405results about "Suspension bridge" patented technology

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.

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 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 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 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 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 application discloses a suspension bridge anchoring system adopting parallel prestressed beams and a construction method thereof, which comprises an anchorage part, a main cable anchor head part and a connecting part, the anchorage part comprises an anchor body, a front anchor backing plate, a rear anchor backing plate, prestressed beams, a front anchor assembly, a rear anchor assembly and parallelly arranged prestressed beam pipelines, the main cable anchor head part comprises a main cable strand, a strand anchor head and a strand connecting plate, and the connecting part comprises a connector, a first pull rod and a second pull rod; the connector comprises a bottom plate, first and second side plates which are vertically and fixedly connected on both sides of the bottom plate; the first and second side plates are hingedly connected with one end of the first and second pull rods along the same rotation axis; the other end of the first and second pull rods is clamped on the upper end surface of the strand connecting plate; and the first and second pull rods are parallelly arranged with the main cable strand. The suspension bridge anchoring system adopting parallel prestressed beams and the construction method thereof can ensure that the stress directions of the pull rods and the main cable strand are consistent, and the construction difficulty is greatly reduced.

The invention provides a self-locking control device for a 2500m-level suspension bridge, a bracket system and a bracket self-locking method, and belongs to the technical field of suspension bridge catwalk construction.The self-locking control device for the 2500m-level suspension bridge comprises a positioning assembly, a magnetic control self-locking mechanism and a microprocessor, the positioning assembly is used for collecting position data of a locked device of a suspension bridge catwalk in real time, and the magnetic control self-locking mechanism is used for receiving the position data of the locked device of the suspension bridge catwalk; the collected position data is transmitted to the microprocessor; the magnetic control self-locking mechanism is used for receiving a control signal of the microprocessor and carrying out magnetic control self-locking or unlocking on a locked device of the suspension bridge catwalk; and the microprocessor is used for receiving the position data of the positioning assembly, generating a self-locking control signal and controlling the magnetic control self-locking mechanism to complete self-locking. The triangular structure of the three-dimensional frame is combined with the two sets of rollers on the single side to clamp the upper side and the lower side of the bracket bearing cable, a double-wheel limiting structure is formed, the wind resistance stability and the bearing capacity are greatly improved, and the problem that an existing plane bracket is prone to shifting or the gravity center is unstable is solved.

The invention relates to an optimization method for a cast-in-place section support of a hybrid beam cable-stayed bridge. The optimization method comprises the following steps that S1, environment parameters needed by modeling, attribute parameters of a bridge and spatial position limiting parameters of the support are determined; s2, determining the overall arrangement of the support; s3, determining arrangement of a box girder inner mold and an inner mold support; s4, determining the arrangement of a box girder outer mold and longitudinal and transverse distribution girders; s5, constructing a single-beam finite element model to carry out bracket overall calculation; s6, determining a preliminary scheme of the support, and establishing a three-dimensional finite element model for mechanical calculation of the support; s7, establishing a support-girder finite element model for cooperative calculation; s8, carrying out support pile foundation design and settlement calculation; s9, the pre-lifting amount of the cast-in-place section support is calculated; and S10, carrying out cast-in-place section support structure design. Safety and stability of the support in the whole construction period of the cable-stayed bridge can be guaranteed.

The present application relates to a main tower of a suspension bridge, comprising: a steel tower column having a hollow cross-section; a concrete tower column located on the inner side of the steel tower column; a main cable saddle fixed to the top of the concrete tower column; and a plurality of force transmission members distributed along the longitudinal and transverse directions of the bridge, provided between the top side of the outer wall of the concrete tower column and the top side of the inner wall of the steel tower column. The present application achieves the decoupling of the axial force and bending moment of the steel-concrete composite tower column. The vertical load at the top of the tower is entirely borne by the concrete tower column, and the vast majority of the longitudinal unbalanced horizontal force is borne by the steel tower column. Since the steel tower column does not bear the huge vertical load at the top of the tower, the size of the steel structure can be reduced, and the longitudinal unbalanced horizontal force at the top of the tower can be reduced, thereby further optimizing the structural size, forming a virtuous cycle, optimizing the force-bearing performance of the main tower, and improving economic efficiency.

The invention provides a suspension bridge special-shaped steel beam hoisting method. The suspension bridge special-shaped steel beam hoisting method comprises the following steps that (1) hoisting tools are symmetrically installed on the two longitudinal end faces of a special-shaped steel beam; (2) two temporary cable clamps are installed on the main cable, hoisting equipment is fixed to the two temporary cable clamps correspondingly, and then an anchor head of the hoisting equipment is connected with a hoisting tool; and (3) the hoisting equipment is started, and the special-shaped steel beam is hoisted to the set position. The longitudinal bridge direction lifting lugs and the transverse bridge direction lifting lugs are connected with the transverse partition plates of the special-shaped steel beams and the joints of the transverse partition plates and the longitudinal partition plates correspondingly, then the connecting plates, the steel plate strips and the lifting steel cables are connected with lifting equipment, and lifting of the special-shaped steel beams is achieved. The method is low in construction cost, safe, reliable and convenient to install and disassemble, the hoisting problem of the special-shaped steel beam is solved, and beneficial reference can be provided for other similar engineering construction.

The utility model provides a plateau canyon large-span railway suspension bridge cable crane anchorage structure which comprises an anchorage arranged in a tunnel anchor hole and provided with a first embedded part used for being connected with a main cable strand and a second embedded part used for being connected with a bearing cable. And the foundation base is arranged in the tunnel anchor hole, and the upper surface of the foundation base is provided with a splay cable saddle used for supporting the main cable strand and a steering cable saddle used for changing the extension direction of the bearing cable. Thus, by arranging the first embedded part and the second embedded part on the anchorage, the main cable strand and the bearing cable can be installed and fixed in the tunnel anchor hole at the same time, the anchoring position of the bearing cable is changed, the construction steps needed for anchoring the bearing cable are effectively reduced, the construction period is shortened, and the overall construction efficiency is improved.

The application relates to the technical field of bridge engineering, in particular to a central buckle anchor pull plate of a suspension bridge and the suspension bridge. The central buckle anchor pull plate comprises an anchor box main body which is used for being detachably connected with a main beam structure, the anchor box main body is provided with an anchor hole through which a cable passes; a supporting assembly is arranged in the anchor box main body, the supporting assembly is used for being detachably connected with the anchor box main body, and the supporting assembly is limitedly matched with an anchor head of the cable. According to the application, the central buckle anchor pull plate structure is arranged in the anchor box, a close supporting assembly is arranged at the rear end of the central buckle anchor head, the supporting assembly can limit the anchor head, the position of the central buckle anchor head can be fixed in work, the anchor head can be prevented from loosening under the working condition of repeated train loading, the damage of the anchor box structure caused by repeated impact of the anchor head on the anchor box structure is reduced, and the service life of the structure is prolonged.

The invention relates to a gravity type anchoring super-long cableway bridge in a complex wind field alpine and canyon area and a construction method, which are characterized by comprising the following construction steps: step 1, construction preparation; step 2, rock anchor cable construction; thirdly, concrete anchorage pier construction is conducted; fourthly, I-shaped steel distribution anchor beams are installed; step 5, mounting a bearing cable; sixthly, a handrail steel rope is installed; seventhly, bridge deck system cross beams are installed; 8, mounting a bridge floor steel wire mesh; ninthly, angle steel guardrails are installed; and tenthly, wind cable construction is conducted. The cableway bridge is constructed above the riverway in the alpine and gorge area of the complex wind field to assist in construction of rigid frame bridge beams and pier columns, and the problems that no construction road exists on cliff walls on the two sides of the riverway, water flow kicks rapidly in the waterlogging period, and transportation of materials, personnel and small construction machines cannot be conducted are solved.

The utility model discloses a pedestrian guardrail and a bridge applying the same, the pedestrian guardrail comprises a plurality of stand columns arranged at intervals along a first direction and first cross rods arranged between two adjacent stand columns, and two ends of each first cross rod are respectively connected with the stand columns through flexible connecting components; the flexible connecting assembly comprises a clamping component and a flexible sleeve. The flexible sleeve is arranged between the end part of the first cross rod and the clamping component; the clamping component comprises a fixed seat and a movable seat; the fixed seat is fixedly connected with the stand column, the movable seat is detachably connected with the fixed seat, and a clamping space used for fixing the flexible sleeve and the first cross rod is formed between the movable seat and the fixed seat. The pedestrian guardrail can adapt to stretching and retracting of a large-span suspension bridge, the pedestrian guardrail is prevented from being damaged due to stress, the sense of safety of pedestrians can be improved, and corrosion can be reduced.

This invention relates to an integrated demolition and construction method for rebuilding a suspension bridge on the same site after demolishing an old rigid frame bridge. The method involves first demolishing the old bridge, then constructing the anchorages, main towers, and side spans of the new suspension bridge, installing the main cables and cable-mounted cranes, and using the cable-mounted cranes to dismantle the closure section of the middle span, the side spans, and the cantilever of the main beam of the middle span of the old bridge, and hoisting the steel box girder of the new suspension bridge. Simultaneously, crawler cranes are used to sequentially dismantle the closure section of the side spans, the cast-in-place section of the side spans, and the side piers of the old bridge. This invention allows for overlapping and simultaneous demolition and construction, which helps shorten the construction period. Utilizing the old bridge deck as a traction platform for the pilot cable of the new suspension bridge across the river does not affect navigation and saves costs. Using the cable-mounted cranes from the new suspension bridge construction for demolition ensures high construction efficiency and safety.

According to the suspension bridge main cable strand erecting method and system, systematized control over erecting of the suspension bridge main cable strand is achieved through the complete processes of cable strand restraining frame installation, double-reference cable strand traction, linear adjustment, stability observation and conventional cable strand erecting. Firstly, the cable strand restraining frames are installed at equal intervals to provide a uniform supporting foundation for the cable strands, it is ensured that loads are distributed reasonably, and the risk of local stress concentration is reduced; the symmetrical arrangement of the double-reference cable strands covers the lower half part area of the main cable, the installation freedom degree of the conventional cable strands is remarkably reduced by adding positioning reference objects, and deviation accumulation caused by insufficient single-reference positioning is avoided; in the stability observation link, the reference state is judged through a preset threshold value, environmental fluctuation interference is eliminated, the long-term reliability of the reference cable strand as a reference is guaranteed, and a solid foundation is laid for subsequent conventional cable strand erection.

The application relates to a catwalk transverse overbridge suitable for a spatial cable suspension bridge and belonging to the technical field of bridge construction, which comprises catwalk portal frames, which are respectively used for being fixed on catwalk main cables on the upstream and downstream of the suspension bridge; a transverse channel, two ends of which are respectively used for connecting the catwalk portal frames on the upstream and downstream of the suspension bridge, and the transverse channel changes the transverse spacing of the catwalk portal frames on the upstream and downstream of the suspension bridge by adjusting the length of the transverse channel. Therefore, the transverse span of the catwalk can be adjusted, the transverse spacing of the catwalk portal frames is adjusted according to the change of the relative distance of the main cable installation on the upstream and downstream of the suspension bridge in the construction process, subsequent installation and construction are facilitated, the construction flexibility is improved, the change of the main cable line shape can be better adapted, the demand of the catwalk arrangement for the spatial cable suspension bridge cable strand erection and spatial cable conversion is met, the variable-spacing main cable construction problem in the construction process of the spatial main cable suspension bridge is solved, the construction efficiency of the spatial cable suspension bridge main cable erection is greatly improved, and the safety and economy in the construction process are ensured.

This invention discloses a method for determining the main cable winding force of a suspension bridge. The method includes: knowing the main cable alignment, first-phase dead load, and second-phase dead load in the completed bridge state; calculating the maximum cable force T0 of the main cable in the side spans in the completed bridge state; deducting the second-phase dead load; calculating the maximum cable force increment ΔT1 of the main cable relative to the completed bridge state before bridge deck paving; applying vehicle loads and system-only temperature difference loads during the operation phase; calculating the maximum cable force increments ΔT2 and ΔT3 under vehicle live loads and system-only temperature difference loads, respectively; calculating the main cable winding force in the states of "bridge deck paving first, then winding" and "winding first, then bridge deck paving," respectively. This invention can effectively determine the main cable winding force in both states, saving construction time, ensuring that the winding does not detach from the main cable, and meeting design requirements.

This invention provides a saddle-shaped cable-beam composite beam for pedestrian suspension bridges, a suspension bridge, and a construction method. The composite beam includes a bridge body, two upper main cables positioned above the bridge body, and two lower main cables positioned below the bridge body. Both the upper and lower main cables are arranged along the length of the bridge body. The two upper and two lower main cables are located on both sides of the bridge body. The two upper main cables are connected to both sides of the bridge body via suspenders in an inverted V-shape. The two lower main cables are connected to both sides of the bridge body via adjustable-length cables. Each cable includes a first cable, with its two ends connected to the lower main cable and the corresponding side of the bridge body, respectively. The first cable is also in a V-shape. This invention utilizes a saddle-shaped cable-beam composite beam to increase the lateral and vertical stiffness of the bridge body, enabling the continued application of pedestrian suspension bridges in the large-span range and continuing to leverage the advantages of large span capacity, thus achieving good economic benefits.

The utility model discloses a protection structure for locking bolts of a cable clamp. The protection structure comprises a plurality of cable clamp half bodies which are annularly locked together by a plurality of groups of locking bolts, the bearing platform of each cable clamp half body is connected with a protective cover for sealing and isolating the end part of the corresponding locking bolt from the outside; the protective cover is provided with a protective cavity for accommodating the end part of the corresponding locking bolt in a non-contact manner, and a combined bottom edge which is folded outwards and formed is arranged at the opening end of the protective cavity; the protective cover covers the bearing platform of the corresponding cable clamp half body and encloses the end of the corresponding locking bolt in a non-contact mode, and the combined bottom edge of the protective cover is fixed to the bearing platform where the protective cover is located through a plurality of connecting screws. The protective covers contain the ends of the corresponding locking bolts in a non-contact mode and are fixed through the connecting screws, the protective covers are simple in structure, easy to manufacture and easy and convenient to install, the open ends of the protective covers designed in a non-contact mode are attached to the corresponding bearing platforms in a more sealed mode, external corrosive substances can be effectively prevented from entering, and the sealing effect is good.

The utility model relates to the technical field of dehumidification monitoring, and discloses a dehumidification monitoring device for a main cable of a suspension bridge, which comprises an outer-layer clamping ring, one end of the outer-layer clamping ring is fixedly connected with a hinge, the top of the outer-layer clamping ring is fixedly connected with an extension plate, the surface of the extension plate is provided with a clamping hole, a clamping bolt is clamped in the clamping hole, and the outer-layer clamping ring is fixedly connected with the hinge. A limiting ring is fixedly connected to the inner wall of the outer-layer clamping ring, a clamping groove is formed in the surface of the limiting ring, a clamping plate is fixedly connected to the interior of the clamping groove, a monitoring assembly is slidably connected to the interior of the clamping groove and comprises an annular clamping plate, and a connecting annular plate is fixedly connected to the bottom of the outer-layer clamping ring; and the surface of the connecting annular plate is fixedly connected with a sealing ring. According to the utility model, the sealing and sealing ring is arranged for sealing in the process of entering the surface humidity of the main cable, and the whole device can be moved after the clamping bolt is loosened through the matching of the outer-layer clamping ring and the clamping bolt, so that the surface humidity detection work of other positions of the main cable can be carried out.

This invention discloses a double-layer steel truss girder segment and a double-layer steel truss girder structure, relating to the field of bridge technology. On one hand, the segment includes a parallel upper bridge deck system, a lower bridge deck system, and main trusses welded to both sides of the upper and lower bridge deck systems. The main trusses connect the upper and lower bridge deck systems. The upper bridge deck system adopts a box structure, and the lower bridge deck system adopts a longitudinal and transverse beam system. The upper and lower bridge deck systems are connected by hangers. On the other hand, the double-layer steel truss girder structure includes multiple of the aforementioned double-layer steel truss girder segments, which are sequentially spliced ​​along the longitudinal direction of the bridge. The main truss of the steel truss girder adopts a triangular truss structure, composed of an upper chord, a lower chord, main truss diagonal members, and connecting diagonal members. To eliminate the need for temporary members during the hoisting of the steel truss girder during construction and save steel, the joints of the upper and lower chords between each steel truss girder segment are staggered, solving the problem of needing to add temporary members when the upper or lower chord joints extend too far.

The application discloses a vehicle-mounted large-span emergency mechanical drawbridge, which comprises a carrying vehicle, a vehicle frame arranged on the carrying vehicle, a bearing frame arranged on the vehicle frame, and an end of the vehicle frame being hinged to the bearing frame, and the bearing frame being used for bearing a drawbridge body; the drawbridge body comprises a first bridge deck and a second bridge deck which are hinged to each other, the second bridge deck can be folded above the first bridge deck to form a storage state, the second bridge deck can be unfolded and arranged on the same horizontal plane with the first bridge deck to form a setting state, and the drawbridge body in the setting state can be arranged at a river, a gully or the like as a temporary bridge. The application has the advantages of ingenious structure design and high automation degree, the difficulty of loading and unloading and setting of the drawbridge body is reduced through cooperation of the inclined bearing frame and a winch assembly during bridge setting, the drawbridge body is folded to be stored or unfolded, the span of the drawbridge body is increased while the drawbridge body is conveniently transported, and the drawbridge body can be continuously set to expand the use environment.

The invention discloses suspension bridge steel box girder bridge floor dismantling equipment and method based on fine planing and milling, the equipment comprises a vehicle body, the bottom of the vehicle body is connected with a crawler belt through a hydraulic cylinder, a hydraulic rod is arranged at the bottom of the vehicle body, and a slag conveying device is arranged on the advancing side of the vehicle body; the milling mechanism comprises a fixed frame, a lifting plate and a milling device; the monitoring mechanism comprises a sliding frame, a protection frame, a hardened steel wheel, a first rack and a second gear; the marking mechanism comprises a sliding sleeve, a fixed block, a second rack and a sixth gear; and the lifting motion of the sliding sleeve is controlled by the lifting of the hardened steel wheel through the meshing of the second rack and the sixth gear. The conical head is used for knocking the ground to form a hole, marking liquid flows into the hole, a car following person can conveniently find and stop milling operation in time, the damage condition of the tool bit is found in time, the situation that the damaged tool bit is continuously used for milling is avoided, the milling quality is greatly improved, and the service life of equipment is greatly prolonged.

The invention relates to a suspension bridge cable clamp all-weather positioning and adjusting method, and belongs to the technical field of suspension bridge cable clamp positioning. Comprising the steps that the first actual horizontal distance between a cable clamp and a first anchor and the second actual horizontal distance between the cable clamp and a second anchor are obtained, the first anchor is located on the side, away from a second tower column, of a first tower column, and the second anchor is located on the side, away from the first tower column, of the second tower column; based on the first actual horizontal distance, the second actual horizontal distance and the central horizontal distance of the first anchorage and the second anchorage, a first actual adjustment horizontal distance obtained after the first actual horizontal distance is corrected and a second actual adjustment horizontal distance obtained after the second actual horizontal distance is corrected are obtained; and adjusting the cable clamp based on the first actual adjustment horizontal distance, the second actual adjustment horizontal distance and the theoretical design position of the cable clamp. According to the method, the incidence relation between the cable clamp and the first anchorage and the incidence relation between the cable clamp and the second anchorage are established, the fixed anchorage center serves as the cable clamp positioning reference, and a stable reference is provided for all-weather cable clamp positioning.