491results about "Arch-type bridge" patented technology

The invention relates to an intelligent pushing monitoring system for a steel grid beam, and the system is characterized in that a data processing module constructs a processing system covering a data collection-washing-storage full link, and provides a high-confidence data base for an intelligent deviation rectification module; through synchronous monitoring of steel grid beam pushing distance, attitude parameters, guide beam front end elevation, temporary pier settlement and transverse and longitudinal corners by the geometric monitoring module, and through combination of data acquisition of stress deformation of key components by the structure monitoring module, omnibearing real-time monitoring of spatial geometric parameters and mechanical states in a construction process is realized. The intelligent deviation rectifying module receives the preprocessed geometric monitoring parameters in real time, automatically generates a jack stroke adjusting instruction and directly issues and executes the jack stroke adjusting instruction, one-key adjustment is achieved, the defects of operation delay and deviation rectifying discontinuity caused by manual calculation and segmented adjustment are overcome, the pushing synchronism control precision is effectively improved, and the working efficiency is improved. The stress balance of the beam body in the pushing process is guaranteed from the system level, and the safety risk is reduced.

The invention discloses a high-efficiency cable intelligent control method and system for a steel box truss arch bridge, and the method comprises the steps: 101, sampling the tensioning force of all cables according to a preset sampling period, generating the tension time sequence data of all cables, dividing the tension time sequence data of each cable into a plurality of main windows, each main window is divided into a plurality of sub-windows; 102, sub-windows in each main window are divided into static state sub-windows and dynamic state sub-windows, and the main windows with the number of the dynamic state sub-windows exceeding a dynamic number threshold value serve as dynamic section main windows; and step 103, judging whether each dynamic state sub-window in the dynamic section main window has cable drift or not, and if the cable drift occurs, adjusting the cable.

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 provides a construction method of a prefabricated concrete member temporary support-to-permanent bearing system, which comprises the following steps of: prefabricating a concrete member in a factory according to the curvature of an arc-shaped arch plate, and reserving a rectangular bearing groove at the top; the prefabricated part is hoisted to the designed position, and lateral clamping constraint is formed through a lower fixing device; steel pipe secondary ridges are installed in the bearing grooves, a matched comb plate formwork is laid on the steel pipe secondary ridges, and the bottom face of the comb plate formwork is attached to the top face of the prefabricated part; pouring concrete around the upper and lower chord plates and the prefabricated parts layer by layer to enable the prefabricated cast-in-place structure to form a whole; the auxiliary support is gradually dismantled along with concrete strength increase, and load transfer to the prefabricated part is completed; and the steel pipe secondary edges and the comb plate formworks are dismantled, the bearing grooves are filled, and a continuous stress section is formed. The problems of eccentric load bearing and structural integrity are solved, the method is suitable for the scene that upper and lower chord plates of the arc-shaped arch slab and prefabricated parts are integrally poured, and the construction efficiency and the structural safety 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 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 discloses an assembly type arch foot installation structure of a concrete filled steel tube arch bridge, which comprises a steel arch seat and an arch foot section installed on the steel arch seat, the steel arch seat is installed on a foundation, and a steel main beam is installed on the foundation; wherein the steel skewback is provided with a mounting surface perpendicular to the length direction of the arch foot section, a positioning structure is arranged on the mounting surface, the arch foot section is obliquely arranged, and the lower end of the arch foot section is fixedly connected with the positioning structure and the steel skewback respectively; a stay cable mounting seat is further arranged on the steel arch seat and connected with the arch foot section through a stay cable, so that the arch foot section is subjected to tension in the direction close to the steel arch seat, a support is arranged on the side, close to the arch foot section, of the steel arch seat and connected with the steel arch seat, the lower end of the support abuts against the steel main beam, and the upper end of the support abuts against the lower side of the arch foot section. And the arch foot section is subjected to upward supporting force. The utility model has the advantages of simple structure and assembly construction, improves the construction efficiency, reduces the construction difficulty and shortens the construction period.

The invention provides a construction method for different-position assembling, overall transporting and overall lifting of arch ribs, and belongs to the technical field of bridge construction, and the method comprises the following steps: erecting an assembling bracket, mounting a sliding rail, assembling the arch ribs to be closed, tensioning a temporary tie bar, integrally sliding the arch ribs to a ship, integrally floating the arch ribs in place, integrally lifting the arch ribs, and welding arch feet. And converting the system. The main arch is assembled on the land in different positions, and the open space near the bridge site is used as an assembly site, so that the influence on current navigable ships is greatly reduced, and the accuracy and the safety of arch rib assembly are improved.

The invention discloses a deck-type arch bridge deck linear control method and system, and the method comprises the following steps: S100, carrying out the precise measurement of the center coordinates of a column foot of a vertical column through a measuring instrument after the closure of arch ribs, and calculating the blanking length of the vertical column according to the measured data and a displacement influence matrix; and S200, according to the determined stand column blanking length, stand column prefabrication work is carried out, and after stand column construction is completed, bent cap hoisting work is carried out. After hoisting is completed, the coordinates of the top face of the bent cap are measured, and the correction value of the height of the support padstone is calculated; and S300, after construction of the support cushion stone is completed, main beam hoisting is conducted, after hoisting of the main beam is completed, coordinates of the top face of the main beam are measured, and the bridge deck line shape is finely adjusted through a bridge deck pavement layer so that the bridge deck line shape can reach the designed line shape. According to the method, a staged three-time correction strategy is adopted, the influence matrix and the pre-camber distribution model are combined, the arch building structure parameters are adjusted at a time, the bridge deck linear precision is remarkably improved, the construction efficiency is improved, and the period and cost are saved.

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 discloses a large-section special-shaped steel arch rib rapid installation guiding and positioning system and a using method, the system comprises a support and a control cabinet, a guiding and positioning mechanism comprises two guiding frames and two installing bases, rotating shafts are fixed to the front surface and the rear surface of each guiding frame, two sets of cylindrical holes are formed in each installing base in advance, and the two sets of cylindrical holes are connected with the control cabinet. And clamping rods with holes are arranged in one set of cylindrical holes in each mounting base, L-shaped clamping plates are arranged in through holes in the two ends of each clamping rod with the holes, and the outer surface of each rotating rod is movably connected with an auxiliary wheel and a set of limiting pipes in a sleeving mode. The problem that the steel arch rib is damaged due to friction during rapid installation can be solved, the installation speed of the steel arch rib is not affected, and therefore the situation that the engineering quality is affected due to installation error accumulation is avoided.

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.

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 utility model relates to bridge engineering technical field especially a kind of deck structure of suspension chain plate arch bridge and pedestrian suspension chain plate arch bridge, including multiple bridge deck panels and multiple cables, multiple cables are mutually parallel between the, the both ends of cable are anchored on the mountain on both sides respectively, cable body is taut to exert pretension;Multiple bridge deck panels are fixed above cable along cable, multiple bridge deck panels are connected to form an integral whole, single bridge deck panel is fixedly connected with multiple cables simultaneously.Multiple bridge deck panels are erected on cable, to avoid the instability of suspension chain plate arch bridge caused by setting suspension structure;Cable body is taut and exerts pretension and multiple bridge deck panels are connected to form an integral whole, improve the overall rigidity of deck, further improve the ability of suspension chain plate arch bridge to resist lateral load, improve stability, effectively reduce safety risk.

The invention provides a bracket-free arch rib concrete pouring construction method which comprises the following steps: S1, carrying out analogue simulation on a key process before construction, and determining a pre-camber parameter, S2, erecting a tie beam bracket, pouring concrete, installing an arch rib pre-embedded anchor plate, and tensioning a tie beam top and bottom prestressed steel beam, S3, installing a temporary bracket of an arch rib, and erecting an operation platform, S4, symmetrically hoisting arch rib sections, closing of the arch ribs is completed, a second batch of prestressed steel beams are tensioned, and structural stress is stabilized; s5, temporary supports of the arch ribs are dismantled, stress system conversion is achieved, and S6, concrete in the arch ribs is poured in a staged mode, the compactness is ensured, and the problems that a traditional support assembling method has the high requirement for the strength of the arch rib supports and the requirement for the foundation bearing capacity are solved.

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 utility model discloses a steel arch bridge arch rib integral lifting assembly type tower device, and relates to the technical field of bridge construction. The steel arch bridge arch rib integral lifting assembly type tower device comprises a tower footing and an assembly type tower and is characterized in that the tower footing comprises a tower bottom embedded part, the tower bottom embedded part is fixedly connected with a main beam, the embedded part comprises an anchoring steel plate and an anchoring steel bar, and the assembly type tower is assembled by adopting a steel pipe stand column standard sheet assembly, a transverse connection hoisting unit and a tower top distribution beam unit. The assembly type tower further comprises a low-position assembling support and a vertical lifting support, and the low-position assembling support comprises a steel pipe stand column piece assembling unit and a transverse connection hoisting unit. According to the assembled tower device for integrally lifting the arch rib of the steel arch bridge, a traditional method for vertically lifting and erecting a triangular rigid support at the bottom of the arch rib to keep the linear stability of the arch rib is improved, a steel anchor box is erected on a tower top platform of the assembled tower, and the linear stability of the arch rib is kept through a temporary cable-stayed buckle cable device.

The present application relates to a kind of no thrust arch bridge arch foot pre-embedded construction method, comprising the following steps: bearing platform leveling pad construction, ground foot frame field fixation, ground foot pad construction, fixed end field installation, inclined brace fixed frame field installation, bearing platform pre-embedded pad construction, pre-embedded arch rib hoisting construction.The beneficial effects of the present application are: ground foot frame, ground foot pad can be applied to the installation of all arch foot embedded parts, avoiding the process of separately making various types of support;Using the pre-embedded mode of ground foot frame, fixed end and fixed frame to replace pre-embedded support improves the installation accuracy of embedded parts;Three-layer pad pouring method is used to embed and fix ground foot frame, fixed end and fixed frame, improving the stability during installation of embedded parts;Arch rib high-lift frame and arch rib tripod can be dismantled and recycled.

The invention relates to the technical field of arch bridge construction, and discloses a cable hoisting system profile steel tower mounting construction method which comprises the following steps: S1, adopting H-shaped steel as a tower stand column, and bolting the H-shaped steel through a gusset plate and a high-strength bolt; and S2, the tower stand columns are assembled in a different-position mode, the standard sections and the non-standard sections are combined, so that the flange connecting faces of the adjacent stand column sections are not located on the same horizontal plane, and the height difference is formed. H-shaped steel is adopted as a tower stand column, lattice type transverse connection and inclined connection are formed through channel steel and angle steel, a space lattice type bearing system is formed, the structural rigidity is large, the overall stability is good, the core innovation is that the dislocation splicing technology is adopted, and the standard sections and the non-standard sections with different lengths are combined, so that the space lattice type bearing system is formed. And the flange connecting surfaces of the adjacent stand columns naturally form height difference, so that the weak anti-shearing link caused by the fact that all flanges of a traditional tower are located on the same horizontal plane is eliminated, and the overall anti-shearing capacity, safety and reliability of the tower 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 present disclosure provides a rear-anchored V-shaped pier of a steel structure of a three-legged star-shaped pedestrian landscape bridge and a construction method. The rear-anchored V-shaped pier of a steel structure of a three-legged star-shaped pedestrian landscape bridge is applied to a main bridge arch that includes three arch legs connected into a star shape having three legs, and includes a deck-type arch-footed V-shaped pier, where the deck-type arch-footed V-shaped pier is disposed at a rear end of each arch leg. The deck-type arch-footed V-shaped pier has a top connected to the arch leg and a bottom hinged with a pile foundation of a bearing platform pre-poured on a construction ground. A tie rod is connected between the rear end of the arch leg and the pile foundation of the bearing platform, and an anchor cable tensioning structure configured to tension the tie rod is disposed on the pile foundation of the bearing platform. The present disclosure meets requirements for mounting a large-span bridge arch on a soft soil foundation, and implements mounting effect of the large-span bridge arch.

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 invention relates to a main bridge arch rib hoisting method and a main bridge pushing method in a narrow terrain, and the main bridge arch rib hoisting method comprises the following steps: splicing steel box girders of a main bridge, splicing arch ribs on the steel box girders in a hoisting manner, and placing and fixing the main bridge, piers and guide piers of the main bridge formed by hoisting the arch ribs by adopting a pushing method; the main bridge has the beneficial effects that in the terrain with a particularly narrow construction site, the main bridge is spliced, the arch ribs on the main bridge are hoisted and spliced, and in a hoisting mode, the arch ribs are hoisted and spliced through a steam hoist in a limited space, so that the construction efficiency can be remarkably improved, the construction cost can be reduced, and meanwhile, the construction quality is ensured.

The invention relates to the field of bridge construction, in particular to a flying swallow type arch bridge arched beam combination area structure and a design method thereof.The flying swallow type arch bridge arched beam combination area structure comprises a main beam connecting section, a side arch rib is connected to the lower portion of the main beam connecting section, a groove is formed in the face, facing the main beam connecting section, of the side arch rib, and the side arch rib is connected with the main beam connecting section through the groove; the surfaces, facing the grooves, of the main beam connecting sections are all provided with shearing force connecting pieces, the main beam connecting sections are steel structural pieces, the side arch ribs are of concrete structures, the side arch ribs are arranged to be of the concrete structures, the concrete side arch ribs do not need to be designed into the steel structures and do not need to be ballasted within the range of the arched beam combination area, and the construction efficiency is improved; and the side arch ribs and the main beam connecting sections are connected through the shearing force connecting pieces, so that the force transmission path of the whole arched beam combining area is clearer, the force transmission reliability is improved, and the situation that the arch bridge structure is unstable in stress is reduced.

The invention relates to the technical field of bridges, in particular to a bridge ballasting area load concentration regulation and control technology, a bridge ballasting load concentration regulation and control structure comprises a side span steel box arch and further comprises a hollow sealing body arranged in the side span steel box arch, and the hollow sealing body is arranged close to one end, close to a column pier support, of the side span steel box arch. The at least two hollow sealing bodies are distributed at intervals along the arch axis direction of the side span steel box arch; and the ballasting concrete is filled between the side span steel box arch and the hollow sealing body. The technical problems that in the prior art, box chambers of a side span steel box arch are directly filled with too much ballasting concrete, too large arch foot hogging moment and midspan sagging moment are likely to be caused, and a steel structure is likely to bend out of a plane can be solved; or the problems that the ballasting efficiency of ballasting concrete close to an arch foot is low, and the ballasting effect needs to be accurately regulated and controlled 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.

This invention relates to a construction device and method for low-level closure of an arc-shaped arch rib. The arc-shaped arch rib construction device includes: an arch rib support, which includes multiple guide support devices spaced apart along the arch axis; a traction device for pulling arch rib segments, the traction device being supported above the guide support devices; and a driving device connected to the traction device, the driving device being able to pull the arch rib segments to move along the arch axis. During construction, no additional tower structure is required, resulting in lower construction costs. Furthermore, the guide support devices restrict the movement direction of the arch rib segments, ensuring their displacement trajectory and eliminating the need for external adjustment of the arch rib segments' movement direction, thus reducing construction difficulty.