445 results about "Arch bridge" patented technology

The invention provides a method for monitoring and controlling cable-stayed buckling construction of a concrete-filled steel tube arch bridge based on a digital twin system, and the method comprises the steps: collecting the monitoring data, such as wind speed and wind direction, arch rib stress displacement, tower bottom stress, tower deviation and cable force, through a sensor; establishing a concrete filled steel tube arch bridge construction digital twinning system based on a three-dimensional model, real-time monitoring, data analysis and a visual platform; time sequence data is decomposed into different frequency components through variational mode decomposition (VMD), a bridge construction stage prediction model is established through a long short-term memory network (LSTM), and real-time accurate prediction of the construction progress and state is achieved. And secondly, based on the prediction model and on-site real-time monitoring conditions, an intelligent load adjustment construction control method based on a digital twin system is provided, and high-precision control over automatic load adjustment of cable hoisting and real-time rectification of tower displacement is achieved. The problems that in a traditional monitoring and control method, early warning is not timely, the assembling precision is insufficient, and the arch axis shape control difficulty is large are solved.

The invention provides a tower-free full-arch-width self-adaptive transverse moving cable crane system and method.The system comprises an anchoring foundation and a main cable transverse moving system, the main cable transverse moving system is connected with the anchoring foundation, and the anchoring foundation is arranged on a concrete anchor; the main cable transverse moving system comprises a steel anchor beam, a fixed base, a sliding cable rotating saddle and a dragging system, the two ends of the steel anchor beam are fixedly connected with the fixed base, the steel anchor beam is sleeved with the sliding cable rotating saddle, the sliding cable rotating saddle and the steel anchor beam are in sliding connection, and after sliding to a target position, the sliding cable rotating saddle and the steel anchor beam are connected through a limiting device; the lower end of the fixed base is connected with the anchoring foundation, and the dragging system is arranged below the two ends of the steel anchor beam and connected with the sliding cable rotating saddle. The anchoring foundation is adopted to completely replace a traditional tower structure, the occupied area of the foundation is greatly reduced, and steep terrain limitation is broken through; through the synergistic effect of the sliding cable rotating saddle and the rotating clamping plate, self-adaptive transverse position adjustment and structural stability control of a single system within the full-width range of the arch bridge are achieved.

The application relates to a device and method suitable for precise positioning of steel pull rods of arch feet of steel truss arch bridges, the device comprising a first positioning steel plate and a second positioning steel plate, the length of the steel pull rod in the concrete arch support foundation being L, L being divided into n sections, the first positioning steel plate being arranged at a starting point node, the second positioning steel plate being arranged at intermediate nodes, and a lower bearing plate being arranged at an end point node, a plurality of through holes being arranged on the first positioning steel plate and the second positioning steel plate, the through holes being used for the steel pull rod to pass through, the positions of the first positioning steel plate and the second positioning steel plate being fixed through four coordinates, steel frame structures being arranged between the first positioning steel plate and the second positioning steel plate, adjacent second positioning steel plates, the second positioning steel plates and the lower bearing plate, and the steel frame structures being welded with the first positioning steel plate and the second positioning steel plate. The application can position the steel pull rod, avoid the steel pull rod from being deflected under the dead weight or being deformed under the impact of concrete pouring, and ensure that the long steel pull rod is perpendicular to the upper and lower bearing plates during construction.

The invention relates to a method and device for determining the arch axis of an arch bridge, electronic equipment and a storage medium, and belongs to the technical field of bridge engineering.The method for determining the arch axis of the arch bridge comprises the steps that the main beam axis of a bridge floor in the arch bridge is determined, and the bridge floor of the arch bridge is located on an asymmetric longitudinal section line; determining two arch feet of the arch bridge on a main beam axis based on a preset calculation span in the arch bridge, and constructing a three-dimensional rectangular coordinate system by taking an intersection point of a horizontal line passing through the first arch foot and a central stake mark line of the arch bridge as an origin of coordinates; in the three-dimensional rectangular coordinate system, the centroid of the arch rib is determined based on the origin of the coordinates and the preset rise, curve fitting is conducted on the two arch feet and the centroid of the arch rib, and a projection curve of the arch axis of the arch bridge on the vertical face of the arch bridge and the coordinates of the position relation between the three-dimensional rectangular coordinate system and the arch rib in the three-dimensional rectangular coordinate system are obtained. According to the method, the arch axis of the through type simply supported basket arch bridge with the bridge deck located on the asymmetric longitudinal section line can be determined.

The invention discloses a method for setting and controlling a buckle cable adjustment threshold value in large-span arch bridge hoisting construction, which comprises the following steps of: acquiring construction parameters of a current buckle section, and acquiring a corresponding cable adjustment target value; constructing a structural mechanics finite element model of the target buckle cable based on the construction parameters, and introducing a buckle cable multi-harness nonlinear stress mechanism into the model to calculate upper and lower limit thresholds of cable force in the tensioning process; determining an elevation adjustment threshold according to the target axis, the target elevation, the accumulated deviation and the pre-deformation compensation amount in combination with a geometric linear control model; and generating an environmental influence correction coefficient by utilizing construction environmental parameters, and dynamically correcting the cable force and the elevation threshold value to realize real-time updating of the threshold value in the hoisting process. According to the method, the problems of nonlinearity of multiple wire harnesses of the large-span arch bridge buckle cable, high linear sensitivity of the arch rib, remarkable environmental influence and the like are solved, high-precision cooperation of cable force control and linear control is realized, and the safety, controllability and construction efficiency of hoisting construction are improved.

The invention discloses an arch bridge tensioning method and system based on a physical constraint space-time diagram attention network, and the method comprises the steps: constructing a dynamic topological graph of an arch bridge cantilever construction structure, taking a structure initial state parameter, a control force system parameter and a real-time environment parameter as node input features, and taking a structure state response parameter as an output label, generating a training data set based on finite element model simulation; designing a deep learning network model combined with space diagram attention and time sequence causal convolution, and modeling a space-time dependency relationship; defining a mixed loss function of the data fidelity item and the physical residual loss item of the structural mechanical control equation; and training the model through a back propagation algorithm and deploying the model to a field decision control system. According to the method, through graph structure abstraction, spatio-temporal joint modeling and physical constraint embedding, multi-source monitoring data driven structure state online prediction and tension control strategy intelligent optimization are achieved.

The invention discloses an extreme environment-oriented bulk cargo unloading robot autonomous collaborative operation method and system. According to the method, Uyuan muon detection units are arranged in an unloading area and on a robot body, the three-dimensional density of a bulk cargo pile and an arch bridge probability voxel field are obtained, cross-modal registration fusion is carried out in combination with charge level geometry and motion data collected by an arm-loaded or vehicle-mounted FMCW millimeter wave radar, and bulk cargo internal state tensors F (x, y, z, t) and a gradient field F thereof are constructed. And the system generates a multi-robot partition and operation sequence according to the real-time calculation result of the unloading potential field U, and automatic unloading, arch breaking and conveying operation are achieved. And when the dust, charge or gas concentration exceeds the limit, the low-energy cooperative mode is automatically switched, the state tensor and the potential field are dynamically updated through the operation receipt, and efficient and safe unloading cooperative control under the extreme environment is achieved.

The invention relates to a mechanical analysis method for an extreme load of a concrete-filled steel tube arch bridge, which belongs to the field of engineering and structural mechanical analysis of the concrete-filled steel tube arch bridge, and comprises the following steps of: mapping a geometric model of the concrete-filled steel tube arch bridge to a high-dimensional super-bending space, and establishing a geometric model of an initial high-dimensional super-bending space; and in combination with finite element discretization and multi-physics field coupling analysis, a multi-physics field coupling analysis model is obtained. In combination with the damage degree evolution model, the damage degree is calculated in real time, and a model after real-time damage state calculation is formed; in combination with collected real-time monitoring data, predicting a damage evolution trend through an artificial intelligence model to obtain a model after damage evolution trend prediction; and constructing a multi-target repair optimization function, generating an optimal repair parameter combination of the concrete-filled steel tube bridge by adopting a particle swarm optimization algorithm, carrying out ultimate bearing capacity analysis and safety evaluation, and outputting a structural performance index. The method can prolong the service life and improve the performance of the concrete-filled steel tube arch bridge.

The invention discloses a cable assembly corrugated steel arch bridge and a construction method thereof.The arch bridge comprises foundations on the two sides and a corrugated steel arch shell structure arranged between the foundations in a spanning mode, a corrugated steel arch shell is composed of at least two corrugated steel arch rings arranged in the bridge width direction, and each corrugated steel arch ring is composed of a plurality of corrugated steel arch plates which are sequentially spliced in the arch direction; each corrugated steel arch plate comprises connecting side plates on the periphery and a steel corrugated plate located in the connecting side plates, a plurality of transverse connecting components are arranged on the steel corrugated plate in the width direction, and the transverse connecting components are fixed to the steel corrugated plate and extend out of the connecting side plates in the bridge width direction, so that the transverse connecting components of the adjacent corrugated steel arch rings are connected in the bridge width direction; and an integral corrugated steel arch shell structure is formed. According to the construction method, the supporting towers are arranged on the two sides of the valley, the valley-spanning main cable is tensioned, the end arch sections and the middle-span arch plates are hoisted in a blocking mode in cooperation with the cable-stayed maintaining system, symmetrical assembling is conducted, and the construction method is suitable for rapid construction of the deep valley corrugated steel arch bridge with the complex terrain.

The utility model relates to the field of arch bridge construction, in particular to an ultra-wide steel box tied arch bridge arch temporary combination supporting structure which comprises an arch rib, a beam body and a plurality of transversely-arranged supporting units. The supporting unit is located between the arch rib and the beam body and comprises a plurality of supporting assemblies, each supporting assembly comprises two supporting rods, the tops of the two supporting rods are fixedly connected with clamping supporting parts, the arch rib is located at the tops of the supporting rods, and the two clamping supporting parts are located on the left side and the right side of the arch rib respectively. The left side face and the right side face of the arch rib are fixedly connected with the two clamping supporting parts respectively. According to the scheme, the arch rib is supported by the two rows of supporting rods, the supporting stability of the temporary combined supporting structure is improved, and it is guaranteed that the arch rib has enough rigidity and stability.

The invention relates to the technical field of bridge engineering, in particular to a bridge creep deformation prediction and control method, which comprises the following steps: establishing a bridge structure finite element model; determining key section positions of the upper and lower edges of the bridge structure, and installing stress test elements at the key section positions; monitoring and recording the stress change of the upper and lower edges of the key section position in real time in the construction process; parameters in the finite element model are adjusted according to actually measured stress data, so that the error between the stress difference between the upper edge and the lower edge of the finite element model and an actually measured value is controlled within 1.0 MPa; generating a prediction result by using the corrected finite element model, wherein the prediction result comprises the creep deformation amount and the creep deformation direction of the bridge structure in the later period; and reserving a fastener adjustment space according to a prediction result. The scheme is used for solving the defect that in the prior art, the later creep deformation of a large-span beam arch bridge is difficult to accurately predict, and high-precision prediction of the later creep deformation of a bridge structure and dynamic parameter optimization and adjustment in the construction stage are achieved.

The invention relates to the field of highway steel arch bridge folding construction, in particular to a steel truss basket arch bridge cantilever sectional folding construction method which is easy and convenient to construct and reliable in folding butt joint port alignment. The steel truss basket arch bridge cantilever segmented closure construction method is characterized by comprising the six steps of closure segment manufacturing, closure segment pre-assembly, closure segment measurement, closure segment installation and inspection, closure segment installation segment segmentation and inspection and acceptance. According to the construction method for sectional closure of the cantilevers of the steel truss basket arch bridge, closure in a stress-free state is achieved by controlling closure precision, and rod pieces are not subjected to forced force; high-strength bolt connection is adopted, automatic or semi-automatic welding is adopted, the welding stability is guaranteed, and the connection quality is effectively improved; and after closure and system conversion are completed, final measurement is carried out on a finished bridge line shape to ensure that design requirements are met.

The utility model provides a fixing device of a cast-in-place arch bridge formwork, relates to a building construction fixing and supporting technology, and particularly discloses a supporting seat used for supporting a steel formwork and a base installed on a supporting platform, a hinge piece connected with the base in a rotating mode is installed on the supporting seat, and an inclined supporting frame used for supporting the supporting seat is arranged on the base. The side wall, opposite to the steel formwork, of the supporting base is provided with a supporting structure matched with the supporting base in a self-adaptive mode. The supporting seat can rotate by 0-180 degrees on the base under the cooperation of the hinge piece, so that the lower end steel template is supported at different angles; the inclined supporting frame, the base and the supporting seat form a relatively stable triangular structure, so that the supporting effect of the structure on the steel formwork is improved, and the problems of collapse and the like are avoided; the supporting structure can deflect by a certain angle on the supporting seat, so that the supporting structure is self-adaptive to the steel formwork, a gap between the supporting seat and the steel formwork can be reduced, the supporting seat and the steel formwork are attached more tightly, and the steel formwork is supported more stably.

The utility model belongs to the field of arch bridges, and discloses a tied-arch bridge which comprises a main span beam, side span beams and arch ribs. The main span beams extend in the bridge direction and bear vehicle loads and the weight of a bridge deck system. The side span beams are connected to the two ends of the main span beam in the bridge direction and can guide transmission of bridge deck loads, release the bending moment of the main span beam and reduce the rotating angle of the main span beam. The arch rib comprises a main arch rib and an auxiliary arch rib, the main arch rib is bent upwards, arch feet at the two ends of the main arch rib are connected to the two bridge-direction ends of the main span beam respectively, the arch foot at one end of the auxiliary arch rib is connected to the bridge-direction end of the side span beam, the arch foot at the other end of the auxiliary arch rib is connected to the main arch rib, and the main arch rib, the auxiliary arch rib and the side span beam define a triangular structure. By means of the geometric stability principle of a triangle, the corner displacement of the bridge end of the tied-arch bridge is effectively restrained, and the smoothness and comfort of driving on the bridge are improved. The structure can also reduce the destructive effect of the bending moment on the side span beam on the main span beam, and the overall durability and safety of the bridge are further enhanced.

This application relates to the technical field of arch bridge repair construction, and in particular to a method for concrete pouring in a confined space, comprising the following steps: S1, construction preparation; S1.1, transporting the pouring equipment to the pouring location; S1.2, providing formwork support; S1.3, opening pouring holes in the formwork and installing pouring pipes; S1.4, opening an overflow hole at the highest point of the pouring location; S2, pouring; S2.1, connecting the pouring equipment and the pouring pipes, and using the pouring equipment to deliver concrete into the pouring pipes; S2.2, observing whether grout is flowing from the overflow hole. If grout is flowing, observe whether the hole is full. If the hole is full, stop pouring and seal the overflow hole. This application, through the design of the overflow hole, makes it more intuitive to fill the gap between the arch corrugated steel plate and the arch web with concrete, reduces voids between the arch corrugated steel plate and the arch web, and enhances the reinforcement of the arch bridge by the arch corrugated steel plate.

The utility model discloses a large-span bridge-floor-free simply-supported tied arch bridge which comprises bridge piers, a first main arch and a second main arch. The first main arch and the second main arch are arranged on the two sides of the arch bridge. The bridge piers are arranged at the two ends of the first main arch and the two ends of the second main arch and connected with the first main arch and the second main arch through supports. The first main arch and the second main arch are each of a four-steel-pipe truss type structure. A first wind brace and a second wind brace are fixedly arranged between the first main arch and the second main arch, straining beams are arranged on the two sides of the arch bridge in the length direction, and a cross beam is arranged between the straining beams on the two sides of the arch bridge and used for bearing a coal conveying pipe belt machine. And suspenders are respectively arranged between the straining beam and the first main arch and between the straining beam and the second main arch. The steel consumption of the large-span arch bridge is reduced, the four-steel-pipe truss type main arch is adopted, the rise of the main arch is reduced, and the transverse stability of the structure is improved; and the suspender tensioning procedure is simplified, and the construction difficulty is reduced.

The invention relates to an integrated dismantling method and system for an arched beam of a tied-arch bridge and a storage medium, and the method comprises the following steps: arranging a temporary supporting structure under the tied-arch bridge, and carrying out consolidation treatment on a support of the tied-arch bridge; demolition operation is carried out on the bridge deck system structure of the arch bridge in sequence; an arched girder and a stiffening girder of the main bridge are divided into a plurality of large sections in the longitudinal bridge direction, and the large sections are sequentially subjected to arched girder integrated dismantling operation; and dismantling the residual components of the arch bridge so as to complete dismantling of the arched beam of the tied-arch bridge.

The invention discloses a multipurpose curved and straight rescue ladder which comprises square-shaped units and fixing seats, the square-shaped units are laterally and rotatably connected to form a long-strip-shaped structure, the two ends of the long-strip-shaped structure are rotatably connected with the fixing seats, the fixing seats are used for being connected with the ground or objects to be fixed, and the long-strip-shaped structure extends to form a plane shape. Or extruding into an arch bridge shape. According to requirements of use scenes, quick conversion from a straight ladder to an arched ladder can be realized, so that the use requirements in complex rescue scenes such as wall crossing, river crossing, flame pit crossing, corrosive gas and liquid deposition areas and other disaster environments can be met, positive response and quick unfolding arrangement can be realized, and the practicability and convenience are greatly improved.

The utility model discloses a through netlike inhaul cable large-span arch bridge design and construction device which comprises a bridge floor, arch ribs and air cylinders, the arch ribs are arranged on the bridge floor in a bilateral symmetry mode, straining beams are correspondingly arranged on the left side and the right side of the bridge floor, a plurality of inhaul cables are arranged between the straining beams and the arch ribs, the inhaul cables are crossed to form a netlike structure, and the air cylinders are detachably arranged on the tops of the straining beams. The driving end of the air cylinder is connected with the bottom of the inhaul cable which is telescopic through the air cylinder. A plurality of air cylinders are installed at the top end of the straining beam, the air cylinders are connected with the tail ends of the inhaul cables to stretch out and draw back the inhaul cables, the inhaul cables stretch out and draw back to adjust pulling force between the arch rib and the straining beam, a better stable structure is achieved, and installation is convenient and fast. The fixed seat of the cylinder is detachably combined, so that the maintenance, assembly and disassembly are convenient, and daily maintenance is convenient; end cross beams are arranged at the front end and the rear end of the bridge floor, cross-shaped cross beams and longitudinal beams are arranged in the middle, and orthogonal special-shaped plates are poured, so that the bridge floor is stable and does not need to be supported by bridge piers; the device is novel in structure, high in practicability and suitable for popularization.

The invention discloses a method for drawing a bottom surface disease distribution diagram of a main arch ring of a two-way curved arch bridge. According to the method, arch rib and arch wave numbers, an arch rib local coordinate system, an arch wave local coordinate system, a disease position recording standard, an overall coordinate system, an arch rib disease position description standard, an arch wave disease position description standard and a disease pattern drawing standard are included. On one hand, a set of independent local coordinate system based on a horizontal projection plane is established for each arch rib and arch wave of the main arch ring of the two-way curved arch bridge, on the other hand, a three-dimensional curved surface is expanded into a two-dimensional curved surface along the bridge direction and the transverse bridge direction, and an overall coordinate system reflecting the actual size of the main arch ring is established; local disease coordinates are reflected in the actual position of the main arch ring of the two-way curved arch bridge through coordinate conversion, and accurate disease drawing of the complex three-dimensional curved surface of the main arch ring of the two-way curved arch bridge is achieved.

This invention discloses a rapid construction method for installing crossbeams between ribs of a concrete arch bridge, comprising the following steps: S1, prefabricating crossbeams for structural support between two arch ribs of the arch bridge, wherein each arch rib has an installation position for the crossbeam, a first joint reinforcement extending from the installation position, and a second joint reinforcement extending from the beam end of the corresponding crossbeam; S2, installing a support device between the two arch ribs for temporary support; S3, installing a position adjustment device between the two arch ribs to assist in moving and stabilizing the crossbeam to the installation position; S4, hoisting the crossbeam to the installation position, welding the first and second joint reinforcements, and pouring concrete at the joint reinforcement positions to complete the connection between the prefabricated crossbeam and the two arch ribs; this invention solves the technical problem of slow construction progress and long construction period caused by the on-site casting method for crossbeams between arch ribs.

The utility model discloses a cable bent tower suitable for dismantling an old arch bridge with structural damage through a cable-stayed buckling method, and belongs to the field of cable bent towers, the cable bent tower comprises two groups of tower frame mechanisms, the two tower frame mechanisms are fixedly connected through a transverse link, each tower frame mechanism comprises a standard knot, and the surface of each standard knot is fixedly connected with a cross beam; through cooperative use of all the devices, the device is simple in structure and convenient to operate, the base, the standard section and the buckling section mechanism are adopted, transverse connection is added at the corresponding height, the sections are connected through flange plates, the requirement for the bearing capacity performance of the inhaul cable in the cable-stayed buckling system is met, meanwhile, rapid assembly and disassembly can be carried out, and the construction cost is reduced. The base, the standard knot, the buckling and hanging knot mechanism, the cross beam and the transverse link are prefabricated in a steel structure processing factory, and the processing precision and quality of the steel structure are higher than those of field processing.

The invention discloses a buffeting load multi-point synchronous measurement device and method for a large-span arch bridge wind tunnel test. The device comprises a base, a wind direction angle adjusting mechanism, an arch bridge truss model, a model supporting system and a multi-channel synchronous data acquisition system. The arch bridge truss model comprises at least two test segments embedded with six-component balances, the six-component balances are located in the geometric centers of the segments and fixedly connected with the main framework through rigid force transmission structures, and gaps are formed between the adjacent segments; the wind direction angle adjusting mechanism rotates around a vertical shaft, and the model supporting system is matched with the wind attack angle adjusting mechanism through a supporting stand column to achieve overall pitching of the arch bridge truss model so as to adjust the wind attack angle of the arch bridge truss model. And the multi-channel synchronous data acquisition system synchronously acquires time history signals of the three-dimensional aerodynamic force borne by each test section. According to the invention, double-degree-of-freedom independent adjustment, multi-point synchronous force measurement and load field reconstruction can be realized, the method is suitable for arch ribs with different curvatures, and meanwhile, the buffeting load identification precision of the large-span arch bridge can be remarkably improved.

This invention provides an installation structure and construction method for a large-angle steel-concrete composite section of a steel arch bridge, relating to the technical field of arch rib construction structures for steel arch bridges. The structure includes an arch seat structure, a support assembly, a steel-concrete composite structure, and a lifting structure. The lifting structure is connected to the steel-concrete composite structure and is used to lift the steel-concrete composite structure and move it along the support assembly. The support assembly is located on the side of the arch seat structure and is used to adjust the steel-concrete composite structure to connect it to the arch seat structure. This invention alleviates the technical problems existing in the prior art, such as the large installation angle of the steel-concrete composite section and the presence of pre-embedded prestressed steel strands, resulting in insufficient operating space inside the steel-concrete composite section, and the difficulty of inserting prestressed steel strands at a large angle.

This invention belongs to the field of arch rib loading test technology, specifically a multi-point synchronous multi-condition loading test device and method for steel-concrete composite arch ribs, including a tie beam, a fixed base, a reaction frame, and a loading component. The loading component includes a reaction beam, which is fixedly connected to the reaction frame. A load sensor and a bidirectional jack are sequentially installed on the lower side of the reaction beam. An enclosure is provided below the bidirectional jack. An enclosure hole is opened inside the enclosure. The enclosure hole is inclined, and the arch specimen passes through the enclosure hole. During the experiment, the arch specimen is sequentially passed through the enclosure holes of each enclosure. The loading component at each position can be controlled by extending or shortening the bidirectional jack, and pressure, tension, or alternating load is applied to the arch specimen using the enclosure, realizing multi-point synchronous and multi-condition loading tests, fully simulating real arch bridge application scenarios.

The application provides a structure multi-form swivel construction error elimination method, belongs to the field of bridge construction error control, and is used for solving the problems that the structure multi-form swivel construction error elimination method in the related art has single-link optimization, poor adaptability, weak cooperation and cannot meet the accurate error control of beam bridges, arch bridges and cable-stayed bridges in horizontal swivel, vertical swivel and combined swivel. The method first identifies the bridge type and the swivel form, constructs a full-link framework containing multiple units and cross-layer cooperation, generates an adaptive physical field module and anti-noise processes data, dynamically optimizes pre-correction instructions after multi-agent stage prediction, and forms a closed loop through sensitivity-driven iterative optimization. The method can realize accurate error control of multi-form swivel, and improve adaptability and cooperation.

The utility model relates to a tower crane foundation, belongs to the technical field of bridge construction tower cranes, and particularly relates to a tower crane foundation mounted on an arch bridge, which comprises a platform support and a foundation platform fixedly mounted on the surface of the platform support, and further comprises a connecting component. The tower crane foundation is fixedly mounted on the surface of the foundation platform; the tower crane foundation supporting leg has the advantages that safety of high-altitude operation is guaranteed, construction efficiency is improved, and the problems that an existing construction method cannot be suitable for high-altitude operation environments such as arch bridges and the like, and if the tower crane foundation supporting leg is directly installed on an arch, levelness and perpendicularity are difficult to adjust, the number of welding seams is large, and welding deformation is not easy to control are solved.

The present application relates to a kind of construction methods of long-span steel pipe concrete arch bridge, comprising the following steps: temporary support erection, arch foot formwork support erection, tie beam construction, steel pipe arch splicing auxiliary device installation, suspender construction.The beneficial effects of the present application are: arranging integral type inclined support quick connection in temporary support system, improving construction efficiency, and meeting the requirements of strength, stiffness and stability;Establishing cast-in-place tie beam support system in navigable water area, tie beam support uses steel pipe pile as temporary pier of temporary support, section steel, bailey beam as distribution load-bearing component, and has reserved navigation hole, improves overall construction safety;By lengthening steel pipe pile, erecting arch rib installation support, meeting the requirements of strength, stiffness and stability, and adding air splicing auxiliary device on arch rib support, effectively improving the speed and accuracy of arch rib air installation;Using suspender auxiliary jig to install suspender, improves the construction quality and construction efficiency of suspender installation.

The invention discloses a construction method for segmentally cutting and removing arch ribs of a half-through multi-connected arch bridge in a navigable water area, and belongs to the technical field of highway bridges. The method comprises the steps that a zero-stress-state cutting technology system for the H-shaped steel temporary lock catches at the vault is installed, and the H-shaped steel lock catches are used for bearing and gently transferring internal force of the section of the vault in advance before cutting; an arch foot directional collapse auxiliary device is installed, and a guide frame with a guide arc surface is adopted to guide the to-be-dismantled stand column to collapse in the preset direction; an arch foot root vertical back pressure technical system is installed, vertical pressure is applied through a back pressure device, and horizontal thrust of the arch ribs is counteracted in cooperation with the filled profile steel and the pier caps; a temporary opposite-pull device auxiliary dismantling technology system is added to the end of the installed arch rib, and a temporary opposite-pull rod and an anchoring structure for connecting the arch rib and a tie bar are arranged so as to balance structural internal force in the dismantling process. Through the synergistic effect of the four technical systems, safe arch crown cutting, arch springing stability and arch rib force system balance are achieved.