26 results about "Cable stayed" patented technology

The invention provides a vibration modal analysis method for a large-span cable-stayed bridge, and belongs to the technical field of bridge engineering, the cable-stayed bridge is simplified into a multi-cable cable-stayed beam structure considering the influence of cable force, and a cable-stayed bridge dynamic model is constructed through a parameterized order reduction technology; deducing a frequency characteristic equation of the cable-stayed bridge by combining a transfer matrix method and boundary conditions of the cable-stayed bridge; by solving the characteristic equation, the inherent frequency and modal characteristics can be determined more accurately and quickly; according to the method, the technical bottleneck of insufficient calculation efficiency of a traditional finite element method is innovatively solved, and fine evaluation of the fundamental frequency and the dynamic characteristics of the large-span cable-stayed bridge is completed; the method has both theoretical preciseness and engineering practicability, the calculation efficiency is remarkably improved, a new technical means is provided for dynamic performance evaluation of the kilometer-scale cable-stayed bridge, and the method has important engineering application value.

The application relates to a steel strand cable stay cable tensioning construction method and device, which comprises the following steps: picking up one bundle of steel strands of the cable stay cable, installing an open anchor on the steel strands, and sequentially installing a pulley block, wherein the pulley block comprises a movable pulley and a fixed pulley; tightening a steel wire rope at the outlet of the movable pulley, shortening the distance between the movable pulley and the fixed pulley, cutting off the steel strands between the movable pulley and the fixed pulley when the stress value of the steel strands between the movable pulley and the fixed pulley is zero; removing the cable force of the bundle of steel strands between the open anchor and a main tower until the stress value of the steel strands is zero, and the tensioning construction of the bundle of steel strands is completed, and the open anchor is removed; and the tensioning construction of the remaining steel strands is completed in the same way. In the application, after the open anchor is used to anchor the steel strands, the intermediate tensioning method is adopted, the movable pulley and the fixed pulley are used to cut off the cable force of each steel strand after tensioning, the cable force of the whole cable stay cable is tensioned and removed, and there is no risk of high-altitude operation during the tensioning of the cable stay cable.

The utility model discloses a glass curtain wall and parapet wall connecting structure which comprises a twisted steel bar poured in a parapet wall, the surface of the twisted steel bar is fixedly bound with an embedded rod through a steel wire, the surface of the embedded rod is sleeved with a pore plate, and the surface of the embedded rod is in threaded connection with a nut block. Through cooperative use of the embedded rod and the nut block, the pore plate is fixed to the surface of the parapet wall, then the pore plate drives the L-shaped rod to be fixed to one side of the parapet wall, then the two ends of the steel cable are fixed to the surface of the T-shaped welding piece and the surface of the threaded sleeve respectively, and then the threaded rod is rotated to drive the threaded sleeve to move downwards; and then the threaded sleeve applies oblique tension to the galvanized angle steel frame through the steel cable and the T-shaped welding piece, so that the purpose of additionally arranging the cable-stayed steel cable between the glass curtain wall corner steel frame and the parapet wall, connecting and fixing the angle steel frame and the parapet wall to form triangular support and further improving the connecting stability between the glass curtain wall and the parapet wall is achieved.

This invention discloses a method and related equipment for determining the cable forces of a transversely asymmetrical cable-stayed bridge. The method includes: constructing an initial influence matrix; determining the influence matrices of the upstream and downstream transverse midpoints and the influence matrix of the deformation difference between the upstream and downstream anchorage points based on the initial influence matrix; constructing and optimizing a first optimization model based on first preset parameters and the influence matrices of the upstream and downstream transverse midpoints to obtain the resultant force value of the upstream and downstream cable forces corresponding to each pair of transverse cable stays; determining a second optimization model; optimizing based on the second preset parameters and the second optimization model to obtain the actual ratio of the upstream cable force to the corresponding resultant force value of the upstream and downstream cable forces for each pair of transverse cable stays; and determining the target cable force for each cable stay based on the actual ratio and the resultant force value of the upstream and downstream cable forces for each pair of transverse cable stays. This invention enables faster and more accurate optimization of the cable forces of transversely asymmetrical cable-stayed bridges.

The application relates to a steel strand cable stay HDPE outer sleeve pipe jacking device and a use method thereof, and belongs to the technical field of bridges. The device comprises a pull plate, the pull plate is arranged on the side surface of a beam end cable guide pipe, a jacking rod assembly is arranged on the pull plate, the top of the jacking rod assembly is supported on the bottom of a waterproof cover, a first fixing rope is arranged below the pipe opening of the beam end cable guide pipe, a hoist is arranged between the first fixing rope and the pull plate, the hoist drives the pull plate and the jacking rod assembly to be lifted, the jacking rod assembly moves upwards against the waterproof cover and the HDPE outer sleeve pipe, and the distance requirement between the waterproof cover and the pipe opening of the beam end cable guide pipe is met. The application is installed below the pipe opening of the beam end cable guide pipe, has a simple structure, is convenient to install and disassemble, does not need tower outer hanging basket construction, avoids high-altitude operation, improves safety, has low cost, and saves time and manpower.

The application discloses a kind of oblique cable suspension sphere structure's traction hoisting installation method, first sphere structure is assembled on ground, traction tool is set on the anchor point of oblique cable two sides, and lug plate is all perpendicular to earth setting;According to the iterative analysis of form finding and force finding, the design state and initial state of the sphere are determined, and the shape and cable force are determined;Then based on the whole process simulation analysis of traction hoisting, the upper anchor point coordinates of main structure are reversely pre-adjusted, and the upper and lower port coordinates are measured by combining three-dimensional scanning technology, and the zero stress cable length is accurately determined;Finally, by different speed, synchronous oblique traction of several fixed-length cables, the sphere is hoisted and installed to the construction in-place attitude, and after the additional dead load is applied, the sphere structure is deflected to the design state shape.The application can effectively realize the design state shape and cable force of the sphere structure suspended in the air, greatly save the construction measures, reduce the risk of high-altitude operation, and shorten the construction period.

This invention discloses a cable-stayed bridge side span cast-in-place section front support formwork method without cables, comprising the following steps: Step S1, the bridge deck sliding beam travels longitudinally along the main beam to the front end overlapping the supporting column and the rear end anchored to the cast-in-place segment of the main beam; Step S2, the front arc-shaped padlock component and operating platform of the formwork bottom basket are removed using a bridge deck truck crane; Step S3, the formwork bottom basket is pulled to the end of the transition pier cap beam using its own traveling hoisting system and shifter, and after it is in place, the formwork bottom basket is lifted so that its front end overlaps horizontally on the horizontal plane of the transition pier cap beam, and the rear end of the formwork bottom basket is anchored to the cast-in-place segment of the main beam; Step S4, the side span cast-in-place section is finally constructed. After the main beam strength reaches the standard, the cable stays of the side span cast-in-place section are hung to tension the main beam at this point. This method has advantages such as low safety risk, reduced labor costs, significantly shortened construction period, ingenious design, and reasonable structure.

The invention relates to the technical field of dike engineering bottom plate formwork erecting construction, and particularly discloses a dike engineering bottom plate formwork erecting construction method and system based on a cable-stayed-support synergistic effect. The dike engineering bottom plate formwork erecting construction method comprises the steps that after a dike foundation pit is excavated, the position of an anchoring point is positioned through a geological radar scanning technology; a carbon fiber reinforced polymer sleeve micro pile is implanted in a soft soil foundation area, and a self-induction type anchor cable tensiometer is pre-buried in the pile; stayed cables are arranged along a preset path, the lower ends of the stayed cables are connected with the micro piles through hot casting alloy anchorage devices, stainless steel anti-rust sleeves are arranged at the pile-cable connecting positions, and epoxy resin sealant is filled in the stainless steel anti-rust sleeves; according to the invention, by constructing a cable-stayed-bracket synergistic system, flexible cable-stayed support and rigid bracket support are organically combined, so that dynamic distribution and efficient transmission of load between a cable-stayed system and a bracket system are realized, the structure stress is more uniform and reasonable, the structure damage caused by overlarge local load is avoided, and the service life of the cable-stayed system and the bracket system is prolonged. And the structural safety and stability in the construction process are improved.

This invention discloses an anchoring device and method for a cable-stayed bridge with a low tower. The anchoring device includes a physical anchoring unit and an intelligent monitoring node. The physical anchoring unit comprises an anchoring block and a cable guide tube. The anchoring block contains an anchor plate, a pressure distribution plate, an anti-slip shear key, and a force-transmitting steel reinforcement skeleton to distribute the tension of the cable stays into the compressive stress within the main beam. An auxiliary positioning fixture is configured externally to adjust the pre-embedded elevation and inclination angle of the physical anchoring unit. The intelligent monitoring node collects strain and cable force data and transmits them to an external terminal system. The anchoring method is as follows: the pre-embedded physical anchoring unit is positioned using the auxiliary positioning fixture; cable tensioning is performed while simultaneously collecting test data; during the system conversion stage, the external terminal system combines the elevation deviation at the closure joint, temperature, and wind load data to construct a multi-objective optimization mechanical model, calculate the optimal cable force matrix, and control the tensioning equipment to adjust the tension force. This invention achieves stress dispersion in the anchoring zone, high-precision pre-embedded positioning, and quantitative closed-loop control for bridge closure.

The application discloses a steel truss digital assembly method and system, the method comprising: using a multi-source measuring device to scan and measure a steel component to be hoisted, obtaining three-dimensional point cloud data and characteristic point coordinates; fusing data through a registration algorithm to construct a component digital model. The ambient temperature, component temperature and support state during scanning are obtained; based on this information, the model is respectively corrected for temperature deformation and self-weight deformation to obtain an assembly model; geometric information is extracted and compared with design values to generate a deviation table and modification suggestions. The corrected model is dynamically virtually assembled according to the actual hoisting sequence; the cable stay tensioning at a preset stage is simulated to calculate the internal force and deformation of the structure. After virtual hoisting, the three-dimensional coordinates of the non-assembly end are calculated in real time and compared and guided; the three-dimensional coordinates and physical posture of the hoisted member are measured and used for subsequent virtual assembly of the member. The method improves construction quality and efficiency.

The application relates to a suspension type single-track cable-stayed bridge combined structure of a pavilion, a pier and a tower, which comprises a tower pavilion, a main tower and a U-shaped main beam, wherein the suspension type single-track cable-stayed bridge is provided with the tower pavilion on the two sides of the midspan position, the tower pavilion is connected with the main tower through a middle supporting point cross beam, the tower pavilion is supported below the main tower as a pier, the U-shaped main beam is arranged along the bridge direction and is connected with the U-shaped main beams on the two sides through a midspan cross beam to form an integral structure, the main tower is connected with the U-shaped main beams on the two sides through cable stays to form a cable-stayed system, and the U-shaped main beam is used for installing the suspension type single-track traffic facilities. The application has the advantages that the classical pavilion and the modern suspension type single-track cable-stayed bridge structure are combined, the pavilion is below and can be used for resting of tourists, the cable-stayed bridge is above and can be used for touring of tourists, one structure displays the traditional appropriateness of movement and rest and the mutual benefit, and the application is a supplement and deepening of the traditional gallery bridge and the cable-stayed bridge type.

The invention discloses an anchor cable coiling device and method. The anchor cable coiling device comprises a base, a tray and a cable storage disc. The tray is rotationally arranged on the base, a plurality of cable coiling supports are evenly arranged on the tray in the circumferential direction, and all the cable coiling supports are vertically arranged and jointly form a carrier used for coiling an anchor cable. The cable storage disc is installed on the tray and comprises a cable storage disc support and an anchor cable limiting assembly, the cable storage disc support comprises a center column and a plurality of sets of transverse rods, the center column is arranged in the center of the tray, the transverse rods are evenly distributed on the outer wall of the center column in the circumferential direction, and the transverse rods and the cable storage disc supports are arranged in a staggered mode. Each group comprises two cross rods which are arranged at intervals in the axial direction of the central column, the anchor cable is located between the two cross rods of each group after being coiled, and the anchor cable limiting assembly is adjustably arranged on each group of cross rods and used for limiting the inner side and the outer side of the anchor cable after the anchor cable is coiled. According to the device, automatic cable coiling in the anchor cable braiding process can be achieved, the manual labor intensity is lowered, and the requirement for a cable braiding site is lowered.

The utility model discloses a water buoyancy full-automatic flood gate with a rubber connecting mechanism, which comprises a riverway wall body main body, a water inlet grating, an aluminum alloy module connecting piece, a plurality of stainless steel hyacinth bean grain anti-skid panels and a bottom frame, buoyancy baffles are fixedly installed on the lower surfaces of the stainless steel hyacinth bean grain anti-skid panels, the outer edges of the joints of the stainless steel hyacinth bean grain anti-skid panels and the buoyancy baffles are fixedly installed on the inner surfaces of the aluminum alloy module connecting pieces, and the bottom frame is arranged below the aluminum alloy module connecting pieces. A plurality of cable-stayed steel wire ropes are arranged in the middle of the bottom frame, one ends of the cable-stayed steel wire ropes are fixedly connected with the surface of the inner seam of the bottom frame, and the other ends of the cable-stayed steel wire ropes are fixedly connected with the lower surface of the buoyancy baffle. The opening and closing state of the gate is automatically adjusted by means of fluctuation of the river water level and the buoyancy effect borne by the buoyancy baffle, and then flood is blocked in time.

The invention provides a beam-first and cable-second construction control method and system for a large-span reinforced concrete steel truss girder cable-stayed bridge. The construction control method comprises the steps that side piers, auxiliary piers, cable bent towers and temporary piers are constructed; hoisting the steel beam; mounting a tower area bridge deck slab and an auxiliary span bridge deck slab, constructing a bridge deck wet joint, hanging stay cables of a tower area steel beam and stay cables symmetrical to the stay cables; bridge deck slabs in a non-closure area in the midspan bridge deck slabs are installed, and stay cables in the midspan non-closure area and stay cables symmetrical to the stay cables are hung; closing, and releasing temporary fixation of the tower area steel beam; a bridge deck slab of the closure area is installed, a part of stay cables of the midspan non-closure area are released, jacks on the side piers and the auxiliary piers are jacked, and the midspan steel beam is made to warp down; side span bridge deck slabs are installed, and the remaining bridge deck wet joints are constructed; the cable force is restored, and the remaining stay cables are hung; adjusting a cable; and the steel beams at the abutment pier fulcrums fall to the designed elevation. According to the method, the steel beam is firstly installed, and then the stay cable is hung, so that the construction efficiency and the linear precision of the main beam are improved.

The application discloses a steel strand inclined cable intermediate tensioning and dismantling method, which adopts a method of tensioning and dismantling steel strands one by one to realize cable force tensioning of the whole cable; one steel strand to be dismantled is divided into an upper segment L1, a middle segment L2 and a lower segment L3 by two sets of clamping devices; two tool steel strands are correspondingly passed through left and right holes of the two clamping devices and anchored by clamping pieces; the middle segment L2 of the steel strand to be dismantled between the two clamping devices is gradually loosened and cut by a jack tensioning; the upper segment L1 and the lower segment L3 of the steel strand to be dismantled outside the clamping devices are loosened, and a crane hoists away the upper and lower steel strand cable bodies respectively. The application solves technical problems of the prior art, such as insufficient length of old steel strands in long-span cable-stayed bridge steel strand cable replacement construction, high safety risk of high-altitude tower operation, great construction difficulty and low economic applicability.

A cable-stayed external platform system for a large-span deepwater jacket platform comprises a mother platform, an external platform, and a cable-stayed connection system. The cable-stayed connection system includes a base, a trestle, and cable stays. The triangular structure formed by the intersection of the base, cable stays, external platform, and trestle endpoints, and the cable-stayed-trestle composite connection structure achieves flexible structural transitions and multi-directional load transfer, alleviating additional stress concentration on the platform. It effectively disperses the coupled loads of waves, wind, and deadweight in extreme sea conditions, enhancing the external platform's structural stability and safety redundancy in complex deepwater environments. The system significantly improves the external platform's stability and load-bearing capacity, addressing the difficulties of platform externalization modification in medium- and deepwater areas and the high cost of adding independent platforms. It enables efficient installation and reliable load-bearing in medium- and deepwater conditions over large spans, significantly reducing the cost of increasing production from external platforms in deepwater oil and gas development platforms, and providing a cost-effective solution for marginal oilfield development.

This invention discloses a biomimetic vibration isolation and damping device for improving the fatigue resistance of stay cables, comprising: a housing, the outer wall of which is adapted to be fixedly connected to the stay cable; a force transmission rod, one end of which is provided with a connecting part and located inside the housing, and the other end adapted to be connected to the bridge body; a parallel vibration isolation and damping assembly disposed inside the housing, including a first elastic vibration isolation and damping element and a first viscoelastic damping element arranged parallel to each other, with one end of the two elements on the same side connected in parallel and movably connected to the inner wall of the housing, and the other end of the two elements on the other side connected in parallel and movably connected to the connecting part; and a series vibration isolation and damping assembly disposed inside the housing, including a second elastic vibration isolation and damping element and a second viscoelastic damping element connected in series along the same axis, one of the non-series ends of the second elastic vibration isolation and damping element and the second viscoelastic damping element being movably connected to the inner wall of the housing, and the other being movably connected to the connecting part. Therefore, it can effectively isolate and reduce vibration, thereby improving the fatigue resistance of the stay cable.

This invention discloses a structure and construction method for a precast, assembled concrete cable-stayed bridge tower, overcoming the problems of large workload, long construction period, and difficulty in ensuring quality in traditional concrete cable-stayed bridge structures. The technical solution includes: a tower foundation, a tower platform, and a tower body arranged sequentially from bottom to top; the tower body consists of a lower tower column, a middle tower column, and an upper tower column; a cast-in-place section is provided between the bottom of the lower tower column and the tower platform; both the lower and middle tower columns are composed of several tower column segments, and the upper tower column is composed of several anchoring segments; a main beam is provided in the middle of the middle tower column; each tower column segment consists of two first precast blocks and two second precast blocks; the first and second precast blocks are arranged alternately and spliced ​​into a frustum-shaped structure; the anchoring segments are spliced ​​into a frustum-shaped structure by third and fourth precast blocks; and cable stays are provided on both sides adjacent to the splice joint of each anchoring segment.

The present application relates to the field of steel strand production, especially to a low-relaxation prestressed special stainless steel cable for hoisting and its production method, including the following steps: S1, stranding: twisting a plurality of stainless steel wires together to form a strand; S2, first tensioning: performing first tensioning treatment on the twisted stainless steel strand; S3, stabilization treatment: performing heat treatment on the first tensioning treated stainless steel strand; S4, water cooling: rapidly cooling the stainless steel strand with water; S5, drying: after cooling, the stainless steel strand may need to be dried; S6, second tensioning: performing second tensioning treatment; S7, surface treatment and passivation: removing lubricant residues and passivating the surface of the strand through electrolytic citric acid solution. S8, take-up: used for winding the produced steel strand into a drum shape. The low-relaxation prestressed special stainless steel cable for hoisting produced through these steps is suitable for various engineering and application requirements, and has excellent strength, stability and excellent corrosion resistance.

This application relates to a method for dismantling a long-span steel strand cable-stayed bridge, belonging to the field of bridge maintenance technology. The method includes tensioning the steel strands using a first traction mechanism to unload the tension at the fixed-end anchorage, cutting the unloaded steel strands, and then tensioning the hoisted steel strands using a second traction mechanism to unload the tension at the tension-end anchorage, cutting the unloaded steel strands, separating the steel strands connected to the second traction mechanism from the tension-end anchorage, dismantling the remaining steel strands, and transporting all dismantled steel strands. This application avoids the need for complex large-scale scaffolding at the tower top, which would otherwise be inconvenient, complex, and inefficient. By cutting the steel strands at the fixed-end anchorage one by one and the steel strands at the tension-end anchorage in groups, the entire steel strand is broken down into smaller parts, reducing hoisting risks and costs.

This invention belongs to the field of bridge construction technology, specifically relating to a three-stage tensioning construction method for cable-stayed bridge towers. The cable-stayed bridge's cable installation and tensioning is divided into three parts: the near-tower section, the middle tower section, and the far-tower section. The cable-stayed sections of the near and middle tower sections are installed sequentially, using high-pressure hoses to connect the tower-end control oil pump and intelligent tensioning jacks, and then performing graded symmetrical tensioning on the cables of these sections. Based on cable force and linearity test results, a synchronous tensioning control center and oil pump system are used to synchronously adjust the cables of the near and middle tower sections. The beam and cable-stayed sections of the far-tower section are then installed, using high-pressure hoses to connect the tower-end control oil pump and intelligent tensioning jacks, followed by graded symmetrical tensioning of the cables. Based on cable force and linearity test results, the three sections of the cable-stayed bridge—near, middle, and far—are synchronously adjusted to ensure cable force requirements and bridge linearity, thus reducing linearity errors and shrinkage.

The utility model discloses open bridge cable stayed cable force control device, including control device main part, cable stayed cable main part, anchorage end and bridge deck beam body, the inside of bridge deck beam body is provided with control device main part, and the inside of control device main part is provided with cable stayed cable main part, cable stayed cable main part is close to the one end of control device main part and is provided with anchorage end, the central position of control device main part inside is provided with screw rod, and the screw rod is equipped with drive block, drive block is connected with anchorage end, the bottom of control device main part is fixed with drive motor, the outside of cable stayed cable main part is provided with protective sleeve, and the outside of protective sleeve evenly is provided with fiber grating sensor. The utility model discloses through being installed with control device main part, screw rod, drive motor, drive block, cable stayed cable main part, fiber grating sensor, anchorage end and bridge deck beam body, can real -time monitoring cable stayed cable's stress condition and carries out cable force regulation control.

The utility model provides ship shore-based charging lifting device belongs to charging facility technical field is used for solving the technical problem of the low operating efficiency and the endurance of the inland river electric ship because of the lack of the shore charging facility, including lifting power source, cable reel, lifting guide rail and lifting platform, lifting guide rail is fixed in the vertical shore wall, lifting platform is connected in the lifting guide rail slidingly, lifting power source and cable reel are established in the shore wall top, lifting power source passes through first cable stay to connect lifting platform and controls its lifting height, and cable reel is driven by power source and can pay off or wind according to the height change of lifting platform. It has the technical effect that different topography is adapted, and the channel shore space is used efficiently to complete the ship charging.

The invention discloses a permanent and temporary structure of a self-locking stay cable installation navigation hole steel beam for a cable-stayed bridge and a construction method, and belongs to the technical field of cable-stayed bridge construction.The permanent and temporary structure comprises a beam end, a beam tail and a beam body, and the two ends of the beam body are connected with the beam end and the beam tail correspondingly, so that the beam body can be erected between the beam end and the beam tail; the beam body is composed of a plurality of rigid parts which are distributed in a linear mode and connected in sequence, so that the rigid parts located at the two ends are connected with the beam end and the beam tail respectively. Wherein the rigid part comprises transverse I-shaped steel, two pieces of bottom square steel, two pieces of top square steel, a plurality of pieces of bottom I-shaped steel and a plurality of pieces of longitudinal I-shaped steel; by arranging the outer side square steel, the bottom square steel on the uninstalled beam body can slide on the top square steel on the installed beam body and move to the end, away from the top square steel, of the outer side square steel on the installed beam body, so that the beam body can be conveniently transported, a hoisting ship is avoided, the construction cost is saved, and the stability during construction is improved.

This invention discloses a device and method for dismantling a steel strand cable-stayed bridge, relating to the field of bridge construction technology. The device includes a platform and a hydraulic tensioning assembly for releasing the steel strand. One end of the hydraulic tensioning assembly is provided with a rotating component rotatably connected to the platform. A first jack is provided between the hydraulic tensioning assembly and the platform to allow the hydraulic tensioning assembly to rotate around the rotating component. The hydraulic tensioning assembly includes a first anchor and a second anchor for anchoring the steel strand, and a hydraulic telescopic component disposed between the first and second anchors to release internal stress in the steel strand between the first and second anchors. This embodiment integrates all components for dismantling the cable-stayed bridge steel strand onto the platform, resulting in a compact and space-saving structure. Simultaneously, it allows for tensioning and cutting operations at the beam end, further improving the safety during the dismantling process.

The invention discloses a bridge deck crane and sling tensioning construction method for a crossing area steel beam of a cable-stayed-suspension cable cooperative system bridge, relates to the technical field of sling tensioning, and solves the technical problem that sling tensioning is not considered in the installation process of a cable-stayed-suspension cable cooperative system bridge section. The method comprises the steps that S1, a bridge deck crane cantilever constructs a steel beam in an intersection area, and a stay cable is tensioned; s2, after the main cable is erected, a cable loading crane is installed; s3, after hoisting of a main beam in a suspension cable area is completed, tensioning is conducted, and the tensioning direction of slings in a crossing area is conducted from a bridge tower to the midspan direction; s4, the sequential single tensioning cable force of the slings in the intersection area is calculated; s5, whether the current single cable force exceeds the designed safety cable force range and the temporary equipment allowable tensioning range or not is judged; s6, if the range is exceeded, batch tensioning should be planned until the designed safety cable force range and the temporary equipment allowable tensioning range are met; s7, the sling is in butt joint with the steel beam in the suspension cable area after being tensioned, and construction of the steel beam in the intersection area is completed; the construction period of the cable-stayed-suspension cable cooperative system bridge can be saved.