248results about "Cable-stayed bridge" patented technology

The invention discloses a real-time control method and system for the construction stage of a cable-stayed bridge, and relates to the technical field of bridge engineering construction control, and the method comprises the steps: obtaining bridge design parameters, constructing an initial structure model, and obtaining the basic structure response of the construction stage; performing staged construction simulation and analysis cable force calibration according to the foundation structure response to obtain a calibration result; generating a self-adaptive grid according to a calibration result; finite element analysis and HiDeNN enrichment modeling are carried out based on an adaptive grid, and an enrichment continuous field is generated; performing Physics-Loss driving optimization according to the enrichment continuous field to obtain a pre-training agent model; based on the pre-training agent model, construction stage self-adaptive solution and multi-stage iterative updating are carried out, and structural mechanical response data of the construction stage are obtained and used for stress control and construction guidance in the construction process. Accurate and real-time control over the cable-stayed bridge construction process can be achieved, and the precision and efficiency of cable-stayed bridge construction control are improved.

The invention relates to an artificial intelligence-based prestress tensioning process anomaly identification method, which specifically comprises the following steps of: annularly and symmetrically arranging four steel beams on a bridge main tower for synchronous tensioning, installing a sensor network on tensioning equipment of each steel beam, synchronously acquiring data to construct a sample for training, and labeling the sample; constructing an anomaly recognition model, inputting sample data into the model, obtaining an anomaly recognition result through composite embedding and space-time position coding of tensioning time sequence data, a multi-stage dynamic feature modulation and anomaly sensitive feature mining module and a multi-stage space-time anomaly detector, calculating a total loss function of the model, and training the anomaly recognition model; and deploying a sensor network in a to-be-recognized target tensioning process to collect related data, inputting the related data into the trained anomaly recognition model, and outputting an anomaly classification result. According to the invention, multiple types of pre-stress tension anomalies can be accurately identified, and the detection efficiency and accuracy are improved.

The invention discloses a stay cable tensioning system and method. The stay cable tensioning system comprises a data acquisition module, a modeling and simulation module, a multi-source data fusion module, a cable force value prediction module, a disease diagnosis and maintenance module and a tensioning control module. According to the stay cable tensioning system, through full-process digitization of data acquisition, modeling analysis, intelligent control and maintenance rehearsal, the change from experience driving to data driving is achieved. The method has the core advantages that the deep fusion of multi-source data, the precise simulation of the digital twin model and the efficient decision of the intelligent algorithm significantly improve the construction precision of the stay cable, the safety of the structure and the maintenance efficiency. The method has the advantages that the prediction error of the cable force value in the construction stage is reduced from + / -5% to + / -1.2%, the stability of the cable force value after bridge forming is improved by 60%, and the vibration amplitude is reduced by 85%.

The utility model discloses a cable-stayed gallery bridge arranged between buildings, which is mounted between a first building and a second building and comprises a cable bent tower, a main beam and a stay cable. The cable bent tower is fixedly arranged between the first building body and the second building body, and a first hinge seat is fixedly arranged above the cable bent tower. The main beam is fixed to the first building body, the second building body and the cable bent tower, side surrounding plates are fixedly arranged on the two sides of the main beam, an arc-shaped plate fixed to the side surrounding plates is arranged above the main beam, the main beam, the side surrounding plates and the arc-shaped plate jointly define a pedestrian path, the main beam comprises a beam body and a supporting rod penetrating through the beam body, and second hinge bases are arranged on the two sides of the supporting rod. The stay cable is connected between the first hinge seat and the second hinge seat, and a locker is arranged between the stay cable and the second hinge seat. According to the core structure of the cable-stayed gallery bridge, a single bending structure of a traditional flat bridge is converted into a multi-point tension structure through a cable bent tower-main beam-stay cable triangular stress system, the bending moment of the main beam is remarkably reduced, and the applicable span range is expanded.

The invention belongs to the technical field of sail-shaped cable-stayed bridge construction, and relates to a long and thin structure arched steel tower installation method which comprises the steps that a bridge lower structure and a main tower are constructed, and an auxiliary tower root embedded section, a top connecting piece and related construction components are embedded in the main tower; during main tower construction, an attached tower fixing section and a main beam are synchronously installed, and the attached tower fixing section is fixedly connected with the main tower through welding and a steel truss set; a support is erected on a girder bridge floor, tower-attached sections are assembled according to the inverted arch posture, the pre-bias value and the pre-camber are preset, and rotating hinges are installed; a vertical rotating cable, a back cable and a cable wind cable which are made of steel strands are arranged, and testing is completed; one-time vertical rotation welding of one section of the attached tower is achieved through synchronous traction of a continuous jack, and then secondary vertical rotation is conducted on the whole section of the attached tower; after vertically rotating in place, welding and fixing, and dismounting related equipment and a bracket; the invention aims to solve the problems of high overhead operation risk, difficulty in control of construction precision, large temporary support investment, low work efficiency and insufficient adaptability of a traditional mounting method.

The application relates to an artificial intelligence-based prestress tensioning process anomaly identification method, and specifically as follows: four steel strands are symmetrically arranged in the ring direction of a bridge main tower for synchronous tensioning, sensors are installed on the tensioning equipment of each steel strand, sample data for training is synchronously collected and constructed, and the sample is labeled; an anomaly identification model is constructed, sample data is input into the model, and the anomaly identification result is obtained through the composite embedding and space-time position coding of tensioning time sequence data, a multi-stage dynamic feature modulation and anomaly sensitive feature mining module, and a multi-stage space-time anomaly detector, the total loss function of the model is calculated, the anomaly identification model is trained; the sensor network is deployed to collect related data of the target tensioning process to be identified, the related data is input into the trained anomaly identification model, and an anomaly classification result is output. The application can accurately identify prestress tensioning multi-class anomalies and improve the detection efficiency and accuracy.

The invention discloses a cable bent tower lower tower column structure and a construction method thereof, and belongs to the technical field of bridge engineering, the cable bent tower lower tower column structure comprises a bearing platform, a tower limb assembly, a wall assembly, a lower cross beam, a steel plate and a prestressed steel cable, a lower tower limb of the tower limb assembly is provided with two limbs arranged on the bearing platform in the transverse direction of a bridge at intervals, and an upper tower limb is supported on the two limbs; the wall body assembly comprises two side walls which are transversely supported on the bearing platform along the bridge and two ends of which are connected to the inner walls of the two limbs, and a plurality of longitudinal walls which are longitudinally supported on the bearing platform along the bridge and two ends of which are connected between the two side walls; the lower cross beam is supported on the longitudinal wall, and two ends are connected to the two limbs; the steel plates are arranged on joint surfaces of the longitudinal walls and the lower cross beams; the prestressed steel beam penetrates through the lower cross beam, and the two ends of the prestressed steel beam are anchored in the two limbs. The cable bent tower lower tower column structure construction method is suitable for the cable bent tower lower tower column structure. According to the method, mutual constraint among the lower tower limb, the bearing platform and the lower cross beam can be reduced, the construction cost is reduced, and the structural anti-seismic toughness and construction controllability are improved.

This utility model provides a main beam cross-section structure for a long-span, low-tower cable-stayed bridge, relating to the technical field of main beam cross-section structures. It includes a pier body and a top panel. The pier body has an internally reinforced rib structure, and a cap beam is provided on the upper part of the pier body. A first recess is opened in the middle of the cap beam, and a central insert is installed within the first recess. Positioning holes are provided on both the left and right sides of the cap beam, and positioning columns are embedded within these holes. The upper parts of the central insert and positioning columns are fitted into the lower part of the top panel, and two sets of supports are installed between the bottom surface of the top panel and the cap beam. This utility model not only ensures precise alignment and stability of the bridge's central portion, contributing to the stability of the main beam core, but also effectively resists tensile stresses, significantly improving the bridge structure's bending resistance, making it more stable and robust, preventing the generation and development of cracks, and extending the bridge's service life.

This invention provides a high-precision, rapid positioning device for cable guide tubes, comprising a rigid frame and a cable guide tube body, and two positioning device bodies symmetrically arranged on the rigid frame. The two positioning device bodies are located at the upper and lower openings of the cable guide tube body, respectively, with the upper positioning device body higher than the lower one. The cable guide tube body is suspended on the two positioning device bodies. Each positioning device body is equipped with a left-side mileage control mark, an offset control mark, and a right-side mileage control mark for positioning. Positioning is achieved by using left-side, offset, and right-side mileage control marks on the positioning device bodies, eliminating the need for self-made auxiliary positioning covers and avoiding the impact of machining errors of pipe fittings or other components on positioning accuracy.

The utility model discloses a front upper and lower cross beam system suitable for a rear fulcrum hanging basket of a PC cable-stayed bridge with an ultra-wide variable-width Pi-shaped beam. Characterized in that; the system comprises a main truss, a front upper cross beam, a suspender and a front lower cross beam, the main truss is of a double-truss triangular truss structure and is transversely arranged to be tightly matched with the position of a pi-shaped beam main longitudinal rib, and a stable rigid supporting framework is formed. The front upper cross beam is erected between the two main trusses, a low-section steel beam is adopted to replace a traditional truss form, the suspenders are intensively arranged in corresponding areas of the main longitudinal ribs under the main trusses, a linear force transmission path of the main trusses, the suspenders and the main longitudinal ribs is formed, and the front lower cross beam is connected through the suspenders. According to the rear fulcrum hanging basket, the problems that due to the fact that the span of a front upper cross beam is too large, a traditional rear fulcrum hanging basket (1) is forced to adopt an ultrahigh-section profile steel or truss structure, the overall gravity center of the hanging basket moves upwards, and the stability is poor when the hanging basket walks in a widening section and loads are unbalanced are solved; and (2) the problems of non-uniform force transmission of the upper cross beam, fuzzy load force transmission path, poor overall rigidity performance and incapability of meeting the construction requirements of the ultra-wide and variable-width Pi-shaped main beam due to excessive suspenders are solved.

This invention provides a tensioned monolithic system formed by a one-dimensional array of polyhedral tensioned monolithic modules. The system includes several module units, a back tie, a front tie, and a lower tie. These module units are arranged in a one-dimensional series to form the tensioned monolithic system. Each module unit is either a 6-bar, 24-30-cable tensioned monolithic module formed by discrete icosahedrons or a 5-bar, 20-24-cable novel tensioned monolithic module formed by discrete tetrahedrons. Each tensioned monolithic module consists of longitudinal horizontal pressure bars, transverse horizontal pressure bars, and vertical pressure bars connected sequentially to the ends of the pressure bars by cables. Seven types of 6-bar, 24-30-cable icosahedral novel tensioned monolithic modules and five types of 5-bar, 20-24-cable tetrahedral novel tensioned monolithic modules are used, and these polyhedral tensioned monolithic modules are arranged in a one-dimensional array to form a continuous architectural functional space for passage or residence of personnel and vehicles. The modules can be arranged with equal or unequal heights and widths to create a staggered, natural architectural form. Ties or rods are added between the modules to form a unified whole.

The application discloses a bridge cable-stayed damping mechanism and belongs to the technical field of bridge engineering, which comprises a bottom plate installed on a bridge deck and a mounting frame installed on a cable-stayed cable, a connecting assembly is installed between the bottom plate and the mounting frame, the connecting assembly comprises a first connecting rod connected with the bottom plate through a spherical hinge and a second connecting rod connected with the mounting frame through a spherical hinge, the first connecting rod and the second connecting rod are both connected with a connecting plate through spherical hinges at one end close to each other, a damping device is arranged at the spherical hinge connecting position, the two connecting plates are connected through a first spring, and a buffer fixing seat is elastically connected to the two sides of the mounting frame and is installed on the cable-stayed cable. When the cable-stayed cable vibrates, the mounting frame is driven to move, the first connecting rod and the second connecting rod are rotated through the spherical hinge connecting position, the first spring between the two connecting plates is deformed to realize buffering, and the damping device of the spherical hinge connecting position absorbs vibration, so that when the cable-stayed cable vibrates in any direction, the connecting assembly can realize buffering and vibration absorption.

The invention discloses a continuous beam bridge cast-in-place section corbel bracket hoisting and accurate alignment construction method, which belongs to the technical field of corbel bracket construction, and comprises the following steps: S1, bracket structure design: adopting a triangular bracket as a load-bearing system, selecting double-spliced channel steel as a bracket diagonal rod, selecting double-spliced channel steel as a longitudinal rod, and pre-embedding and connecting with a pier body through a climbing cone; according to the method, a triangular bracket bearing system is adopted, the inclined rods and the longitudinal rods are both made of double-spliced channel steel, climbing cones are accurately pre-buried through a positioning plate with the thickness of 16 mm, reliable connection of the bracket and a pier body is achieved, and the risk that a traditional support is not firm in anchoring is avoided; meanwhile, when the bracket is machined in a factory, the splicing welding seam quality is strictly detected, the attachment degree of connecting nodes is checked through on-site pre-assembly, stage-by-stage pre-pressing is carried out, stability is judged when the final two-time settlement difference is smaller than or equal to 2 mm, the bearing capacity of the bracket can be effectively verified, inelastic deformation is eliminated, and construction safety is guaranteed in the whole process from structural design, machining and installation to load inspection; and hidden dangers of deviation, instability and the like of the frame body are reduced.

The present application belongs to the field of bridge tower construction, and particularly relates to a method for installing an ultra-high annular steel tower of a cable-stayed bridge, comprising the following steps: 1. division and horizontal placement of annular steel tower segments: the annular steel tower is divided into steel tower segments 1-N symmetrically arranged on both sides of a middle bridge pier and a closure segment 2N+1, the first steel tower segment is fixed to the middle bridge pier, and the remaining segments are horizontally placed on the jig frame of the main girder on both sides of the middle bridge pier; 2. installation of the steel tower segments 2-N on the right side of the middle bridge pier: inner struts are installed inside the steel tower segments, the steel tower segments are sequentially pulled from top to bottom to rotate vertically and installed with the next segment, until the segments 2-N are rotated as a whole to be connected with the first steel tower segment; 3. repeating step 2 to complete the installation of the steel tower segments 2-N on the left side of the middle bridge pier; and 4. completing the installation of the steel tower closure segment N+1. The present application realizes high-precision installation of the annular steel tower by continuously vertically rotating the divided and horizontally installed annular steel tower until closure, without the need for a large number of temporary supports and large high-altitude hoisting equipment, and has good economic benefits.

The application discloses a Y-shaped tower cable-stayed bridge and a design method thereof, and relates to the field of bridge engineering. The Y-shaped tower cable-stayed bridge comprises a bridge main body and at least one group of tower column groups which are arranged at intervals along the longitudinal direction of the bridge. Each group of the tower column groups comprises two Y-shaped tower columns which are arranged at intervals along the transverse direction of the bridge. A plurality of stay cables are arranged on the tower limbs of the Y-shaped tower columns and connected with the bridge main body. The design method is used for designing the Y-shaped tower cable-stayed bridge. The second stay cable on the left tower limb is connected with the bridge main body by penetrating the right tower limb, and the first stay cable on the right tower limb is connected with the bridge main body by penetrating the left tower limb, so that the left tower limb and the right tower limb do not need to be arranged with transverse connections to balance the cable force, the construction process is more convenient, and the overall appearance is more simple and neat. The Y-shaped tower column can solve the height limitation of the tower column, increase the angle of the stay cable and reduce the cable force of a single cable.

The application provides a kind of high-altitude installation method of suspension type flexible anchor ring, comprising the following steps: placing flexible anchor ring on limiting support, lifting the limiting support so that the flexible anchor ring moves to the design position, and fixing the limiting support;Unscrew the bolt between the upper connecting plate and the corresponding end block, symmetrically install and tension the multiple tower ring cables close to the upper connecting plate, until the gap between the end blocks of the upper ends of the two half rings reaches the design gap, then lock the bolt between the upper connecting plate and the end block;Symmetrically install and tension the multiple tower ring cables close to the lower connecting plate, and unscrew the bolt between the lower connecting plate and the corresponding end block;Complete the installation and tension of the remaining tower beam cables and tower ring cables;After the completion of the bridge deck system construction, lock the bolt between the lower connecting plate and the end block.The application significantly improves the precision of high-altitude installation and the safety of construction process.

This invention discloses a mechanized cable-stayed bridge replacement device, comprising: a cable-stayed bridge clamping mechanism and a cable-stayed bridge retrieval mechanism. One end of both the cable-stayed bridge clamping mechanism and the cable-stayed bridge retrieval mechanism is connected to a mounting platform. The mounting platform is slidably connected to a moving mechanism. The moving mechanism includes a vertical moving component and a horizontal moving component. The vertical moving component includes a limiting guide rail, an upward moving drive source, and a moving guide rail. Both the moving guide rail and the limiting guide rail are vertically laid on the bridge tower. Limiting guide rails are symmetrically laid on both sides of the moving guide rail. The horizontal moving component is slidably connected to the vertical moving component. The horizontal moving component includes a horizontal limiting guide rail, a flexible drive unit, and a horizontal moving drive source. Both ends of the horizontal limiting guide rail are slidably connected to the limiting guide rail via limiting parts. The mechanized cable-stayed bridge replacement device provided by this invention solves the technical problems of high construction risk, difficult construction control, and time-consuming and labor-intensive processes in the field of cable-stayed bridge replacement.

The utility model relates to a reverse-pressure inverted-hanging supporting system for a large-span cable-stayed bridge beam, and belongs to the technical field of bridge construction, the reverse-pressure inverted-hanging supporting system comprises a bridge, the bridge comprises a side-span main beam and an approach bridge main beam which are arranged at intervals in the bridge direction, and an auxiliary pier located between the side-span main beam and the approach bridge main beam; and the back pressure base is fixedly arranged on the auxiliary pier, and the back pressure base is used for supporting the approach bridge main beam on the auxiliary pier and pressing the side span main beam on the auxiliary pier. Therefore, the dead weight of the approach bridge main beam, the dead weight of the auxiliary pier and the pile foundation of the auxiliary pier and the anti-drawing friction force of the pile foundation can be utilized to balance the unbalanced load of the side mid-span main beam, the stability and safety of the main tower structure are improved, the overall stress state of the bridge is improved, and the requirement of the auxiliary pier for the bearing capacity of a soil layer is reduced. The asymmetric load can be balanced by using fewer materials and a simpler and more convenient construction mode, the structural rigidity is improved, the stress of the bridge tower is optimized, and the aesthetic property of the bridge is improved.

The utility model relates to the technical field of bridge engineering construction, in particular to a temporary anchoring structure of a steel-concrete composite beam cable-stayed bridge, which comprises a plurality of steel beams which are evenly and symmetrically distributed on a bridge tower, one end of each steel beam is anchored in the bridge tower, the other end of each steel beam is exposed out of the bridge tower, and the temporary anchoring structure further comprises a plurality of anchoring boxes which comprise outer boxes. The outer box is fixed to a bridge tower, the top of the outer box is tightly attached to and fixed to the bottom of the steel-concrete composite beam, the bottom of the outer box is perpendicular to the steel beam, and the other end of the steel beam is fixedly connected with the outer box in the outer box. The anchoring box is installed between the steel-concrete composite beam and the bridge tower, the space of a construction area is expanded, the top of the anchoring box is connected with the steel-concrete composite beam, the strength of a connecting area is enhanced, the bottom of the outer box is perpendicular to the steel beam, the possibility that the steel beam generates shearing force in the using process is reduced, and the breaking risk of the steel beam is reduced.

The utility model provides a cable-stayed bridge tower column cable guide pipe installing and adjusting support which comprises a supporting seat, a limiting plate is movably installed on the supporting seat, supporting rods are welded to the limiting plate, a transverse plate is welded between the supporting rods, a sliding groove is formed in the transverse plate, a sliding block is movably installed in the sliding groove, and the sliding block is connected with the supporting seat. And movable frames are fixed to the sliding blocks, displacement mechanisms are fixedly installed on the movable frames, one ends of the displacement mechanisms are fixed to the inner walls of the supporting rods, and reinforcing rib rods are welded between the movable frames. When the mounting and adjusting support for the cable-stayed bridge tower column cable guide pipe is used, the threaded pipe rotates on the threaded column, the threaded column moves horizontally when the threaded pipe rotates, the threaded column drives the supporting block and the supporting rod to move inwards and outwards at the same time, and the position of a guide pipe supporting point is changed through inward and outward movement of the supporting rod; the inclination angle of the guide pipe is adjusted while the position of the supporting point is adjusted.

The self-balancing inhaul cable structure comprises a concrete-filled steel tube member, an inhaul cable, an inner anchor piece and a connecting piece, the concrete-filled steel tube member comprises an outer steel plate, an inner steel plate and concrete, the outer steel plate and the inner steel plate form a plurality of cavities, the cavities are filled with the concrete, the inhaul cable comprises a cable body and an anchoring end, and the anchoring end is located on the inner side of the inner steel plate. Holes are formed in the positions, corresponding to the cable bodies, of the concrete-filled steel tube member, the cable bodies penetrate through the holes, the inner anchors are located on the peripheries of the anchoring ends and fixedly connected with the inner steel plates, and the connecting pieces are connected with the inner anchors. The tension of the steel cable can be properly balanced, the local pressure stress of the anchoring end to the steel pipe concrete member is reduced, and corresponding concrete damage is avoided or reduced.

This invention relates to the field of bridge engineering technology, specifically to a variable-height, large-span hybrid beam cable-stayed bridge, comprising bridge towers, piers, main beams, and cables. The piers include side piers and auxiliary piers. The main beam comprises equal-height concrete beams for the side spans, variable-height concrete beams for the side spans, equal-height concrete beams for the tower area, a steel-concrete composite section, and equal-height steel beams for the middle span. The side span beams adopt a variable-height, large-span structural beam structure. This design effectively adapts to complex terrain, reduces the number of auxiliary piers, lowers the water resistance rate, facilitates navigation and flood control, and saves investment. The self-weight of the side spans of the hybrid beam cable-stayed bridge is significantly increased, eliminating the need for side span counterweights on the auxiliary piers to balance the load on the main beam in the middle span. It exhibits high stiffness and small beam end rotation angles, which is beneficial for the smoothness of high-speed train operation. The bridge employs symmetrical cantilever construction using hanging baskets, and is constructed simultaneously with the bridge towers. The cast-in-place support erection area is small, making the construction application wide-ranging, convenient, quick, economical, and significantly shortening the construction period. It also benefits flood control and construction safety during the construction period.

The invention relates to the technical field of cable-stayed bridge cable force control, in particular to a cable-stayed bridge cable force and line shape cooperative control method and system based on finite element analysis. The actually measured vertical displacement deviation of each measuring point is compared with a preset displacement deviation threshold value, and the bridge linear urgency degree is obtained; based on the actually measured vertical displacement deviations of all the measuring points, cable force adjustment amounts of all cables in the finite element model of the cable-stayed bridge are solved by adopting a generalized inverse matrix so as to determine a comprehensive cable force adjustment scale, and an initial allowable discrete value is determined in combination with the bridge linear urgency degree and a preset design cable force average value of all the cables; constraint conditions in the cable-stayed bridge cable force and linear cooperative control process are optimized. According to the invention, the cable force uniformity constraint threshold is adaptively adjusted according to the actual risk and demand of the bridge, and the rationality and feasibility of the cable force and line shape cooperative control strategy are improved.

The invention discloses a cable hoisting construction method for a crossing area steel beam of a cable-stayed-suspended cable cooperative system bridge, relates to the technical field of bridge construction, and solves the problem of unstable positioning elevation of a main beam caused by temperature and the problem of stress caused by temperature change after temporary connection of the steel beam. The method comprises the steps that a cable-loaded crane is adopted to construct a cross area steel beam, temporary slings are arranged on a rear butt-joint beam of a to-be-hoisted beam section, then n pairs of temporary slings are cyclically tensioned to advance, and cross area permanent slings are gradually installed in the steel beam hoisting process; the temperature influence is weakened through the temporary sling, it is guaranteed that the gradient change in the beam adjusting process is small, meanwhile, the influence caused by small-range uniform temperature change is ignored through relative elevation control, and therefore the problem that the main beam positioning elevation is unstable due to temperature and the stress problem caused by temperature change after temporary connection of the steel beam are solved.

The utility model provides a kind of super-wide concrete main beam decoration hanging basket device of cable-stayed bridge, belong to bridge construction device technical field, including pre-embedded steel plate embedded in concrete main beam, 2~3 sections of track are welded on the pre-embedded steel plate, detachably connected with operation platform by connecting assembly below the concrete main beam, operation platform both ends detachably connect hanging basket hook, each hanging basket hook upper end is fixedly connected with travelling system, the travelling system includes at least two rollers, two pulleys are arranged on track, two rollers are moved by driving assembly and are driven to move. The utility model has the advantages of simple structure, easy processing and manufacturing, strong adaptability, low cost, not affected by the height of concrete main beam and the distance between stay cables; at the same time, the operation platform is located at the bottom of the main beam, not affected by weather and strong wind, can completely cover the decoration range of the main beam, which is beneficial to speed up the construction progress, improve the construction efficiency, and the post-removal is convenient, which can effectively save labor.

The utility model discloses a stay cable tension compensation and vibration suppression device for a large-span cable-stayed bridge, which comprises a tension compensation mechanism arranged at the end part of a stay cable, the tension compensation mechanism is fixed on an anchoring seat, a first vibration suppression mechanism and a second vibration suppression mechanism are arranged on the stay cable at an interval along the length direction of the stay cable, and the first vibration suppression mechanism and the second vibration suppression mechanism are fixed on the anchoring seat. The first vibration suppression mechanism and the second vibration suppression mechanism are connected through the longitudinal adjusting mechanism, and the first vibration suppression mechanism is fixed to the anchoring base. According to the utility model, the adaptive capacity of a bridge to environmental changes can be effectively improved, the stress uniformity of the stay cable is ensured, the deformation of the bridge is effectively controlled, and the service life of the bridge is prolonged, so that the operation efficiency and the safety of the cable-stayed bridge are ensured. The device is suitable for the technical field of long-term safe operation and maintenance of the large-span cable-stayed bridge in bridge engineering.

The present application relates to a kind of large-span steel truss beam cable-stayed bridge closure intelligent control system and method, adopt beidou positioning instrument, wireless tiltmeter and IMU sensor etc. and form closure intelligent control system, reduce the difficulty of construction survey, improve the measurement efficiency.The data obtained by the automatic monitoring system are analyzed to analyze the closure mouth state and control the force analysis of construction adjustment, the closure mouth state is adjusted using full-automatic hydraulic jack, and the large-span steel truss beam cable-stayed bridge is closed in the middle of the span by combining fine adjustment measures.The method helps to reduce the waiting operation time of large cantilever construction, solves the problems of low construction efficiency, different synchronization of closure adjustment measures, and realizes the accurate closure of large-span steel truss beam cable-stayed bridge.

A method for installing a steel beam on a lower beam section of an extra-large bridge tower comprises the following steps that S1, a safety platform and a bracket are erected on a cable bent tower cross beam, and a stress monitoring sensor is pre-embedded in a key part of the bracket; s2, based on a BIM model and a digital twinning system, hoisting a steel beam component of a 0 # block middle beam section and a bridge deck to a bracket, and installing a visual identification target and a displacement sensor; s3, the middle beam section of the 0 # block slides to the position of the designed axis through a center hole jack traction system, real-time monitoring and automatic deviation correction are conducted, and then temporary anchoring is conducted; compared with the prior art, high-precision assembly, full-automatic synchronous sliding and real-time deviation correction, staged expansion installation and high-quality structure closing of the steel beam of the lower beam section of the extra-large bridge tower under complex working conditions are achieved, and construction safety, positioning precision and operation efficiency are remarkably improved; the installation problem caused by the fact that the large-tonnage steel beam is limited by the occupation of the tower crane is effectively solved.

The invention provides a large-span cable bearing system bridge which comprises an upper tower column, a middle tower column and a lower tower column which are sequentially connected in the vertical direction to form a bridge tower structure. The upper tower column comprises a cylindrical steel structure shell, and a cavity extending in the axial direction is formed in the cylindrical steel structure shell. The concrete column is coaxially arranged in the middle of the cavity and fixedly connected with the inner wall of the steel structure shell; the multiple pairs of stay cables penetrate through the steel structure shell and are anchored to the two sides of the concrete column; wherein the side span stay cable is anchored on the side, facing the midspan of the bridge, of the concrete column, and the midspan stay cable is anchored on the side, facing the side span of the bridge, of the concrete column. The stay cables are anchored on the concrete column in the middle of the upper tower column in a crossed mode, the force arm of cable force is shortened from the width of the whole tower column to the width of the concrete column, and therefore the tower bottom bending moment is greatly reduced. Meanwhile, the layout actively guides the mid-span load to the side-span stay cables, so that the full-bridge load distribution is optimized, the original vicious circle is broken through, and the light weight of the bridge tower is realized.