268results about "Arch-type bridge" patented technology

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 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 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 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 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.

The application discloses a three-dimensional posture adjusting system and adjusting method for a large-span arch bridge arch upstand column foot, the system comprises a support deck, a three-way displacement jack mechanism, a displacement adjusting platform and a column foot fixing kit, the system can adjust the translation and rotation in each direction respectively, so that the adjusting process is more refined and efficient. Through the adjustment of the system, the arch upstand column foot can quickly and accurately reach the target posture, and the adjustment accuracy of the bolted arch upstand column bolted column foot is met. The application proposes an accurate adjusting method based on the system, and the specific adjusting method steps are clear. After the adjusting steps are completed according to the requirements, the accurate control of the three-dimensional posture of the arch upstand column foot is completed, repeated adjustment is avoided, the installation and construction efficiency of the large-span arch bridge arch upstand column foot is improved, and the labor and safety management costs are saved.

The invention provides a large-span through type steel box tied arch bridge wide-width steel box girder pushing system and a construction method, which are particularly suitable for construction of a large-span through type steel box tied arch bridge wide-width steel box girder and ensure the pushing stability and safety of a large-span through type steel box tied arch bridge wide-width steel box girder section. The mounting and dismounting efficiency of the steel box girder pushing rear guide beam is improved, the mounting and dismounting time of a pushing temporary buttress system is shortened, the cost is saved, and good economic and social benefits are obtained.

The utility model relates to arch bridge steel beam rectification technical field, concretely is a kind of rectification device for arch bridge steel beam structure construction, including reinforcing bottom plate, the top of this reinforcing bottom plate is provided with first sliding rail, and rectification component is provided on this first sliding rail;The rectification component includes external rectification box, internal rectification box, jack one, jack two and jack three, the external rectification box is slidably arranged on the first sliding rail, the bottom inside of the external rectification box is provided with the second sliding rail perpendicular to the first sliding rail, the internal rectification box is slidably arranged on the second sliding rail, and the bottom inside of the internal rectification box is fixedly set with the jack one, the telescopic end of the jack two is fixed in the external rectification box to drive the external rectification box move along the first sliding rail, the telescopic end of the jack three is fixed on the box body of the internal rectification box to drive the internal rectification box move along the second sliding rail. By installing rectification component, the rectification of steel beam in multiple directions can be carried out.

The utility model relates to the technical field of bridge construction, in particular to a connecting device of a wind-resistant rock anchor and a steel wire rope, a lifting hook is arranged at one end of the steel wire rope, the connecting device comprises a supporting plate used for being connected with the wind-resistant rock anchor and a connecting plate used for being connected with the lifting hook, and a plurality of adjusting pieces are arranged between the supporting plate and the connecting plate. The wind-resistant rock anchor is connected with the supporting plate, the position of the connecting main rod is adjusted according to the distance between the wind-resistant rock anchor and the steel wire rope, then the position of the connecting plate is adjusted, the connecting plate can slide on the adjusting part, the adjusting part is provided with a limiting part, and the limiting part is tightly attached to the connecting plate and used for limiting sliding of the connecting plate. The position of the connecting plate can be fixed through the nut I, the connecting plate is prevented from falling off in the connecting process, meanwhile, the connecting auxiliary rod is arranged between the connecting plate and the supporting plate, and the connecting stability of the connecting device is further enhanced.

The invention discloses a large-span arched girder and main and auxiliary arch cooperated double-layer landscape steel bridge which comprises a steel bridge body, the steel bridge body comprises multiple spans of steel box girders arranged side by side, the two ends of each span of steel box girder are installed on the two banks of a river channel, a motor vehicle lane is arranged in the middle of the steel bridge body, and non-motor vehicle lanes are arranged on the two opposite sides of the steel bridge body; the main arch comprises a plurality of core bearing arched girders, the core bearing arched girders are installed on the upper portion of the steel box girder, the inner arc faces of the core bearing arched girders face the steel box girder, and a plurality of supporting structures are connected between the inner arc faces and the steel box girder; the auxiliary arch comprises two anti-pushing arch beams and a landscape platform, the two anti-pushing arch beams are arranged on the two opposite sides of the main arch respectively, the two ends of the auxiliary arch are installed on the two banks of the river channel, the landscape platform is connected to the arch tops of the two anti-pushing arch beams, the landscape platform is connected to the arch tops of the core bearing arch beams, and sightseeing footpaths are arranged on the anti-pushing arch beams. The large-span landscape bridge solves the problem that landscape, functions and stress are difficult to balance when an existing bridge structure is adopted by a large-span landscape bridge.

The invention discloses a self-balancing arch bridge arch rib segmented pouring formwork system, and relates to the technical field of pouring formworks. The formwork comprises the first formwork body and the second formwork body, the side faces, away from a pouring cavity, of the first formwork body and the second formwork body are each provided with a groove, the first formwork body and the second formwork body are each fixedly provided with a protruding block, the protruding blocks are matched with the grooves, the first formwork body and the second formwork body which are adjacent can be conveniently connected together in a butt joint mode, and connecting assemblies are arranged between the protruding blocks and the grooves. The first formwork and the second formwork which are adjacent are fixedly connected together conveniently, a large number of bolts are not needed for connection and fixation, rapid installation and fixation of the formworks before use and rapid disassembly of the formworks after use are facilitated, manpower is saved, and the construction progress is guaranteed.

The present application belongs to the technical field of arch bridge structure, and particularly relates to a steel-concrete combined arch seat structure suitable for multi-span basket handle arch bridges and a construction method thereof. The present application sets a lower single steel mesh unit, an upper steel mesh unit with a ring, a concrete block inside the framework, and a concrete block outside the framework on the closed ring steel framework unit, so that: 1. The lower single steel mesh unit and the upper steel mesh unit with a ring can select appropriate steel mesh sizes according to the gap between the outer contour size of the arch seat and the size of the closed ring steel framework unit, so as to ensure that even the relatively large concrete block outside the framework still has sufficient steel structure support and reinforcement effect; 2. The upper steel mesh unit with a ring and the closed ring steel framework unit can be used together to reinforce and install the arch rib pipe, so as to ensure that the arch rib pipe has sufficient structural stability on the arch seat.

The application discloses a temporary cross bracing device for an inner-inclined arch bridge and a construction method, and belongs to the technical field of bridge construction. The device comprises chord bars arranged side by side, a plurality of web bars arranged between the two chord bars, a movable end assembly arranged at one end of the two chord bars, the movable end assembly comprising a movable end mounting plate, square steel pipes arranged side by side in the middle of the movable end mounting plate, one end of the square steel pipes being fixed to the movable end mounting plate, two rectangular slides arranged in the end part of the chord bar, the other end of the square steel pipes being slidably connected to the rectangular slides, the square steel pipes and the chord bar not being relatively rotated, fixed plates symmetrically arranged on the end part of the chord bar, one end of the fixed plates being fixed to the end part of the chord bar, the other end of the fixed plates extending to the outside of the chord bar, and jacks arranged between the fixed plates and the movable end mounting plate. The technical scheme is used to simplify the supporting steps of the arch rib and improve the construction efficiency.

The utility model discloses a beam-arch combined system arch bridge self-adaptive to suspender force, which comprises a main beam at the lower part of a bridge deck, the main beam is a combined structure in which a main longitudinal beam, a secondary longitudinal beam and a cross beam are jointly stressed, the main longitudinal beam is of a box-shaped structure and is arranged on two sides of the cross beam, and a web plate of the cross beam is fixedly connected with the main longitudinal beam. The secondary longitudinal beams are generally and fixedly arranged on the two sides of the middle of the bottom face of the cross beam in the bridge direction, lower arch ribs and upper arch ribs are symmetrically arranged between the two sides of the main beam, truss web members are continuously and fixedly arranged between the lower arch ribs and the upper arch ribs, and the symmetrical lower arch ribs and the symmetrical upper arch ribs are fixedly connected through arch rib cross braces; and vertical suspenders are uniformly distributed between the lower arch rib and the main beam. The utility model aims to provide the beam-arch combined system arch bridge which does not need secondary adjustment of suspender force and is self-adaptive to the suspender force.

The application provides a prestressed construction column structure suitable for reinforcing a stone arch bridge pier body, comprising a plurality of reinforced concrete construction columns arranged in the interior of the pier body, each direction construction column is connected into a whole through a corbel structure and a tie beam structure, and prestressed beam structures are arranged in the interior of each construction column; the prestressed beam structures extend upward to the top of the corbel structure and extend downward to the bearing platform, thereby applying prestress to the construction column; a longitudinal reinforced concrete corbel connects the construction columns into a whole along the longitudinal direction of the bridge, and the both ends thereof form cantilevers; a transverse reinforced concrete corbel connects the construction columns into a whole along the transverse direction of the bridge, and the both ends thereof are flush with the edges of the construction columns. The prestressed construction column structure can reinforce the stone arch bridge pier body, improve the shearing strength of the pier body, avoid the adverse effect of the strong horizontal force formed by water flow on the root of the pier body under the action of water flow, enhance the integrity of the stone arch bridge, and improve the bearing capacity of the stone arch bridge.

The present application relates to a kind of cast-in-place reinforced concrete slab arch bridge's arch foot longitudinal cracking prevention method, belong to civil engineering design and construction technical field.The cast-in-place reinforced concrete slab arch bridge includes at least one main arch unit, each main arch unit includes main arch and main arch support structure, including the following steps: step 1: the construction of main arch support structure, support and bottom die and the installation of reinforcement are completed;Step 2: the construction of single main arch unit is completed;Wherein, post-cast strip is set between the end of each arch segment near arch foot and corresponding arch foot;Step 3: repeat step 2 until the construction of all main arch unit is completed;Step 4: remove the support of all main arch unit, and the construction of arch building and bridge deck system is completed, to obtain cast-in-place reinforced concrete slab arch bridge.The present application can effectively avoid the arch foot longitudinal cracking of cast-in-place reinforced concrete slab arch bridge, improve the durability of bridge.

The invention discloses a device for balancing steel arch rib installation horizontal force and a using method, and relates to the technical field of steel arch rib installment, the device comprises a device body and a steel arch rib section, an auxiliary mechanism is arranged on the device body, the auxiliary mechanism comprises two auxiliary shells, electric push rods are installed on the opposite sides of the two auxiliary shells correspondingly, and the electric push rods are connected with the device body. The interior of each auxiliary shell is movably connected with an L-shaped plate in a sleeved mode, and rectangular holes are formed in the opposite sides of the two L-shaped plates. By arranging the auxiliary mechanism, the device for balancing the installation horizontal force of the steel arch rib can be cushioned and fixed after completing height adjustment, so that the situation that the device which is adjusted in place cannot maintain a stable supporting state due to insufficient pressure or unstable fluctuation of a hydraulic system is avoided; in this way, reliable stress support can be provided for the steel arch rib, the safety risks of deviation, instability and falling of the steel arch rib can be effectively avoided, and the using effect of the device for balancing the installation horizontal force of the steel arch rib is improved.

This invention discloses a monitoring method and system for a cable-stayed suspension system based on multi-source fusion sensing. The method includes: deploying multiple sensors at key nodes of the cable-stayed suspension system to acquire multi-source sampling data of the key nodes; aligning the multi-source sampling data of all key nodes in the time dimension through a phase coupling scheduling function to generate an equiphase surface sampling set for each key node; calculating the node transition density of each key node based on the equiphase surface sampling set, and performing scale normalization on the equiphase surface sampling set to generate a new equiphase surface sampling set, which is then merged with the node transition density to form the node state of the corresponding key node; combining the node states of all key nodes into a network-wide state vector, and mapping the network-wide state vector to the overall offset prediction value of all key nodes through a weight vector, and determining the health status of the cable-stayed suspension system.