whether each dynamic state sub-window in the dynamic section main window has cable drift or not, and if the cable drift occurs, adjusting the cable.

The invention provides a tower-free full-arch-width self-adaptive transverse moving cable crane system and method.The system comprises an anchoring foundation and a main cable transverse moving system, the main cable transverse moving system is connected with the anchoring foundation, and the anchoring foundation is arranged on a concrete anchor; the main cable transverse moving system comprises a steel anchor beam, a fixed base, a sliding cable rotating saddle and a dragging system, the two ends of the steel anchor beam are fixedly connected with the fixed base, the steel anchor beam is sleeved with the sliding cable rotating saddle, the sliding cable rotating saddle and the steel anchor beam are in sliding connection, and after sliding to a target position, the sliding cable rotating saddle and the steel anchor beam are connected through a limiting device; the lower end of the fixed base is connected with the anchoring foundation, and the dragging system is arranged below the two ends of the steel anchor beam and connected with the sliding cable rotating saddle. The anchoring foundation is adopted to completely replace a traditional tower structure, the occupied area of the foundation is greatly reduced, and steep terrain limitation is broken through; through the synergistic effect of the sliding cable rotating saddle and the rotating clamping plate, self-adaptive transverse position adjustment and structural stability control of a single system within the full-width range of the arch bridge are achieved.

The present invention relates to the field of image analysis technology, specifically to a method for semantic segmentation of cracks in concrete arch bridges based on multispectral imaging. The method comprises the following steps: collecting multi-time multispectral images using an unmanned aerial vehicle (UAV), segmenting crack regions using K-means on the multispectral images, extracting and sliding normalizing a multi-band spectral vector sequence to generate a principal axis spectral vector, calculating the spectral vector angle and rate of change to mark transition points, screening boundary points by combining directional consistency and gradient scoring, extracting spectral patterns through time-series alignment and Z-score standardization, evaluating discrete fluctuations and correcting anomalies to output a binary segmentation map of concrete arch bridge cracks. In the present invention, a reflectance spectrum sequence is constructed using multi-time multispectral images, crack identification accuracy is improved by combining principal axis features and a sliding window, texture interference is eliminated by using spectral vector angle changes and gradient scoring, and a standardized spectral pattern time series model is generated to enhance boundary location accuracy, reduce noise interference, and support long-term monitoring of structural damage.

The application relates to a device and method suitable for precise positioning of steel pull rods of arch feet of steel truss arch bridges, the device comprising a first positioning steel plate and a second positioning steel plate, the length of the steel pull rod in the concrete arch support foundation being L, L being divided into n sections, the first positioning steel plate being arranged at a starting point node, the second positioning steel plate being arranged at intermediate nodes, and a lower bearing plate being arranged at an end point node, a plurality of through holes being arranged on the first positioning steel plate and the second positioning steel plate, the through holes being used for the steel pull rod to pass through, the positions of the first positioning steel plate and the second positioning steel plate being fixed through four coordinates, steel frame structures being arranged between the first positioning steel plate and the second positioning steel plate, adjacent second positioning steel plates, the second positioning steel plates and the lower bearing plate, and the steel frame structures being welded with the first positioning steel plate and the second positioning steel plate. The application can position the steel pull rod, avoid the steel pull rod from being deflected under the dead weight or being deformed under the impact of concrete pouring, and ensure that the long steel pull rod is perpendicular to the upper and lower bearing plates during construction.

The invention relates to a method and device for determining the arch axis of an arch bridge, electronic equipment and a storage medium, and belongs to the technical field of bridge engineering.The method for determining the arch axis of the arch bridge comprises the steps that the main beam axis of a bridge floor in the arch bridge is determined, and the bridge floor of the arch bridge is located on an asymmetric longitudinal section line; determining two arch feet of the arch bridge on a main beam axis based on a preset calculation span in the arch bridge, and constructing a three-dimensional rectangular coordinate system by taking an intersection point of a horizontal line passing through the first arch foot and a central stake mark line of the arch bridge as an origin of coordinates; in the three-dimensional rectangular coordinate system, the centroid of the arch rib is determined based on the origin of the coordinates and the preset rise, curve fitting is conducted on the two arch feet and the centroid of the arch rib, and a projection curve of the arch axis of the arch bridge on the vertical face of the arch bridge and the coordinates of the position relation between the three-dimensional rectangular coordinate system and the arch rib in the three-dimensional rectangular coordinate system are obtained. According to the method, the arch axis of the through type simply supported basket arch bridge with the bridge deck located on the asymmetric longitudinal section line can be determined.

The invention discloses a method for setting and controlling a buckle cable adjustment threshold value in large-span arch bridge hoisting construction, which comprises the following steps of: acquiring construction parameters of a current buckle section, and acquiring a corresponding cable adjustment target value; constructing a structural mechanics finite element model of the target buckle cable based on the construction parameters, and introducing a buckle cable multi-harness nonlinear stress mechanism into the model to calculate upper and lower limit thresholds of cable force in the tensioning process; determining an elevation adjustment threshold according to the target axis, the target elevation, the accumulated deviation and the pre-deformation compensation amount in combination with a geometric linear control model; and generating an environmental influence correction coefficient by utilizing construction environmental parameters, and dynamically correcting the cable force and the elevation threshold value to realize real-time updating of the threshold value in the hoisting process. According to the method, the problems of nonlinearity of multiple wire harnesses of the large-span arch bridge buckle cable, high linear sensitivity of the arch rib, remarkable environmental influence and the like are solved, high-precision cooperation of cable force control and linear control is realized, and the safety, controllability and construction efficiency of hoisting construction are improved.

The invention discloses an arch bridge tensioning method and system based on a physical constraint space-time diagram attention network, and the method comprises the steps: constructing a dynamic topological graph of an arch bridge cantilever construction structure, taking a structure initial state parameter, a control force system parameter and a real-time environment parameter as node input features, and taking a structure state response parameter as an output label, generating a training data set based on finite element model simulation; designing a deep learning network model combined with space diagram attention and time sequence causal convolution, and modeling a space-time dependency relationship; defining a mixed loss function of the data fidelity item and the physical residual loss item of the structural mechanical control equation; and training the model through a back propagation algorithm and deploying the model to a field decision control system. According to the method, through graph structure abstraction, spatio-temporal joint modeling and physical constraint embedding, multi-source monitoring data driven structure state online prediction and tension control strategy intelligent optimization are achieved.

The invention relates to a large-span box-type arch bridge damage three-dimensional visual identification method based on unmanned aerial vehicle monitoring, and the method comprises the following steps: S1, carrying out the full-section scanning of a box-type arch bridge through an unmanned aerial vehicle according to a preset flight path, and collecting a high-resolution image and three-dimensional point cloud data; s2, in combination with the collected high-resolution image and three-dimensional point cloud data, obtaining two-dimensional damage information and three-dimensional damage information by using an improved U-Net network and a PointNet + + model; s3, associating the two-dimensional damage information with the three-dimensional damage information, automatically classifying damage types, and calculating damage parameters to obtain damage detection data; s4, mapping damage detection data to the bridge BIM model, dynamically displaying damage space distribution, locally amplifying high-risk parts of a suspender anchoring area and an arch foot stress concentration area, and superposing mechanical simulation data to obtain a stress cloud picture; and S5, positioning the damage position of the bridge according to the stress nephogram and the thermodynamic diagram, then performing highlight labeling, and generating a three-dimensional visual report.

The invention discloses an extreme environment-oriented bulk cargo unloading robot autonomous collaborative operation method and system. According to the method, Uyuan muon detection units are arranged in an unloading area and on a robot body, the three-dimensional density of a bulk cargo pile and an arch bridge probability voxel field are obtained, cross-modal registration fusion is carried out in combination with charge level geometry and motion data collected by an arm-loaded or vehicle-mounted FMCW millimeter wave radar, and bulk cargo internal state tensors F (x, y, z, t) and a gradient field F thereof are constructed. And the system generates a multi-robot partition and operation sequence according to the real-time calculation result of the unloading potential field U, and automatic unloading, arch breaking and conveying operation are achieved. And when the dust, charge or gas concentration exceeds the limit, the low-energy cooperative mode is automatically switched, the state tensor and the potential field are dynamically updated through the operation receipt, and efficient and safe unloading cooperative control under the extreme environment is achieved.

The invention discloses a reinforcing system and method for structural damage of an arch bridge, and belongs to the technical field of bridge engineering. A prestressed carbon fiber grid reinforcing layer (material reinforcement), SMA anchorage device intelligent regulation and control (parameter self-adaption) and magneto-rheological damper active control (dynamic response optimization) realize deep coupling through a distributed sensing network and edge calculation to form system-level collaboration of strength improvement, rigidity adjustment and dynamic performance optimization; the subsystems are driven to work cooperatively through sensing data, and a new'prevention-reinforcement-regulation 'integrated bridge maintenance mode is constructed.

The invention relates to a mechanical analysis method for an extreme load of a concrete-filled steel tube arch bridge, which belongs to the field of engineering and structural mechanical analysis of the concrete-filled steel tube arch bridge, and comprises the following steps of: mapping a geometric model of the concrete-filled steel tube arch bridge to a high-dimensional super-bending space, and establishing a geometric model of an initial high-dimensional super-bending space; and in combination with finite element discretization and multi-physics field coupling analysis, a multi-physics field coupling analysis model is obtained. In combination with the damage degree evolution model, the damage degree is calculated in real time, and a model after real-time damage state calculation is formed; in combination with collected real-time monitoring data, predicting a damage evolution trend through an artificial intelligence model to obtain a model after damage evolution trend prediction; and constructing a multi-target repair optimization function, generating an optimal repair parameter combination of the concrete-filled steel tube bridge by adopting a particle swarm optimization algorithm, carrying out ultimate bearing capacity analysis and safety evaluation, and outputting a structural performance index. The method can prolong the service life and improve the performance of the concrete-filled steel tube arch bridge.

The invention discloses a cable assembly corrugated steel arch bridge and a construction method thereof.The arch bridge comprises foundations on the two sides and a corrugated steel arch shell structure arranged between the foundations in a spanning mode, a corrugated steel arch shell is composed of at least two corrugated steel arch rings arranged in the bridge width direction, and each corrugated steel arch ring is composed of a plurality of corrugated steel arch plates which are sequentially spliced in the arch direction; each corrugated steel arch plate comprises connecting side plates on the periphery and a steel corrugated plate located in the connecting side plates, a plurality of transverse connecting components are arranged on the steel corrugated plate in the width direction, and the transverse connecting components are fixed to the steel corrugated plate and extend out of the connecting side plates in the bridge width direction, so that the transverse connecting components of the adjacent corrugated steel arch rings are connected in the bridge width direction; and an integral corrugated steel arch shell structure is formed. According to the construction method, the supporting towers are arranged on the two sides of the valley, the valley-spanning main cable is tensioned, the end arch sections and the middle-span arch plates are hoisted in a blocking mode in cooperation with the cable-stayed maintaining system, symmetrical assembling is conducted, and the construction method is suitable for rapid construction of the deep valley corrugated steel arch bridge with the complex terrain.

The utility model discloses an assembly type arch foot installation structure of a concrete filled steel tube arch bridge, which comprises a steel arch seat and an arch foot section installed on the steel arch seat, the steel arch seat is installed on a foundation, and a steel main beam is installed on the foundation; wherein the steel skewback is provided with a mounting surface perpendicular to the length direction of the arch foot section, a positioning structure is arranged on the mounting surface, the arch foot section is obliquely arranged, and the lower end of the arch foot section is fixedly connected with the positioning structure and the steel skewback respectively; a stay cable mounting seat is further arranged on the steel arch seat and connected with the arch foot section through a stay cable, so that the arch foot section is subjected to tension in the direction close to the steel arch seat, a support is arranged on the side, close to the arch foot section, of the steel arch seat and connected with the steel arch seat, the lower end of the support abuts against the steel main beam, and the upper end of the support abuts against the lower side of the arch foot section. And the arch foot section is subjected to upward supporting force. The utility model has the advantages of simple structure and assembly construction, improves the construction efficiency, reduces the construction difficulty and shortens the construction period.

The present application relates to the technical field of existing building foundation reinforcement, and provides a method for reinforcing the foundation of an existing building by arch bridge grouting, which comprises the following steps: positioning grouting hole points on the surface of a building raft; performing first vertical drilling grouting according to some of the grouting hole points to form a plurality of bridge pier type pile foundations, which are arranged at intervals on the edges of the building raft surface; performing second vertical drilling grouting according to another part of the grouting hole points to form an arch-shaped arch body foundation between the bridge pier type pile foundations; arranging inclined reinforcing bodies connecting the bridge pier type pile foundations and the arch body foundations between the bridge pier type pile foundations and the arch body foundations; arranging pile side support bodies inserted into hard soil layers on the side of each bridge pier type pile foundation away from the arch body foundation; and completing the reinforcement of the foundation under the building raft. The present application can reinforce the foundation of an existing building on a soft foundation, and can improve the bearing capacity of the building foundation and prevent uneven settlement of the foundation after the building foundation is reinforced.

The invention relates to the technical field of welding construction, and particularly discloses a low-temperature welding and deformation control method for segmented installation of a steel box arch bridge in a plateau complex environment, which comprises the following steps of: starting preheating and windproof preparation when judging that the plateau complex environment temperature is lower than a first preset temperature threshold value or the environment wind speed is higher than a first preset wind speed threshold value; starting a layered symmetric welding process of the steel box arch bridge by adopting carbon dioxide gas shielded welding until the front requirement of corresponding layered symmetric welding is met, calculating welding deformation based on the three-dimensional coordinates of each steel box arch bridge section acquired in real time, starting corresponding correction measures when the welding deformation exceeds a preset threshold value, and stopping welding when the welding deformation exceeds the preset threshold value. Until a plurality of prefabricated sections of the steel box arch bridge are obtained; starting an arch bridge closure stage for a plurality of prefabricated sections of the steel box arch bridge, and performing cooling and deformation control operation on the arch bridge closure section by using a slow cooling process; low-temperature welding and deformation control of segmented installation of the steel box arch bridge in the plateau complex environment are achieved.

The invention discloses a deck-type arch bridge deck linear control method and system, and the method comprises the following steps: S100, carrying out the precise measurement of the center coordinates of a column foot of a vertical column through a measuring instrument after the closure of arch ribs, and calculating the blanking length of the vertical column according to the measured data and a displacement influence matrix; and S200, according to the determined stand column blanking length, stand column prefabrication work is carried out, and after stand column construction is completed, bent cap hoisting work is carried out. After hoisting is completed, the coordinates of the top face of the bent cap are measured, and the correction value of the height of the support padstone is calculated; and S300, after construction of the support cushion stone is completed, main beam hoisting is conducted, after hoisting of the main beam is completed, coordinates of the top face of the main beam are measured, and the bridge deck line shape is finely adjusted through a bridge deck pavement layer so that the bridge deck line shape can reach the designed line shape. According to the method, a staged three-time correction strategy is adopted, the influence matrix and the pre-camber distribution model are combined, the arch building structure parameters are adjusted at a time, the bridge deck linear precision is remarkably improved, the construction efficiency is improved, and the period and cost are saved.

The utility model relates to the field of arch bridge construction, in particular to an ultra-wide steel box tied arch bridge arch temporary combination supporting structure which comprises an arch rib, a beam body and a plurality of transversely-arranged supporting units. The supporting unit is located between the arch rib and the beam body and comprises a plurality of supporting assemblies, each supporting assembly comprises two supporting rods, the tops of the two supporting rods are fixedly connected with clamping supporting parts, the arch rib is located at the tops of the supporting rods, and the two clamping supporting parts are located on the left side and the right side of the arch rib respectively. The left side face and the right side face of the arch rib are fixedly connected with the two clamping supporting parts respectively. According to the scheme, the arch rib is supported by the two rows of supporting rods, the supporting stability of the temporary combined supporting structure is improved, and it is guaranteed that the arch rib has enough rigidity and stability.

The invention provides a laser hole forming construction method based on a thick plate with a complex curved surface, and belongs to the field of bolt trepanning, and the method comprises the following steps: step 1, pretreatment and positioning of the thick plate with the complex curved surface of a steel box arch bridge, step 2, optimization of dynamic technological parameters of laser hole forming construction, step 3, self-adaptive path planning and real-time focus following, and step 4, real-time follow-up of the laser hole forming construction. And 4, real-time molten pool state monitoring and plasma characteristic analysis are carried out, and then closed-loop laser control is carried out. Based on a material, structure and process database and a machine learning model, parameters such as laser energy and scanning speed are dynamically optimized, the problem of uneven energy distribution caused by curvature change is solved, visual, infrared and spectrum multi-sensor data are fused, the molten pool state and plasma characteristics are sensed in real time, and active suppression of machining defects is achieved.

The invention relates to the technical field of bridge engineering, in particular to a bridge creep deformation prediction and control method, which comprises the following steps: establishing a bridge structure finite element model; determining key section positions of the upper and lower edges of the bridge structure, and installing stress test elements at the key section positions; monitoring and recording the stress change of the upper and lower edges of the key section position in real time in the construction process; parameters in the finite element model are adjusted according to actually measured stress data, so that the error between the stress difference between the upper edge and the lower edge of the finite element model and an actually measured value is controlled within 1.0 MPa; generating a prediction result by using the corrected finite element model, wherein the prediction result comprises the creep deformation amount and the creep deformation direction of the bridge structure in the later period; and reserving a fastener adjustment space according to a prediction result. The scheme is used for solving the defect that in the prior art, the later creep deformation of a large-span beam arch bridge is difficult to accurately predict, and high-precision prediction of the later creep deformation of a bridge structure and dynamic parameter optimization and adjustment in the construction stage are achieved.

The invention discloses a cable system bridge large-scale substructure dynamic temperature control fire test method, relates to the technical field of bridge structure fire resistance test, and aims to generate an open space non-uniform temperature field through fire dynamics simulation software to reproduce a real vehicle fire scene. A modular fireproof fence is additionally arranged to construct a closed space, and a standard fire heating curve test is carried out. An LSTM-PID intelligent control system is adopted to drive a self-balancing loading reaction frame to apply load according to a preset graded loading system, and dynamic reproduction of a three-dimensional wind-fire-force coupling scene is achieved. The test is suitable for a main cable and a sling of a suspension bridge, a stay cable of a cable-stayed bridge and a suspender of a suspender arch bridge, an armored thermocouple array, a fiber grating sensor and a strain gauge group are arranged on the surface of a large-scale or full-scale component, stress, displacement and temperature data are collected in real time, an instruction error is dynamically corrected in combination with an LSTM time-delay compensation algorithm, and the test accuracy is improved. And second-level synchronization of loading and fire scene regulation and control is ensured.

The invention relates to the field of highway steel arch bridge folding construction, in particular to a steel truss basket arch bridge cantilever sectional folding construction method which is easy and convenient to construct and reliable in folding butt joint port alignment. The steel truss basket arch bridge cantilever segmented closure construction method is characterized by comprising the six steps of closure segment manufacturing, closure segment pre-assembly, closure segment measurement, closure segment installation and inspection, closure segment installation segment segmentation and inspection and acceptance. According to the construction method for sectional closure of the cantilevers of the steel truss basket arch bridge, closure in a stress-free state is achieved by controlling closure precision, and rod pieces are not subjected to forced force; high-strength bolt connection is adopted, automatic or semi-automatic welding is adopted, the welding stability is guaranteed, and the connection quality is effectively improved; and after closure and system conversion are completed, final measurement is carried out on a finished bridge line shape to ensure that design requirements are met.