664results about "Suspension bridge" patented technology

The invention belongs to the technical field of vibration control, and provides a large-span bridge vortex vibration control device. The large-span bridge vortex vibration control device comprises a cable, a sling, a pulley, a balancing weight, a damping element, an extension spring and other components, and multi-order vortex vibration of a large-span bridge can be controlled at the same time through parameter optimization design and reasonable arrangement without tuning. During vortex vibration of a bridge, the main beam moves relative to the cable, the sling and the balancing weight, and the damping element provides damping force for the device, so that vortex vibration of the bridge is effectively controlled. The device is simple in design, light in weight, low in manufacturing cost, high in efficiency and good in durability, is suitable for multi-order vortex vibration control, and also plays a role in inhibiting buffeting, flutter and vibration caused by traffic load.

The invention discloses a suspension bridge double-layer different-sag four-main-cable extension structure and an extension method. The extension structure is characterized in that a lower-layer extension stiffening beam and an existing suspension bridge stiffening beam are arranged in parallel up and down and are connected through web members to form a double-layer truss structure; the lower-layer extension stiffening beam transmits a load to the newly-added main cable through the beam bottom transverse suspension cable cross beam and the newly-added sling; the newly-added main cables are located on the side, far away from the center line of the bridge axis, of the existing main cable and arranged side by side, the newly-added main cables are vertically supported on the expanded bridge tower through newly-added vertical main cable saddles, and pulling force is transmitted to the newly-added second anchors through side span newly-added second cable saddles and anchoring systems. The midspan point of the newly-added main cable is located below the upper-layer bridge floor, the vertical span ratio is larger than that of an existing main cable, and the number of materials of the newly-added main cable is reduced. The newly-added slings and the existing slings are longitudinally arranged at intervals and are different in longitudinal and transverse positions, so that the problem that the local fatigue stress of the steel structure at the anchoring positions of the slings and the steel beams is large is solved; the sags of the four main cables are different, so that the dynamic stability of the suspension bridge is improved.

The invention discloses a four-main-cable suspension bridge extension structure for transforming a single-layer suspension bridge into double-layer traffic, which realizes structure extension for transforming the single-layer suspension bridge into the double-layer traffic, fully utilizes the abundant bearing capacity of the existing suspension bridge body structure while increasing the number of lanes, and reduces the investment scale. According to the technical scheme, an existing suspension bridge stiffening beam, a lower layer stiffening beam and a bridge tower are included; the lower-layer stiffening beam is arranged on the lower portion of the existing suspension bridge stiffening beam, and the existing suspension bridge stiffening beam and the lower-layer stiffening beam are arranged in parallel to form a double-layer truss structure; straight web members and diagonal web members are arranged between the existing suspension bridge stiffening beam and the lower-layer stiffening beam and arranged on the two sides of the lower-layer stiffening beam. The connecting piece is used for connecting the existing suspension bridge stiffening beam and the lower stiffening beam; the existing suspension bridge stiffening beam and the lower-layer stiffening beam are both connected with the bottom of the bridge tower, and the existing suspension bridge stiffening beam and the lower-layer stiffening beam are both connected with the top of the bridge tower through connecting assemblies.

This invention provides a reciprocating traction system, comprising two sets of longitudinal double-line reciprocating traction systems and one set of horizontal double-line reciprocating traction systems mounted on one side of an anchorage; the two longitudinal double-line reciprocating traction systems are respectively mounted on the upstream and downstream sides, and the horizontal double-line reciprocating traction system is connected to one end of the two longitudinal double-line reciprocating traction systems; the horizontal double-line reciprocating traction system includes a first towing track, a second towing track, a first horizontal traction mechanism, a second horizontal traction mechanism, and a horizontal traction machine; the first and second towing tracks are staggered; this invention can achieve the turning of the main cable strands without the need for a tower crane, reducing the construction period and labor costs associated with tower cranes, and the invention has low tonnage requirements for the horizontal traction machine of the main cable strands, which can reduce equipment investment costs; the method of this invention can achieve simultaneous turning and traction of two main cable strands, improving traction efficiency.

The invention relates to a wind-resistant cable structure convenient to install on a pedestrian suspension bridge and a construction method of the wind-resistant cable structure. The method is suitable for the field of pedestrian suspension bridge design and construction. According to the technical scheme, the wind-resistant cable structure convenient to install on the pedestrian suspension bridge is characterized by being provided with a main beam, the main beam is hung on a main cable through slings, wind-resistant main cables arranged in the length direction of the main beam are arranged on the two sides of the main beam, the two ends of each wind-resistant main cable are anchored to the ground through wind-resistant anchors, and the wind-resistant main cables are connected with the main cable through the wind-resistant anchors. First connecting pieces are sequentially arranged on the wind-resistant main cable in the length direction of the wind-resistant main cable, second connecting pieces are sequentially arranged on the main beam in the length direction of the main beam, at least one inhaul cable structure is arranged between the main beam and the wind-resistant main cable in the length direction of the main beam, and each inhaul cable structure is provided with an inhaul cable. The inhaul cable shuttles between the first connecting piece on the wind-resistant main cable and the second connecting piece on the main beam.

The invention relates to the technical field of bridge engineering construction, and particularly discloses suspension bridge deck steel beam cable hoisting equipment which comprises a sports car, a hoisting tool and a hoisting cable, the hoisting tool is used for being connected with a steel beam, the sports car is installed on a bearing cable and can move on the bearing cable, the hoisting tool is connected with the sports car through the hoisting cable, a pulley seat is arranged on the hoisting cable, and a connecting seat is arranged on the hoisting tool. The pulley seat and the connecting seat are hinged through a pin shaft to form four lifting points, the hoisting cable is connected with the hoisting winch, the pin shaft is provided with a pin shaft type force sensor used for measuring the cable force of the hoisting cable, cable force data are detected and transmitted to a control center, and a Beidou positioning terminal is arranged near the lifting points. In the hoisting process, coordinate data of the hoisting points are collected in real time and transmitted to the control center, the control center processes the cable force data and the coordinate data of the hoisting points and controls the hoisting winches to work according to the processing result, the actions of all the hoisting winches are adjusted to enable the steel beam to be kept balanced, and stable and safe construction is guaranteed.

The invention relates to the technical field of bridge construction, in particular to a method for erecting a main cable of a space cable self-anchored suspension bridge by means of main cable saddle splitting displacement, which comprises the following steps: splitting a main cable saddle; two parts of a main cable saddle are erected on the top of the bridge tower at intervals, and a pushing device is arranged; catwalk construction is conducted, and the two catwalks are arranged in parallel; main cable construction is conducted, the two main cables are arranged in parallel, and temporary buckle cables are arranged between the main beams and the main cables; active cross braces are installed between the parallel main cables, and the main cables and the catwalk are opened through the active cross braces; the pushing device is used for folding the two parts of the main cable saddle, and combination of the main cable saddle and conversion of the main cable from a plane system to a space system are completed; according to the space cable self-anchored suspension bridge main cable erecting method utilizing main cable saddle splitting and displacement, the situation that enough distance is not reserved when parallel catwalks are erected can be avoided, and the problems that space is limited and operation is inconvenient are solved.

The catwalk wind-resistant auxiliary device comprises a catwalk portal frame, triangular inclined struts, angle braces and auxiliary cables, and the triangular inclined struts are installed on the two sides of the catwalk portal frame; the angle brace is mounted in the middle of the catwalk portal; the auxiliary cable is installed at the end, away from the angle brace, of the triangular inclined strut and used for being connected with an embedded part located on the main tower. The triangular inclined struts are installed on the two sides of the catwalk portal frame, the angle braces are installed in the middle, the total width of the catwalk and the rigidity of the catwalk portal frame are increased, and therefore the wind resistance stability of the catwalk is improved, the auxiliary cables are installed at the ends of the triangular inclined struts, the rotation angle and displacement of the catwalk under the wind load effect are controlled, the construction difficulty and cost are reduced, and the construction efficiency is improved. The technical problems that in the related technology, a wind-resistant cable is erected below a catwalk of a suspension bridge of a double-main-cable structure, meanwhile, a transverse overbridge is additionally arranged on the double catwalk, but a cableway needs to be additionally erected for arranging the wind-resistant cable, the construction difficulty is large, the cost is high, and the additionally-arranged transverse overbridge cannot be suitable for the situation that the distance between main cables is small are solved.

The present application belongs to the technical field of suspension bridge cable saddle grid plane construction, and relates to a suspension bridge cable saddle grid flatness rapid synchronous leveling system and method based on machine vision, and the leveling method comprises the following steps: S1, determining the number of leveling point positions and arranging a leveling tool at each leveling point position; S2, arranging a visual monitoring camera and a target, and ensuring that the target and the visual monitoring camera are in the same plane; S3, determining the target height value of each leveling tool; S4, obtaining the initial height value of each leveling tool and calculating the leveling rate of each leveling tool; and S42, synchronously leveling the height of each leveling point position according to the leveling rate of each leveling tool. Through real-time dynamic monitoring and control of the leveling tool, the present application realizes rapid leveling, has high leveling accuracy, ensures synchronous leveling, and improves leveling efficiency.

The invention discloses a main cable rapid traction method and system, and the method comprises the steps: arranging a traction winch and a main cable traction cable on a platform of a tunnel anchor portal of a starting bank, arranging in-tunnel traction systems in tunnel anchors on two banks, and completing the erection of the traction systems: arranging a cable disc beside a catwalk surface of the tunnel anchor portal of the starting bank, and rotating a cable strand into the catwalk surface through a steering wheel, pulling the cable strand by using an intelligent pulling device until a terminal bank tunnel anchor is reached; a main traction system is used for carrying out secondary dragging traction on a main cable passing section in the hole, then a traction system in a terminal bank hole is used for carrying out relay traction in the hole, and a cable strand anchor head is pulled to the front anchor face of a terminal bank anchor plug body and temporarily anchored; a tower crane, a crawler crane and a truck crane are matched to unfold a cable disc, and a cable head of a main cable strand on the cable disc is moved out; a traction system in the initial bank hole is used for pulling a cable strand head to the front anchor face of the anchor plug body, temporary anchoring is conducted, and traction is completed; by optimizing the traction system assembly and layout, the structure of the traction system is simplified, and the traction efficiency of the main cable strand is improved.

The invention relates to a method and a system for calculating a safety coefficient of a main cable of a suspension bridge based on a secondary stress effect. The method comprises the following steps: establishing a finite element model of the bridge; based on the bridge finite element model, determining the most unfavorable stress of the main cable based on the cable structure theory under the action of the most unfavorable live load as the cable unit stress response of the main cable; calculating and evaluating the secondary stress of the main cable according to the secondary stress effect based on the cable unit stress response of the main cable; integrating the stress response of the cable unit and the secondary stress effect, evaluating the most unfavorable stress response of the main cable, and establishing a limit state judgment model by taking the limit strength of the main cable as a failure judgment condition; establishing a probability distribution model of the structure; setting an initial main cable design safety coefficient, and calculating a failure probability and a reliability index of the main cable; iteration is carried out through an inverse reliability method, the number of designed strands of the main cable is changed, and a reliability index is solved. Compared with the prior art, the method has the advantages of more accurate calculation, high engineering practicability and the like.

The invention relates to the technical field of suspension bridge anti-seismic performance evaluation, in particular to a method for comprehensively evaluating the anti-seismic performance of a suspension bridge based on a seismic oscillation intensity index. Seismic oscillation intensity indexes are selected as many as possible to comprehensively reflect the amplitude, frequency spectrum, duration and other characteristics of seismic oscillation, and corresponding structural response indexes are determined for different structural members and sections of the suspension bridge; effectiveness, sufficiency and practicability analysis is carried out, and an optimal seismic oscillation intensity index for predicting response of different structural members of the suspension bridge is determined, so that the method is different from a method based on a single Sa (T) value in a traditional method; establishing seismic vulnerability curves of different structural members and sections based on the optimal seismic oscillation intensity index, giving a general fitting expression, and determining dangerous members and sections; meanwhile, the influence of different seismic oscillation input angles on the anti-seismic performance of the bridge is considered, so that the anti-seismic performance of the suspension bridge is comprehensively evaluated.

The utility model discloses a rubber cable sleeve for protecting a main cable of a suspension bridge, which is characterized in that in the structure of the suspension bridge, the rubber cable sleeve is sleeved at a dispersed transition section of the main cable and is provided with a large-diameter end corresponding to a dispersed end of the dispersed transition section of the main cable and a small-diameter end corresponding to a concentrated end of the dispersed transition section of the main cable; the rubber cable sleeve is provided with a rubber cable sleeve body which is made of rubber materials and is of a corrugated pipe structure in the axial direction. The large-diameter end of the rubber cable sleeve body is assembled and connected with an opposite structure through a flange clamping structure; and the small-diameter end of the rubber cable sleeve body is assembled and connected with an opposite structure through a flange clamping structure, or the small-diameter end of the rubber cable sleeve body is hooped and fixed on the main cable through a hoop clamping structure. The utility model has the technical characteristics of simple and light forming structure and capability of realizing large-displacement expansion and contraction, and effectively meets the large-displacement expansion and contraction under the action of large load.

The invention provides a suspension bridge main cable splay section protection structure, and relates to the technical field of building structure protection, the suspension bridge main cable splay section protection structure comprises a concrete anchor and a protective cover, the protective cover is fixedly arranged on the concrete anchor, the interior of the protective cover is hollow, and a containing cavity is formed in the protective cover; the outer wall of the protective cover is provided with a reserved hole communicated with the containing cavity, the suspension bridge main cable penetrates through the reserved hole and extends into the containing cavity, the suspension bridge main cable is dispersed into a plurality of unit cable strands in the containing cavity, and the unit cable strands penetrate through the protective cover and are fixedly connected with the concrete anchorage. According to the suspension bridge main cable splay section protection structure, the main cable splay section can be effectively protected against corrosion.

The invention discloses a construction method of a single-tower single-span ground anchor type rotary cable suspension bridge steel truss girder, which comprises the following steps: S1, mounting a suspension bridge main tower and a temporary tower on two sides, and then mounting a rotary cable with a cable crane; s2, after assembling of the steel truss girders is completed, the steel truss girders are transported section by section in a tire-free mode through a full-rotation module vehicle and rotated in place; s3, hoisting and erecting the whole section of steel truss girder to a preset position through a cable crane, and connecting the whole section of steel truss girder with the adjacent steel truss girder through a temporary hinge device; s4, after the integral hoisting of the steel truss girder is completed, rigid-hinge conversion is carried out, and the temporary hinge device is cut off; and S5, the horizontal distance, the height difference and the relative rotating angle of a closure opening of the steel truss girder are adjusted at the root of the bridge tower, butt welding seams are synchronously welded, and steel truss girder whole-section main span closure is completed. According to the method, the situation that a cable crane anchorage is arranged on a mountain is avoided, the cable crane span is reduced, meanwhile, damage of a temporary anchor body to the mountain is avoided, the measure force of rigid-hinge conversion can be reduced, use of large equipment is avoided, and the construction difficulty is reduced.

The invention discloses a performance-based fire-resistant design method for a cable system of a large-span suspension bridge. The method comprises the steps of bridge fire-resistant category division, fire intensity division, fire-resistant target determination, adverse fire scene determination, fire response calculation, fire-resistant checking calculation, fire-resistant protection and the like. The bridge fire-resistant category, the fire intensity, the fire-resistant performance and the fire-resistant target are all divided into three levels. The adverse fire scene is determined based on the fire type, fire combustion mode, fire position, wind speed and wind direction influence and combined with the structure stress state; fire response is calculated through thermal-mechanical coupling by adopting a finite element method; the fire-resistant checking calculation can adopt a design method based on overall structure fire-resistant checking calculation or component fire-resistant checking calculation; and when the fire-resistant checking calculation of each component of the cable system does not meet the fire-resistant target, fire-resistant protection design is carried out, and a fire-resistant protection scheme is designed by combining tests and numerical simulation. The fire-resistant design method based on the performance of the suspension bridge cable system is constructed, and reference can be provided for fire-resistant design of the suspension bridge.

The invention provides a spatial self-anchored suspension bridge reference strand erection error correction method which comprises the following steps: after a reference strand is erected, calculating a difference value between the reference strand and a design value; according to the tower height of the bridge tower and the deviation of the span of the main beam, the correction amount # imgabs0 # of the reference strand height loss is calculated; temperature sensors are arranged on the reference strand and the main beam, and the reference strand height loss correction # imgabs1 # caused by temperature changes is calculated; calculating the corrected height loss of the reference strand according to the theoretical height loss # imgabs2 # of the reference strand and the height loss correction # imgabs3 # of the three parts, arranging a plurality of temporary slings between the main tower and the splay saddle, pulling the reference strand to move transversely, and pulling the reference strand to a transverse height loss design position. The method has the beneficial effects that the standard strand can be accurately erected under the conditions of large temperature difference and deviation of the height of the main tower and the span of the main beam, the unstressed line shape of the standard strand can be accurately controlled by eliminating correction of the height loss of the standard strand due to the fact that the height of the main tower, the span of the main beam and temperature change are eliminated, and the design requirement is met.

The invention relates to the technical field of bridge construction hoisting and transportation, and particularly discloses a construction method for installing a cable saddle after advanced erection of a catwalk, which comprises the following steps of: lifting a cable saddle grating and a reaction frame to a tower top, and pouring concrete after installation is completed; a bracket weighing cable and a bracket are erected between the two main towers by means of a traction system, then cable rotating saddles of the catwalk bearing cable are symmetrically arranged on the two sides of a cable saddle grid, the distance between the cable rotating saddles meets the main cable saddle hoisting space requirement, and then catwalk bearing cable installation is completed; the displacement frame is hoisted to the tower top and installed on the catwalk weighing cable, and the distance meets the hoisting space requirement; catwalk laying is completed; disassembling a surface net and a distribution beam of the catwalk from the main tower to the displacement frame; a hoisting space is reserved; the main cable saddle is lifted to the tower and lowered for installation; and finally, main cable saddle and catwalk installation is completed. The invention aims to solve the problem that subsequent construction procedures cannot be normally carried out due to the fact that existing cable saddles are lagged in production and cannot be supplied in time.

The invention discloses a girder erection machine for mounting a steel girder of a suspension bridge and a construction method using the girder erection machine. The girder erection machine comprises a main truss mechanism, a supporting mechanism, a hoisting mechanism and a walking mechanism, and the supporting mechanism comprises a front supporting leg, a middle supporting leg and a rear supporting leg which are sequentially arranged at the bottom of the main truss mechanism from front to back; the front supporting leg comprises a front supporting leg part and a front cross beam which are sequentially arranged from top to bottom, the front supporting leg part is of a length-adjustable retractable structure, the top of the front supporting leg part is hinged to the front portion of the bottom face of the main truss mechanism, and the bottom of the front supporting leg part is fixedly connected with the top face of the front cross beam. The top face of the front cross beam is further detachably connected with a permanent suspender of the suspension bridge through a pin shaft, the hoisting mechanism is movably arranged on the top of the main truss mechanism through a crown block, and the lower portion of the hoisting mechanism is connected with a rotary lifting appliance. The problems that a front supporting leg structure of an existing bridge girder erection machine is not suitable for suspension bridge erection, and an existing lifting appliance is generally a fixed lifting appliance and cannot adjust the direction and the lifting angle of a lifting component are solved.

The invention discloses a construction method for erecting a whole-section steel truss girder of a large-span rotary cable ground anchor type suspension bridge, and belongs to the technical field of bridge construction.A tower of a cable crane is arranged on one side of a north anchor, a temporary cable saddle of the cable crane is arranged on an upper cross beam of a main tower, the cable crane is installed through an existing catwalk, and the whole-section steel truss girder of the large-span rotary cable ground anchor type suspension bridge is erected. The span combination of the cable cranes is 49m + 516m + 177.9 m, the designed hoisting weight is 145T, each cable crane is provided with two load-carrying trolleys, two 25t friction type traction winches, four 15t single-barrel hoisting winches and two 25t winches, the temporary tower is arranged on the north anchor, the height of the temporary tower is 32.27 m, the temporary tower is welded with the base of the north anchor, and the temporary tower is connected with the base of the north anchor. A tower column of the main tower is composed of stand columns, a transverse connecting system and an inclined connecting system, the stand columns are steel pipes of phi 630 * 20 mm, and the stand columns are connected through bolts. In this way, the stability of the rotary cable and the accuracy of the line shape of the steel truss girder in the construction process of the whole section of the steel truss girder can be guaranteed.

The invention discloses a device and method for improving anti-sliding force between a main cable saddle and a cable strand, the device comprises a connecting plate, a pressing rod, a pressing beam, a locking device and a cable strand contact plate, the connecting plate is used as a basic support, the pressing beam uniformly disperses pressure, the locking device realizes adjustment of different pressure magnitudes, the cable strand contact plate directly transmits the pressure to a main cable, and the main cable saddle and the cable strand contact plate are fixed. Through the design of the thread and the spherical end of the pressing rod, the pressure applied to the main cable is allowed to be accurately adjusted, the components form a stable pressure transmission system, torque is applied to the pressing rod through the torque plate, all the components work cooperatively, additional vertical pressure is applied to the main cable, and therefore the anti-sliding capacity between the main cable and the cable saddle is enhanced. Meanwhile, the device is convenient to mount, adjust and dismount, the working efficiency is improved, and the construction cost is reduced. According to the construction method, the problem that the anti-sliding force between the main cable and the cable saddle is insufficient in the construction process of the main beam of the multi-tower suspension bridge is solved, the safety in the construction process is ensured, and a new technical solution is provided for bridge construction.

To provide a method for creating a reel of a rotating cale which can realize the simultaneous traction of both head and tail ends of a cable strand of a cable, and has high reel creation efficiency as well.SOLUTION: A method for creating a reel of a rotating cable comprises: a step S1 in which one cable is wound onto a first cable reel by adopting a common winding system in which a head of a cable strand of a cable is on the inside and a tail thereof is on the outside; a step S2 in which a second cable reel is left at the middle point of the cable strand of the cable upon winding the same at the middle point of the cable strand of the cable; a step S3 in which the cable is rotated at the middle point of the cable strand to form a bent end; a step S4 in which the bent end is temporarily fixed to the second cable reel; and a step S5 in which the first cable reel is released and the second cable reel is retracted until the cable is completely folded in half and is wound onto the second cable reel.SELECTED DRAWING: Figure 2

The invention provides a suspension bridge cable clamp digital twin system based on wireless intelligent washers, and belongs to the crossing field of bridge engineering and intelligent monitoring technologies. According to the system, a wireless intelligent gasket is used as a core sensing unit, finite element analysis, a neural network agent model and a three-dimensional visualization technology are combined, and real-time mapping of a cable clamp physical entity and a virtual model is constructed; the system obtains data such as wireless intelligent gasket pressure, cable clamp-main cable friction force, cable clamp displacement and cable clamp structure node stress and strain through finite element analysis under different working conditions, and a parameter mapping proxy model is formed by training a mapping relation between the gasket pressure and other parameters through a neural network. And relevant models and data are developed and integrated by means of an Unreal Engine engine, and visualized real-time rendering is carried out, so that bolt fastening control in a construction stage and / or structural health monitoring in an operation and maintenance stage are / is realized. According to the system, digital management and control of the full life cycle of the cable clamp can be realized, and the monitoring precision and the engineering economy are remarkably improved.

The invention discloses a linear variation stiffness matrix method for suspension bridge space cable forming form finding, relates to the technical field of bridge numerical simulation, and solves the defects of a stiffness matrix in the process of solving the suspension bridge forming form finding through a segmented catenary method. The method comprises the steps that a suspension bridge is simplified into a space cable system composed of a main span, a side span and an anchor span, and the main span, the side span and the anchor span are sequentially subjected to a bridge forming and shape finding process; the linear change stiffness matrix solved in the bridge forming and shape finding process of the main span is used for representing the linear relation between the displacement change of the control point and the initial force change of the main cable; according to the method, an analytical expression of a linear change stiffness matrix is deduced, and an efficient iterative algorithm is established. According to the algorithm, the initial force correction is directly calculated according to the displacement error of the control point in each iteration.

The utility model relates to a multifunctional gantry for construction of a suspension bridge, which comprises main trusses and a cross beam, the main trusses are arranged on two sides of the gantry, and the main trusses on the two sides are connected through the cross beam; a stand column of the main truss is supported above an anchorage foundation pit concrete foundation or a main tower, a main beam is arranged at the top of the main truss and horizontally extends to form a cantilever, and a walking track is laid on the main beam. The utility model has the beneficial effects that: a structural form of two main trusses and transverse bracings is adopted, all components adopt profile steel, and are connected and assembled into a whole through bolts, so that the truss can be used as an unearthed gantry in an anchorage foundation pit excavation project, and then, a small part of rod pieces can be changed and replaced to be transferred to a tower top for main cable saddle hoisting and main cable erection construction.

The invention provides a pressure dispersion type tunnel anchorage and a construction method, and the pressure dispersion type tunnel anchorage is located in an underground space of a stratum below the earth surface and comprises a cavern system, a cable structure and an anchoring structure. The cavern system is stored in a stratum below the earth surface and is used for providing a building space for the cable structure and the anchoring structure; the cable structure comprises a main cable, a splay cable saddle and cable strands, the main cable is a main component for transmitting the load of the suspension bridge to the anchorage, and the splay cable saddle is used for dispersing the main cable into a plurality of cable strands; the anchoring structure comprises a front anchorage device, a steel beam, a protection pipe, an anchor body and a rear anchorage device, a plurality of wedge-shaped cavities are formed in the middle-rear portion of the anchor body, a plurality of rear anchor faces are formed, the steel beam is anchored to the different rear anchor faces of the anchor body, loads are transmitted to the anchor body in a pressure dispersion mode, and the front anchorage device and the rear anchorage device clamp and fix the two ends of the steel beam respectively. Loads are dispersed and applied to different parts of the anchor body, so that the stress distribution of the anchor body is more uniform, and the construction cost is effectively reduced by reducing the size of the anchor body.

The invention relates to a main cable maintenance platform traction winding device and a winding method. A main cable maintenance platform comprises an outer portal frame and an inner portal frame which are connected in a sleeved mode and can slide relatively. The traction winding device comprises traction connecting assemblies A installed on the left side and the right side of the outer front door frame, traction connecting assemblies B installed on the left side and the right side of the inner front door frame and a traction mechanism connected with the traction connecting assemblies A and the traction connecting assemblies B in a winding mode. Winding steel wire ropes of the winches A and B; a hook pulley and a rolling pulley in the traction winding device are correspondingly mounted on frames on the two sides of the front ends of the inner front door frame and the outer front door frame respectively and are easy to dismount or mount, so that an operator can conveniently inspect the traction device, replace parts and the like in the daily maintenance and repair process; compared with a complex traditional traction system, the traction winding device has the advantages that the maintenance time can be greatly shortened, and the utilization rate of equipment is increased.

The invention relates to a suspension bridge main cable finished bridge line shape analytical calculation method considering the torsional rigidity of a main cable, electronic equipment and a medium, and the calculation method comprises the following steps: considering the dead weight of the main cable and the load effect of a suspender, simultaneously including the tensile rigidity and the flexural rigidity of the main cable, and constructing a geometric precise equilibrium equation of the main cable under the dead weight and the load of the suspender; the influence of the bending moment in the main cable is ignored, incomplete boundary conditions are considered, and a quadratic approximate solution is solved based on a direct perturbation method; considering the influence of the bending moment of the main cable, combining the complete boundary, solving the influence of the bending moment of the main cable on the static linearity of the suspension bridge based on a direct perturbation method, and obtaining a second-order approximate solution considering the bending moment; through the compatibility condition of the left end point and the right end point, the corrected catenary equation and the second-order approximate solution considering the bending moment are combined. Compared with the prior art, the influence of the bending rigidity of the main cable is considered, the mechanical concept is clear, shape finding under different boundary conditions can be considered, and design and calculation of the main cable can be further guided.

The invention relates to a multi-mode cooperative damping vibration attenuation method for a large-span bridge girder. The multi-mode cooperative damping vibration attenuation method comprises the following steps that the type and corresponding structural characteristics of the large-span bridge girder are determined; determining a target vibration reduction design requirement according to the girder type, wherein the target vibration reduction design requirement comprises a frequency range of vortex-induced vibration under different wind attack angles, a damping ratio minimum value corresponding to each order of frequency under a vertical modal shape, and a damping ratio minimum value corresponding to each order of frequency under a torsional modal shape; and determining a cooperative control scheme of the tower beam damper and the tuned mass damper mounted on the large-span bridge on the multi-modal vibration of the main beam according to the target vibration reduction design requirement. According to the multi-mode cooperative damping vibration attenuation method for the large-span bridge main beam, the tower beam damper and the tuned mass damper are installed on the large-span bridge main beam at the same time to be used in a combined mode so as to complete cooperative vibration attenuation design, and the purposes of improving the vibration attenuation effect and achieving full coverage of multi-mode vibration frequency are achieved. The problem of vortex-induced vibration reduction of the large-span bridge girder is solved.

The present invention relates to a main cable of a suspension bridge with a split-span high-precision marking strand, and belongs to the technical field of bridge cables. It comprises a plurality of full-length strand units and a plurality of segmented marking strand units, wherein the two ends of the full-length strand units are respectively anchored to two loose cable saddles, and the main body continuously passes through a plurality of main cable saddles; any of the segmented marking strand units comprises a plurality of marking strands: two sections of side span marking strands and a plurality of sections of mid-span marking strands, wherein the side span marking strands are arranged between the loose cable saddle and the main cable saddle adjacent to the loose cable saddle, and the mid-span marking strands are arranged between two adjacent main cable saddles; the ends of the marking strands are anchored to the loose cable saddle or the main cable saddle. The present application can eliminate the marking error caused by the accumulation of errors within the full-length strands, and improve the accuracy of the marking strands.