836results about "Cable-stayed bridge" patented technology

The invention provides an inhaul cable vibration control device and a vibration control method. The device comprises a speed type damping unit and a tuned mass damping unit, the speed type damping unit and the tuned mass damping unit are arranged close to the cable beam anchoring end of the inhaul cable, the speed type damping unit comprises two speed type dampers, and the two speed type dampers are symmetrically arranged on the two sides of the cable face of the inhaul cable; the two ends of the speed type damper are connected with the inhaul cable and the ground respectively. The method comprises the following steps: determining the relative arrangement positions of a speed type damping unit and a tuned mass damping unit on the inhaul cable according to the determined broadband vibration order and narrow-band vibration order of the inhaul cable; and configuration parameters of the speed type damping unit and the tuned mass damping unit are determined, the inhaul cable is configured according to the determined damping coefficient of the speed type damper and the cable direction installation positions of the speed type damping unit and the tuned mass damping unit, and vibration control is achieved through the configured inhaul cable. The method has the advantages of guaranteeing the vibration reduction effect of the inhaul cable, being convenient to construct and the like.

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 relates to the technical field of bridge construction, and provides a construction method of a cable-stayed-continuous cooperative system composite beam bridge, which does not need to arrange a large batch of prestressed corrugated pipes and steel beams to ensure the use performance of a bridge deck slab, fully utilizes the structural characteristics of the cable-stayed-continuous cooperative system composite beam bridge, and improves the construction efficiency of the cable-stayed-continuous cooperative system composite beam bridge. By changing the overlapping sequence of the continuous composite beam bridge deck slabs, it is guaranteed that the bridge deck slabs in the hogging moment area of the continuous composite beam do not generate tensile stress, the bridge deck slabs in the sagging moment area generate pressure stress reserve, and by increasing the tension stay cable force, the continuous composite beam moves upwards close to a side main beam of the cable-stayed bridge and moves downwards close to a side span side main beam; the bridge deck slab generates compressive stress, the steel main beam generates tensile stress, the compressive property of concrete materials and the tensile property of steel are fully played, the material utilization rate is increased, the compressive pre-stress of the bridge deck slab is completed through internal force distribution of the composite beam, the construction method is simple and operable, the structural stress is clear, and the reasonability and safety of the structural stress are guaranteed.

The invention provides a self-balancing device for preventing a cable from sliding off in the tensioning process of a super-long longitudinal cable and a construction method, the rear part of an extension rod is anchored through a temporary anchoring mechanism, and the rear end of the extension rod penetrates through the temporary anchoring mechanism and is pulled by a center hole type tensioning jack; the extension rod is further sleeved with an auxiliary traction mechanism in a fastening mode, and the front end of the auxiliary traction mechanism is connected to the cable body protection sleeve. The rear end of the auxiliary traction mechanism is connected to the temporary anchoring mechanism; the stay cable is further sleeved with an annular anti-clamping-falling buffer, the stay cable can move in the annular anti-clamping-falling buffer in the axial direction, and the outer side of the annular anti-clamping-falling buffer is detachably installed at the position, close to the cable inlet end, in the cable guide pipe. The invention aims to ensure the safety of the tensioning end of the stay cable in the initial tensioning process close to the bridge tower, prolong the service life of the extension rod, solve the risk that the rigid extension rod is easy to break or unstable in connection with the anchor cup to cause the falling of the stay cable, and ensure the safety and stability of the stay cable in the tensioning process.

The invention relates to the technical field of consolidation structures, in particular to a tower beam pier consolidation structure of a swivel cable-stayed bridge, a tower beam pier consolidation area comprises a partition plate, a stiffening plate, a shear nail, a prestress pull rod set and consolidation concrete, the tower beam pier consolidation area is consolidated with a cable bent tower, a pier and a main beam at the same time, the cable bent tower penetrates through the main beam from top to bottom, and the pier penetrates through the main beam. Concrete in the tower beam pier consolidation area, tower column concrete of the cable bent tower and bridge pier concrete are poured into a whole together, it is guaranteed that steel and concrete in the tower beam pier consolidation area are stressed and deformed together, and the problems that a traditional tower beam pier consolidation structure is weak in bonding performance and insufficient in torsional shear resistance are solved.

The large-span combined cable-stayed bridge comprises at least two cable-stayed bridge sections and a cable-free section located between the two adjacent cable-stayed bridge sections, and opposite stay cables on the inner sides of the adjacent cable-stayed bridge sections extend to the lower portion of a bridge body of the cable-free section to be connected into a whole to form the string cable. The string cables apply tensioning force through cable towers of the cable-stayed bridge sections on the two sides and convert the tensioning force into upward supporting force on a bridge body of the cable-free section, and meanwhile the cable-free section is provided with lower chord member prestressed steel beams arranged along lower chord members of a steel truss girder of the bridge body and diagonal web member prestressed steel beams arranged along diagonal web members of the steel truss girder. The steel truss girder which is light in self weight and high in spanning capacity is combined with the cable-stayed bridge, through the prestressed steel beams and the string cables which are connected with the bridge towers on the two sides and penetrate through the steel truss girder downwards, deflection deformation of the steel truss girder in the cable-free section is effectively limited, the rigidity of the main girder is increased, the height of the cable-stayed bridge is effectively reduced, and the spanning capacity of a traditional cable-stayed bridge is improved.

The invention belongs to the technical field of bridge construction, and particularly relates to an extra-large bridge cable tower stay cable three-tensioning construction method. A stay cable of the cable-stayed bridge is divided into three parts including a near tower section, a middle tower section and a far tower section in a hanging and tensioning mode. Stayed cables of the near tower section and the middle tower section are sequentially installed, a high-pressure hose is used for being connected with a tower end control oil pump and an intelligent tensioning jack, and stayed cables of the near tower section and the middle tower section are sequentially and symmetrically tensioned in a grading mode; according to cable force detection and linear detection results, a synchronous tensioning control center and an oil pump system are used for synchronous cable adjustment of stay cables of the near tower section and the middle tower section; beam body installation and stay cable installation of a far tower section are conducted, and after a high-pressure hose is connected with a tower end control oil pump and an intelligent tensioning jack, stayed cables are symmetrically tensioned in a grading mode; according to cable force detection and linear detection results, synchronous cable adjustment of the whole stay cables of the near tower section, the middle tower section and the far tower section is carried out, and the cable force requirement and the bridge linearity are ensured; the linear error and the retraction phenomenon can be reduced.

The invention relates to a lossless stay cable replacement method, which comprises the following steps of: arranging a lower anchoring beam in a beam bottom transverse bridge direction at a position where a stay cable to be replaced and a main beam are anchored, arranging two cantilever trolleys on a bridge floor, tensioning the lower anchoring beam through a lower pull rod, mounting a hoop on a cable tower, and arranging a temporary stay cable along a direction parallel to the stay cable to be replaced, the two ends of the temporary inhaul cable are temporarily anchored with the hoop and the lower anchoring beam correspondingly; the stay cable to be replaced is completely transferred to the temporary stay cable, the stay cable to be replaced is dismantled, a new stay cable is installed in situ and tensioned in a grading mode, the temporary stay cable is synchronously released in a grading mode, the cable force of the temporary stay cable is completely transferred to the new stay cable, and stay cable replacement is completed. Temporary anchoring devices do not need to be welded to the main beam and the cable bent tower, the surfaces of the main beam and the cable bent tower are not damaged, and the construction efficiency is high.

The invention belongs to the technical field of building construction, and discloses an inhaul cable tensioning device which comprises a supporting assembly, a driving assembly and a bearing assembly. The inhaul cable is movably connected to the supporting assembly, the driving assembly comprises a movable part and a fixed part, the fixed part is arranged on the supporting assembly, the movable part can be arranged on the fixed part in a sliding mode in the tensioning direction, the bearing assembly comprises a bearing part, the bearing part is rotatably connected to the movable part and is configured to be connected to the inhaul cable, and when the movable part slides in the tensioning direction, the movable part can slide in the tensioning direction. The bearing part can rotate relative to the movable part to drive the inhaul cable to rotate around the axis of the inhaul cable. By means of the arrangement, the inhaul cable tensioning device can improve the safety of inhaul cable construction, and the construction requirement is met.

The invention discloses a construction method of a reinforced concrete superposed beam cable-stayed bridge, which comprises the following steps of: arranging longitudinal parting seams on the top surface of a steel main beam to form a plurality of pouring units, and reserving a post-pouring belt containing twisted steel bars between adjacent units; a lower layer of the double-layer reinforcing mesh is welded to shear nails, an upper layer of the double-layer reinforcing mesh is connected through vertical ribs, and a middle area and an edge area are divided along the width of the bridge; an active magnesium oxide and calcium sulphoaluminate composite expanding agent is doped into the concrete in the middle area twice; concrete in an edge area is doped with steel fibers, and the distance between a vibrating rod and a parting line is controlled to be 0.3 m; and the post-cast strip adopts micro-expansive concrete to stretch the transverse prestress twice to a design value. According to the method, pouring units are divided by presetting longitudinal parting, shrinkage stress is guided to be directionally released along the post-cast strip, stress concentration in the structure is reduced, threaded steel bars in cross-joint connection are pre-buried in the post-cast strip to form a stress transfer path, micro-expansive concrete and staged prestress tension are combined, the deformation difference of new and old concrete is effectively balanced, and the construction quality is improved. And the structural integrity is enhanced.

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 discloses a linear control method and system for ballastless track laying of a large-span highway-railway dual-purpose steel truss girder cable-stayed bridge. The linear control method comprises the steps that (1) a large-span highway-railway dual-purpose steel truss girder cable-stayed bridge monitoring system is constructed; (2) establishing a fine analysis model of the large-span highway-railway dual-purpose steel truss girder cable-stayed bridge; (3) analyzing the influence of the upper-layer road load on the line shape of the lower-layer railway track; (4) arranging a CPIII accurate measurement network, and establishing a CPIII accurate measurement network real-time correction and prediction model; (5) adjusting the cable, and preliminarily correcting the line shape of the beam surface; (6) constructing other ancillary facilities on the bridge except the track step by step, and establishing a mapping relation between a second-stage dead load and a bridge floor line shape; (7) ballastless track construction on the bridge; and (8) carrying out track laying linear acceptance. In the construction process, various factors influencing the line shape of the large-span bridge track are fully considered, a monitoring system and theoretical analysis are integrated, various construction measures are taken simultaneously, and the line shape precision of laying of the ballastless track of the large-span highway-railway dual-purpose steel truss girder cable-stayed bridge is guaranteed.

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 cooperative double-control method for stay cable force and main beam line shape, which comprises the following steps of: mounting a cable force sensor on a stay cable to measure the cable force in real time, mounting an elevation dynamic accurate measuring instrument on a main beam to measure the elevation in real time, and establishing communication connection among the cable force sensor, the elevation dynamic accurate measuring instrument and an intelligent tension system control center; and the control center comprehensively analyzes and processes according to the tensioning force of the system, the actually measured cable force and the elevation condition and controls the action of the tensioning equipment, so that the tensioning and supplementary tensioning work of the stay cable is completed, the cooperative control of the cable force and the line shape is realized, and the construction precision and the construction efficiency are improved.

The utility model relates to a movable construction platform of a cable-stayed bridge tower column, and belongs to the technical field of bridge maintenance. The two C-shaped platform modules are connected in a closed mode to form an all-dimensional construction platform structure special for surrounding the side face of the bridge tower column of the cable-stayed bridge, and the all-dimensional construction platform structure can be lifted to any height position to conduct construction on the bridge tower column under the cooperation of a suspension system, a lifting machine and a steel wire rope. Meanwhile, aiming at the side face of the bridge tower column with the variable section size, a linear telescopic platform on the inner side is arranged on the basis of the C-shaped platform module for further distance reduction, small-range space adjustment can be conducted when the C-shaped platform module is close to the side face of the bridge tower column, and an auxiliary basket set hung on one side is arranged. And the construction personnel can further conveniently, quickly and directly adjust the operation space at a small distance in the operation process.

The invention relates to a vibration reduction device which comprises a cable hoop assembly, a support assembly, a damping assembly and a monitoring assembly. The cable hoop assembly is used for fixing the damping assembly to the outer side of a stay cable in the cable-stayed bridge. The first end face of the support assembly is fixed to the bridge floor of the cable-stayed bridge, the second end face of the support assembly is attached to the damping assembly, and the second end face of the support assembly rubs with the damping assembly in the first direction when the stay cable vibrates to a preset degree. The first direction is perpendicular to the length direction of the stay cable; the damping assembly is used for generating a variable electric signal in the process of mutual friction with the second end face of the support assembly. The monitoring assembly is electrically connected with the damping assembly and used for monitoring the health condition of the damping assembly based on the electrical parameters of the variable electrical signals. Monitoring is carried out through the variable electric signals generated by the damping assemblies, a sensor does not need to be arranged in each damping assembly, cost is reduced, and the self-sensing capacity of the damping device is improved.

The invention discloses a multi-eddy current tuned mass damper suitable for inhaul cable multi-mode vortex vibration control. The multi-eddy current tuned mass damper is composed of a frequency modulation mass system and two damping-adjustable plate type eddy current damping systems. Wherein the frequency modulation mass system is composed of a main steel strand, two main mass blocks, two auxiliary steel strands and four auxiliary mass blocks; the plate-type eddy current damper comprises a permanent magnet group fixed on a mass block of the frequency modulation mass system, a conductor copper plate, an L-shaped magnetic steel plate for adjusting a gap between a permanent magnet and the conductor copper plate, and an eddy current damper cable clamp. The vibration frequency and the damping ratio of each mass block of the frequency modulation mass system are continuously adjustable, and the mass blocks can be assembled on site. Due to the fact that the frequency modulation mass system comprises six mass blocks and has six tuning frequencies, efficient control over multi-mode vortex vibration of the stay cable can be achieved through the multiple eddy current tuned mass damper, in addition, the frequency and damping of all the tuned mass damper elements are continuously adjustable, and optimal control over the stay cable can be achieved.

The invention discloses a main tower horizontal cross brace device and a construction method. The main tower horizontal cross brace device comprises a construction platform, a support embedded part and a support steel plate, the support embedded part is arranged on the construction platform, the support steel plate is fixed to the support embedded part, a bracket structure is fixed to the support steel plate, and a bracket stiffening plate is fixed to the bracket structure; according to the main tower horizontal cross brace device and the construction method, the multiple layers of horizontal cross braces are arranged on the inner side of the main tower, and the jacks are arranged at the two ends of the cross braces to apply pre-jacking force, so that tensile stress caused by the self-weight effect of a tower column is effectively counteracted, the construction quality of the tower column is improved, and potential safety hazards such as cracks are reduced; the arrangement of the main tower horizontal cross brace avoids the repeated disassembly and assembly of the hydraulic creeping formwork on the inner side of the tower pile, so that the construction progress is accelerated.

The invention discloses a suspended pouring construction method for a hanging basket of a cable-stayed bridge, belongs to the technical field of bridge construction, and aims to solve the problems of beam section linear deviation caused by deformation of a hanging basket system and bridge tower deviation caused by asynchronous tensioning of stay cables. Performing a staged loading preloading test to obtain elastic deformation data, calculating an anti-arch value based on the data, and dynamically adjusting the elevation of a bottom die platform; a layered pouring process is combined with a real-time deformation monitoring and compensation mechanism, and the accumulated deformation amount is controlled; the longitudinal prestressed steel beams are tensioned in stages, the symmetric tensioning process of the stay cables is synchronously implemented, and bridge tower deviation closed-loop correction is achieved through combination of a displacement sensor and a pressure sensor; in the moving process of the hanging basket, the gravity center offset is monitored, the balance weight is adjusted, and after full-bridge closure, the cable force of the stay cable is optimized in a staged mode to the design state. The method is suitable for large-span cable-stayed bridge girder construction, and high-precision linear control and stable structure forming are achieved.

The utility model discloses a cable-stayed bridge steel-concrete connecting structure reliable in force transmission. The cable-stayed bridge steel-concrete connecting structure comprises a steel-concrete combined section body and a built-in anchor pull rod support. The steel-concrete combined section main body comprises an upper tower column outer wall plate, an anchor box, a bearing plate and a shear key; the upper tower column outer wall plate and the anchor box are arranged on the first side face of the bearing plate, and a plurality of through anchor box positioning opposite holes corresponding to the anchor box are formed in the bearing plate. The shear keys are arranged on the second side face of the bearing plate and comprise two shear key steel plates in the bridge direction and two shear key steel plates in the transverse bridge direction. The built-in anchor pull rod support comprises anchor pull rods and anchor beams, and the anchor pull rods penetrate through the anchor box positioning holes and then are fixedly connected with the steel-concrete combined section body. On one hand, the stress and stress structure of the steel-concrete combined section is improved, the more reliable force transmission effect is achieved, and the bearing capacity and the spanning capacity of the steel tower column are improved; and on the other hand, construction such as positioning assembly and pouring mud jacking of the steel-concrete combined section is facilitated, and the construction quality and the construction efficiency of the steel-concrete combined section are guaranteed.

The invention relates to the technical field of bridges, in particular to a bridge and sound barrier integrated structure for driving in a beam. A bridge and sound barrier integrated structure for driving in a beam comprises a box beam, the box beam is of a concrete structure, the interior of a box beam cavity of the box beam is used for driving of a train, a box beam bottom plate is provided with a bottom plate cross beam, the bottom plate cross beam protrudes out of a box beam web plate, and the bottom plate cross beam is used for anchoring a stay cable or a sling; the track is arranged on a bottom plate of the box girder, and the track extends in the length direction of the box girder. Compared with the prior art that the train runs on the bridge floor and a sound barrier needs to be arranged on the bridge floor, the train of the structure can directly run in the box girder cavity, the step of arranging the sound barrier on the bridge floor is omitted, and the construction efficiency is improved. And as no sound barrier is arranged, the situation that the sound barrier is damaged is avoided as far as possible, and therefore potential safety hazards caused by damage of sound barrier components in the long-term operation process are avoided.

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.

A stay cable fire-stopping device capable of bidirectional expansion when exposed to heat. The fire-stopping device comprises a fire-stopping ring and a positioning clamp (2). The fire-stopping ring is fixedly disposed on the surface of a stay cable body (4) by means of the positioning clamp (2), and wraps around the stay cable body (4). When exposed to heat, the fire-stopping ring expands inwards to tightly hold the stay cable body (4), and expands outwards to isolate portions of the stay cable body (4) on two sides of the fire-stopping ring. A weather-resistant fireproof tape (206) is wound around the stay cable body (4) at the location where the fire-stopping ring is disposed, and the fire-stopping ring is arranged outside the fireproof tape (206). The fire-stopping ring comprises a fire-stopping ring outer shell (9) and a fire-stopping core material (10), and the fire-stopping core material (10) is disposed inside the fire-stopping ring outer shell (9). The device uses a bidirectionally expanding fire-stopping core material as the core component for fire prevention. By virtue of its thermal expansion property, the core material, when exposed to heat, expands inwards to tightly hold the cable body and expands outwards to isolate portions of the cable body on two sides, thereby stopping fire from spreading.

The multi-tower partial cable-stayed bridge comprises two side main towers and an auxiliary middle tower, the two side main towers are arranged on the two sides of the auxiliary middle tower respectively, side main piers are arranged at the bottoms of the side main towers, auxiliary middle piers are arranged at the bottoms of the auxiliary middle tower, and the side main piers are connected with the auxiliary middle piers through the auxiliary middle piers. The side main tower is connected with the auxiliary middle tower through a main beam, and the side main tower and the auxiliary middle tower are respectively connected with the main beam through stay cables; and the height of the auxiliary middle tower is lower than that of the side main tower. The multi-tower partial cable-stayed bridge has the advantages that the multi-tower partial cable-stayed bridge with the unequal-height towers is formed in the mode that the small-height auxiliary middle towers and the large-height side main towers are combined, the small-foundation-size auxiliary middle piers are built in a deep water area, and the large-foundation-size side main piers are built on the shoreside or a shallow water area; the crossing capacity of the partial cable-stayed bridge is improved while the bridge construction difficulty is reduced, and the overall rigidity of the multi-tower partial cable-stayed bridge is improved by arranging the transverse anchor cables and the inclined anchor cables.

The invention relates to the technical field of bridge structures, in particular to an anchoring device of a stay cable and a concrete girder and a bridge. The anchoring device comprises a cable-girder anchoring structure and two sets of connecting steel plate components, and the cable-girder anchoring structure penetrates through a top plate of a box girder and is fixedly connected with the top plate; the two sets of connecting steel plate components are arranged in the box girder, the upper ends of the two sets of connecting steel plate components are fixedly connected with the cable beam anchoring structure, and the lower ends of the two sets of connecting steel plate components are anchored to a bottom plate of the box girder. The cable-beam anchoring structure is designed by adopting a steel structural member, can be produced in a prefabricated manner and can be quickly mounted through hoisting construction, so that the construction quality and efficiency are remarkably improved; the steel diaphragm plate optimizes the internal structure of the bridge, reduces the occupied space in the box, keeps the longitudinal rigidity of the bottom of the bridge stable, and enhances the overall performance of the bridge; all components in the anchoring device depend on the bolting technology, quality fluctuation caused by welding is avoided, and the consistency and reliability of the structure are ensured.

The invention relates to a guy cable type bracket for 0 # block construction of a single-tower wide tower beam consolidation area. The guy cable type bracket comprises two trusses, a plurality of main bailey beams, a guy cable anchor box, a plurality of guy cables and a plurality of distribution beams. The two trusses are fixedly arranged on the two side walls of the bridge tower in the bridge direction respectively, the multiple main bailey beams are erected on the two trusses on the two sides of the bridge tower in the transverse bridge direction respectively, and the joists are welded between the bottom faces of the ends of the main bailey beams on the two sides of the bridge tower in the bridge direction respectively in the bridge direction. The inhaul cable anchor box is fixedly arranged at the top of the bridge tower; and an inhaul cable is connected between each of the two ends of each joist and the anchor box. The inhaul cable is arranged to buckle and hang the bracket cantilever, the bracket structure is good in balance and stability, the construction safety can be guaranteed, the cable force of the inhaul cable can be adjusted in real time according to the load change and deformation condition of the bracket in the construction process, and the linear precision of the 0 # block can be guaranteed.

The invention discloses a single-tower cable-stayed urban viaduct and a construction method, and belongs to the technical field of viaducts. The viaduct comprises a single-column bridge tower provided with an inhaul cable anchoring area; the stay cable is arranged in a central double-cable-plane fan shape, the stay cable comprises a core part and an outer wrapping layer, the outer surface of the outer wrapping layer is provided with a spiral line and is provided with circular pits, the pits avoid the spiral line, and the pits at least comprise two types of pits with different diameters; the other ends of the stay cables are connected with the main beam in an anchoring mode, the main beam is a single-box five-chamber prestressed concrete box beam, a cross beam is arranged on the mid-span section at a preset interval, and the distance between the cross beams is the same as that between the stay cables. The technical problem that the galloping amplitude of a dry cable of an existing stay cable is large is solved.

The invention belongs to the technical field of bridges, and particularly relates to a cable-stayed bridge cable beam anchoring structure and a cable-stayed bridge. The cable-stayed bridge cable beam anchoring structure comprises a fixing frame, a protection mechanism is arranged on the fixing frame, and a protection sleeve, an auxiliary reinforcing assembly and a protection assembly are arranged in the protection mechanism. According to the cable-stayed bridge cable-beam anchoring structure and the cable-stayed bridge, through use of the protection mechanism and the auxiliary reinforcing assembly, stress of each set of cable-stayed steel cables and the cable-beam anchoring structure can be monitored, follow-up maintenance of the cable-beam anchoring structure is facilitated, and meanwhile, when the protection sleeve slides in the direction away from the positioning rod relative to the column type anchor box, the protection sleeve is prevented from sliding in the direction away from the positioning rod. The protective sleeve can pull the steel rope to move, then the steel rope pulls the pressing blocks to move, under the limiting effect of the circular truncated cone groove, the two pressing blocks move in the direction of the limiting wheel, the two pressing blocks can get close to each other, the fixing effect on the protective sleeve is improved, and then the anchoring effect on the protective sleeve is improved.

The present application discloses a cable-stayed bridge condition assessment method, system and storage medium integrating inspection and monitoring, including the following contents: determining the initial framework of the cable-stayed bridge condition assessment system according to the specification documents, the initial framework including the part layer, the component layer and the damage layer; introducing a number of monitoring indicators into the damage layer of the initial framework to form a cable-stayed bridge condition assessment system framework integrating inspection and monitoring; determining the indicator weights of each level in the cable-stayed bridge condition assessment system framework integrating inspection and monitoring, and building a cable-stayed bridge condition assessment model; according to the damage deduction value and indicator weight of each damage indicator in the damage layer, using the weighted comprehensive method to reversely calculate the scores of each component in the component layer, the scores of each part in the part layer and the score of the entire bridge condition, to complete the cable-stayed bridge condition health assessment. By constructing a cable-stayed bridge assessment model integrating inspection and monitoring, the present application breaks the barriers between detection and monitoring, forms an integrated evaluation method, and realizes an effective assessment of the health of the bridge.