399results about "Cable-stayed bridge" patented technology

The invention belongs to the technical field of bridge installation and monitoring, and particularly discloses a cable-stayed bridge girder rapid installation monitoring analysis method based on an AI technology. The method comprises the following steps: S1, acquiring displacement, stress and environmental load data of a current installation segment and an adjacent installed segment in real time through a distributed sensor network, and constructing a global installation data set; s2, performing space-time alignment processing on the data set, extracting a joint feature vector representing a single-point instantaneous state and an inter-segment accumulated deviation, and dynamically calculating an attitude prediction tolerance and an accumulated error trend tolerance under a current working condition based on an environmental load; s3, inputting the joint feature vector into a pre-trained time sequence prediction model, and outputting an attitude prediction result and an accumulative error trend evaluation result of a future key time point; and S4, error grading decision making is carried out. According to the method, bridge installation is converted from passive monitoring to active prediction control, and the installation precision, efficiency and safety are effectively improved.

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 the technical field of cable-stayed bridge construction, in particular to a cable-stayed bridge cable force determination method based on process control, which comprises a cable-stayed bridge cable tower, a stay cable and a main beam section, a finite element model is established according to the sizes of the cable tower and the main beam section, and after the zero section in the main beam section is simulated and installed, the zero section is determined. Installing first segments on the left side and the right side of the zero segment respectively, tensioning prestressed steel beams in the first segments, operating a finite element model, recording bending moment values of beam ends of the first segments, setting virtual support constraint node vertical and torsional displacement at the beam ends of the first segments, operating a calculation model, and calculating the bending moment values of the first segments; and the vertical counter force and the virtual bending moment value borne by the virtual support are recorded, the virtual support is deleted, a stay cable unit is established between the preset anchor point of the first section and the cable tower anchor point, and different stay cable body internal force is set twice.

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 relates to the technical field of bridge construction, in particular to a bridge super-long stay cable penetrating construction method, which comprises the following steps of: presetting a monitoring point position at a super-long stay cable, installing a tilt angle sensor to obtain pitch and roll angles of a segment, and fixing a tension sensor to measure initial tension at a cable end. A pitch angle, a roll angle, a three-dimensional coordinate and initial tension data are collected in real time at a preset point position of the stay cable, a dynamic response cable body attitude and stress model is constructed in combination with a designed linear control point and an anchoring point space coordinate, traction force distribution and traction point position combination are optimized, synchronous or asynchronous cooperative loading of multiple traction forces is achieved, and the traction force distribution and the traction point position combination are optimized. And in the cable penetrating process, cable body posture control and mechanical response balance are kept. Sensing data and a target parameter interval are continuously compared, a stress closed-loop control mechanism is formed by adjusting a traction force value and a loading rate in real time, and the risks of stress concentration and linear deviation expansion are avoided.

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 discloses a cable-stayed bridge pylon digital monitoring method and related equipment, and relates to the technical field of bridge monitoring. The method comprises the following steps: acquiring initial data, wherein the initial data comprises pylon environment data and three-dimensional shape information; positioning a skeleton position based on magnetic coding data and the three-dimensional shape information; adjusting a template posture based on the skeleton position, so that the template posture matches the skeleton position, and acquiring correction data in the adjustment process; monitoring a pouring process based on an intelligent hydraulic control system to obtain dynamic data; based on a concrete surface image, analyzing feature points of the concrete surface image, calculating a deviation error, and determining deviation data; integrating multi-source data to monitor a pylon structure, and predicting a health state of the pylon structure, wherein the multi-source data comprises the initial data, the correction data, the dynamic data, and the deviation data.

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.

This application discloses a cable-stayed basket structure and its construction method, comprising a basket body, an anti-reverse device connected to the rear end of the basket body, and a positive tension device connected to the front end of the basket body. The positive tension device includes a support frame, rollers, a winch, and a traction rope. The support frame and winch are both installed on the cast-in-place box girder. The winch is located behind the support frame, and the rollers are installed on the support frame. One end of the traction rope is connected to the winch, and the other end is connected to the front end of the basket body. The middle of the traction rope passes over the upper part of the rollers. The anti-reverse device includes an anti-reverse block, an anti-reverse rod, and a shear key. The anti-reverse block is embedded in the lower part of the box girder. The anti-reverse rod is detachably connected to the anti-reverse block. The shear key is located in front of the anti-reverse block and the anti-reverse rod and is fixed to the rear end of the basket body. A pulley is installed on the shear key, which can press against the anti-reverse block and the anti-reverse rod. This application has the effect of facilitating the installation of the reaction wheel.

The utility model provides a bridge floor stay cable guiding device, which relates to the technical field of stay cable guiding and comprises a guiding assembly, a limiting assembly is arranged at the top of the guiding assembly, a moving assembly is arranged at the bottom of the guiding assembly, side supporting assemblies are arranged on two sides of the guiding assembly, and the guiding assembly comprises a supporting base. And fixing frames are symmetrically mounted at the top of the supporting base. The rotating motor electrically drives the rotating seat to rotate, the rotating seat drives the top plate to turn over, then the top plate is turned over to the position above the guide wheel, when the bridge deck stay cable is installed and constructed, the downward pressing wheel is beneficial to exerting downward pressure on the stay cable, and meanwhile the downward pressing wheel is matched with the stay cable to move on the guide wheel; and the stability of the stay cable in the construction process is guaranteed, so that shaking of the stay cable is effectively reduced, the stay cable is kept in a relatively stable state, and the influence of severe weather such as strong wind on the stay cable is reduced.

The invention relates to the technical field of bridge construction, in particular to a cable-stayed bridge cable hoisting system, a mounting method and a construction method. Comprising a rotating rope bracket, a tower top hoisting structure, a bearing structure, a hoisting structure and a traction structure, the tower top hoisting structure is fixed to the top of the tower column and used for vertically hoisting objects. The bearing structure comprises a plurality of bearing cables arranged along the bridge direction; the two ends of the bearing cable are fixed to the anchors of the shore bases on the two sides correspondingly. The hoisting structure comprises a sports car connected to the bearing cable in a sliding mode and a hoisting pulley block driven by the sports car to vertically ascend and descend. The traction structure comprises a winch arranged on the shore side; the winch is connected with the sports car through the traction cable and used for driving the sports car to move along the bearing cable. The cable hoisting system is simple in structure, convenient to operate and use, suitable for bridge construction of complex mountainous terrains with large topographic relief, capable of effectively solving the problem of hoisting blind areas caused by tower-shore separation, easy to operate, safe and reliable.

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 invention provides a stay cable traction installation method which is characterized by comprising the following steps that a stay cable traction installation device is configured, and the stay cable traction installation device comprises a driving part and a supporting part which are arranged from the lower end of a beam to the end far away from the beam in a sleeving mode along a soft traction steel strand; the relative inclination angle between the anchor cup and the beam end cable guide pipe is adjusted so that the anchor cup and the beam end cable guide pipe can get close to each other to facilitate coaxial installation of the stay cable and the anchoring end; each soft traction steel strand is provided with a length mark according to the unit length by taking the gathering part as a starting point, and is used for monitoring the traction state; a first twisting part is arranged between the supporting part and the driving part and used for preventing the soft traction steel strand from being twisted. Through relative rotation between the supporting part and the driving part, twisting of the soft traction steel strand is avoided, meanwhile, the traction state of the stay cable in the traction installation process is monitored through the length marks, and the situation that the soft traction steel strand is uneven in stress can be found in time.

The invention discloses a construction method of an ultrahigh space curved surface special-shaped steel leaning tower without a temporary support. The construction method comprises the following steps that S1, a steel main beam is horizontally installed in place; s2, a plurality of first sections of the upstream side steel leaning tower and a plurality of first sections of the downstream side steel leaning tower are synchronously hoisted and installed to a first set of stay cable anchoring points in a segmented mode; a first group of stay cables are mounted and tensioned between the first group of stay cables and the second group of stay cables; s3, continuing to install a plurality of second sections of the upstream side steel leaning tower and a plurality of second sections of the downstream side steel leaning tower; s4, a first cross brace is installed between the first support and the second support; s5, repeating the steps S3-S4 until the installation of the other sections of the upstream side steel leaning tower and the downstream side steel leaning tower and the installation and tensioning of the corresponding stay cables and the corresponding cross braces are completed; and S6, the position of a closure opening is adjusted, and closure of the steel leaning tower is achieved. According to the method, the line shape and stress of the whole cable tower structure of the steel leaning tower are controlled through the stay cables and the cross braces, accurate closure of the cable tower is guaranteed, and efficient construction of the ultrahigh space curved surface special-shaped steel leaning tower is achieved.

The application discloses a parameter intelligent adjustable inertial mass damper and a control method thereof, which are applied to efficient vibration control of super-long stay cables on large-span cable-stayed bridges in the field of civil engineering, and the damper is composed of an inertial mass element, a damping element, a self-power supply system and a heat dissipation system.The inertial mass element is combined with a conductor disc and a linear module through a ball screw, and the continuous adjustment of the equivalent inertial mass is realized by using a stepping motor to control the position of a sliding block; the damping element adopts an electric eddy current structure, a damping force is generated by cutting the magnetic field of a permanent magnet and an electromagnet by a rotating conductor disc, and the real-time regulation and control of the damping force are realized by adjusting the current of the electromagnet.The application realizes the real-time calculation and self-adaptive adjustment of optimal and suboptimal control parameters of a target mode by combining acceleration spectrum analysis and an optimization algorithm, and has the advantages of high power, high efficiency, compact structure, intelligent control, self-power supply and strong durability, and the vibration reduction effect of the stay cable is significantly improved.

The invention relates to an optimization method for temporary consolidation of a hybrid beam cable-stayed bridge. The optimization method comprises the following steps that S1, support design and stress analysis of a side span prestressed concrete main beam cast-in-place section are determined; construction stage division of a side span prestressed concrete main beam cast-in-place section is determined; bridge site environment parameters are determined; determining action effect parameters corresponding to the bridge site environment parameters; s2, determining the overall arrangement of the temporary consolidation support; s3, calculating the equivalent spring stiffness of the main beam support system; s4, establishing a girder-support cooperative calculation finite element model; s5, calculating the design shearing force of the pier beam temporary consolidation support; s6, structural design of a pier beam temporary consolidation support is conducted; s7, unbalanced horizontal force generated by tensioning of the stay cable is calculated; s8, calculating the design shearing force of the temporary consolidation support of the tower beam; and S9, structural design of the temporary consolidation support of the tower beam is carried out. According to the method, various load effects borne by the temporary consolidation support can be accurately calculated.

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 present invention relates to a bidirectionally expandable stay cable flame retardant device and its installation method. The device includes a fire retardant ring 1 and a positioning jig 2. The fire retardant ring is fixed to the surface of the stay cable body 7 using the positioning jig. The fire retardant ring covers the stay cable body. When exposed to heat, the fire retardant ring expands inward to encase the stay cable body and expands outward to insulate the stay cable body on both sides of the fire retardant ring. The stay cable body where the fire retardant ring is installed is wrapped with weather-resistant fire tape, and the fire retardant ring is installed outside the fire retardant tape. The fire retardant ring includes a fire retardant ring casing 9 and a fire retardant core 10, which is installed inside the fire retardant ring casing. This application uses a bidirectionally expandable fire retardant core as the central component of the fire retardant. Taking advantage of its thermal expansion properties, the fire retardant core envelops the cable body inward and expands outward to insulate the cable body on both sides, preventing the spread of fire.

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 present invention relates to a fire-blocking device for a stay cable capable of achieving bidirectional expansion when exposed to heat and an installation method thereof, comprising a fire-blocking ring and a positioning fixture. The fire-blocking ring is fixed on the surface of a cable body of the stay cable by the positioning fixture. The fire-blocking ring wraps the cable body of the stay cable. The fire-blocking ring expands inwards when heated to hug the cable body of the stay cable tightly, and expands outwards to separate the cable bodies of the stay cable on two sides of the fire-blocking ring. A weather-resistant fireproof tape is wound around the cable body of the stay cable where the fire-blocking ring is arranged. The fire-blocking ring is arranged on the outer side of the fireproof tape. The fire-blocking ring comprises a fire-blocking-ring shell and a fire-blocking core material. The fire-blocking core material is arranged inside the fire-blocking-ring shell. The present application uses a bidirectional expansion fire-blocking core material as a core component of fire blocking, and utilizes its characteristic of expansion when heated to hug the cable body inwards and expand outward to separate the cable bodies on two sides, thereby preventing the spread of fire.

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.