301 results about "Composite girder" patented technology

The invention provides a large-span corrugated steel web composite beam and a construction method thereof. The composite beam adopts section prefabrication and field assembly, and a composite abutted seam system is creatively adopted between beam sections. Butt welding is adopted for corrugated steel webs between beam sections, glue seams are adopted for concrete, and shear key teeth are matched, so that the self-alignment performance and the interface shear bearing capacity of a matching surface are improved; wave-shaped abutted seam notches are formed in the upper portions of the concrete top plate and the concrete bottom plate, concrete above abutted seams is a continuous pouring body, the waterproof performance is durable and reliable, and the long-term safety and the service life of the structure are effectively guaranteed under the condition that a waterproof leveling layer is not arranged. And in addition, the concrete in the notches is pre-pressed through the tensioning external prestressing procedure after the beam bodies are closed, the concrete at the abutted seams is further compacted, and super-strong durability is provided. A concrete waterproof layer does not need to be independently arranged on the main beam structure, the second-phase dead load borne by the main beam is effectively reduced while the work amount is reduced, and economic benefits are remarkable.

The invention relates to the technical field of building construction, in particular to an auxiliary scaffold for building a concrete filled steel tubular column and a composite beam, which comprises a support body consisting of a bearing screw rod inserted into the ground, a vertical rod mounted at the top end of the bearing screw rod in a threaded manner, a disc buckle fixed on the outer surface of the vertical rod and a bottom horizontal tube mounted on the disc buckle in a clamping manner, the number of the frame bodies is multiple, the multiple frame bodies are distributed at equal intervals and connected to form the scaffold, and leveling plates are arranged outside the bearing screws. A connecting mechanism is arranged above the leveling plate, the connecting mechanism comprises a base, a bearing seat and a locking piece which are sequentially distributed from bottom to top, and a horizontal connecting plate is hinged to the outer portion of the base. According to the auxiliary scaffold for building the concrete filled steel tubular column and the composite beam, the rotating locking piece moves downwards along with the bearing screw rod, the functions of unfolding the working platform and holding and locking the bearing screw rod can be synchronously completed, multiple construction steps are combined, and the building efficiency is greatly improved.

The invention discloses a composite beam plastic flexural capacity correction calculation method considering interface slippage. The method is suitable for a hogging moment area of a steel-concrete composite beam reinforced by an external prestress carbon fiber reinforced composite material rib. The method comprises the following steps: firstly, determining basic static boundary parameters and a shear connector constitutive model; in the iterative calculation, solving a temporary bearing capacity by utilizing an axial force and moment balance equation, and calculating interface slippage along the beam length and a deformation loss item at the support based on internal force distribution; then determining a rigidity degradation coefficient according to the average slip amount, and dynamically reducing the static yield bending moment to reconstruct the plastic hinge length; and finally, constructing a corrected deformation coordination equation, deducting a deformation loss item in geometric deformation calculation to obtain the real elongation of the in-vitro CFRP rib, and updating a stress parameter until a result is converged. According to the method, by introducing a deformation loss item and a rigidity degradation mechanism, deviation caused by traditional rigid connection assumption is corrected, and accurate prediction of the ultimate bearing capacity is achieved.

The invention relates to the technical field of simulation calculation, in particular to a simulation calculation method of a U-shaped steel-encased-concrete composite beam, which comprises the following steps: S1, establishing a two-parameter interface equivalent stiffness model of the U-shaped steel-encased-concrete composite beam with a rear anchor bolt; s2, solution and response extraction; s3, calculating a slip residual error and interface energy, and judging whether a target slip feature is met or not according to a double-convergence criterion; if the convergence requirement is not met, adaptively updating the interface parameters and returning to S2 for repeated solution, and if the convergence criterion is met, applying the converged interface rigidity parameters to design feedback of pretightening force selection of the rear anchor bolts and anchor bolt spacing and node construction of the rear anchor bolts. According to the method, the two-parameter interface equivalent stiffness model and the adaptive algorithm based on the slip residual error enable the interface normal stiffness and the interface tangential stiffness to be automatically converged to the target slip characteristic, manual parameter adjustment is avoided, the simulation stability and the calculation precision are improved, and integration of composite beam structure design and simulation analysis is achieved.

The utility model discloses a formwork-free on-site assembly steel-concrete composite beam structure. The composite beam structure comprises two H-shaped steels, a steel beam and a steel beam, channel steel; two pieces of angle steel with opposite openings are arranged on the upper flange plates on the two sides of the channel steel; two folding flanges are arranged on the top face of the steel tank, and the transverse inner side faces of the folding flanges are connected to a lower flange plate of one piece of H-shaped steel; the bottom end of the long bolt rod is provided with a nut and embedded into concrete poured in the steel groove, the top end of the long bolt rod is upwards fastened, the upper flange plate and the transverse plate of the angle steel are connected in an overlapped mode, and the top end of the long bolt rod is provided with a nut and embedded into concrete poured in a groove cavity formed between the angle steel. According to the steel-concrete composite beam structure, the steel-concrete composite beam can be directly assembled on site through hot-rolled section steel products, the steel structure machining and manufacturing links are avoided, welding, formwork installation and reinforcing steel bar binding operation are not needed, the technological process is greatly shortened, independent replacement of a single component can be achieved in the operation period, and economic benefits are remarkable.

The utility model provides a steel-concrete composite beam cast-in-place bridge deck slab supporting structure which comprises a plurality of steel plate beams with the two ends supported on bridge piers, a plurality of pairs of hanging rings are arranged between the adjacent steel plate beams, two hanging rings in one pair of hanging rings are prefabricated on the edges of the two steel plate beams respectively, and the hanging rings extend in the extending direction of the steel plate beams. The lifting rings at the same end are arranged at the two ends of the middle main beam in a sleeving mode, a plurality of middle transverse distribution beams are laid on the main beam, the steel plate beam comprises a top plate, a bottom plate and a vertical plate connecting the bottom plate and the top plate together, and middle supporting pads are laid on the middle transverse distribution beams. The steel plate beam and the middle supporting pad form a bridge deck slab bottom formwork. The utility model has the advantage that the construction of the cast-in-place bridge deck of the steel-concrete composite beam can be completed without erecting a support frame on site, and solves the problem that the existing cast-in-place bridge deck of the steel-concrete composite beam needs to erect a support structure supported on the ground on site for construction.

The application provides a combined beam assembly and an off-road vehicle frame thereof, and the combined beam assembly comprises a box-shaped support beam and two supports; the box-shaped support beam comprises a bottom plate, two first vertical plates and a top plate; the two first vertical plates are vertically connected to the bottom plate and are distributed on the circumferential side of the bottom plate; the top plate is connected to the two first vertical plates and encloses the two first vertical plates and the bottom plate to form the box-shaped support beam; at this time, the load capacity and the connection strength of the combined beam assembly are improved through the box-shaped support beam, and the two supports are arranged on the two sides of the box-shaped support beam and are used for connecting left and right longitudinal beams, so that the left and right longitudinal beams are connected through the combined beam assembly, the left and right longitudinal beams are reinforced, the overall load capacity of the combined beam assembly, the left longitudinal beam and the right longitudinal beam is improved, and in addition, the two supports are detachably connected to the bottom plate, and the connection between each support and the bottom plate is arranged on the outer side of the first vertical plate.

The application relates to a short-line method for assembling and pushing installation of a full-precast composite beam, wherein the full-precast composite beam is supported on the top of two abutments and a plurality of piers, the full-precast composite beam comprises a plurality of composite beam components spliced along the transverse bridge direction, the composite beam component comprises a plurality of composite beam segments spliced along the longitudinal bridge direction, the composite beam segment comprises a bridge deck segment composed of two spliced concrete bridge deck plates and a steel beam segment composed of two spliced steel beams, and the bridge deck segment is arranged on the steel beam segment; during construction, the composite beam segments are precast in a factory, then transported to the abutment and spliced on the splicing platform in the longitudinal direction, the full-precast composite beam behind the splicing is transported to the bridge site through a pushing construction method, and a cast-in-place zone is arranged between the concrete bridge deck plates of the full-precast composite beam to connect the full-precast composite beams into a whole in the transverse bridge direction. The application has the advantages of simple structure, reasonable design, good durability, reduced steel consumption, simple method and great application prospect.

The invention discloses a loading mechanism, and relates to the technical field of bridge member degradation evaluation, the loading mechanism comprises a test piece loading table, a counter-force support structure and a loading device, the test piece loading table comprises a waste composite beam, a plurality of anchoring tables are fixedly connected to a web of the waste composite beam along the length direction, the counter-force support structure comprises a distribution beam, a counter-force beam and an anchor rod, and the loading device is arranged on the distribution beam. The distribution beam is located below the counter-force beam, a flange of the distribution beam is attached to a flange of the counter-force beam, anchor rods are fixedly connected to the two ends of the counter-force beam, the anchor rods at the two ends of the counter-force beam penetrate through anchoring tables symmetrically arranged on the two sides of the web respectively and are fixedly connected with the anchoring tables, and the loading device is fixedly connected to the distribution beam. A supporting cushion block is arranged on the upper end face of the waste composite beam, a to-be-tested piece is placed on the supporting cushion block, and the to-be-tested piece is located below the loading device and attached to the output end of the loading device. According to the invention, the economical efficiency is relatively good, the reutilization of wastes is realized, and the flexibility of a test space is relatively high.

The invention relates to the technical field of constructional engineering, and discloses a factory building large-span steel-concrete composite beam which comprises a steel beam body, a connecting assembly is fixedly connected to the upper surface of the steel beam body, a concrete plate is fixedly connected to the upper surface of the connecting assembly, and a hole is formed in the steel beam body; and baffles are slidably connected to the interiors of the two sides of the steel beam body, grips are fixedly connected to the outer walls of the baffles, supporting ribs are fixedly connected to the interior of the steel beam body, and the center points of the supporting ribs correspond to the center points of the holes. The connecting assembly is additionally arranged between the steel beam body and the concrete slab, so that under the large-span condition, loads can be effectively dispersed and transmitted, the bearing capacity of the composite beam is improved, the composite beam adapts to the complex stress environment of a plant, meanwhile, thermal expansion and cold contraction stress can be buffered, supporting can be assisted through gas pressure, and the service life of the composite beam is prolonged. And the structural stability of the composite beam under the temperature change is improved.

The invention provides a scaffold for tunnel construction and a construction method, and belongs to the technical field of scaffolds for tunnel construction.The scaffold structurally comprises a movable base, a lifting arm body is vertically arranged in the middle of the top face of the movable base, and the upper end of the lifting arm body is sleeved with a lifting rotary hanging basket mechanism; two longitudinal moving sliding base sets are symmetrically arranged on the front side and the rear side of the lower end of the lifting arm body, a combined beam rail mechanism is transversely arranged between the two longitudinal moving sliding base sets in a sleeving mode, the lifting arm body assists in achieving the lifting function on the whole lifting rotary hanging basket mechanism, and the height of the lifting rotary hanging basket mechanism is conveniently adjusted. The hanging basket main body has enough height to construct the dome of the tunnel, so that the equipment can realize adaptive free adjustment and displacement when the equipment is used for constructing the arc dome of the tunnel, more time and labor are saved during construction, and the construction risk is effectively reduced.

This invention discloses a steel-framed thin-layer UHPC-NC composite beam, comprising a steel frame, a face plate, a web plate, and a bottom plate, the width of the face plate being smaller than the width of the bottom plate; a UHPC layer cast on the outside of the steel frame; a top plate fixed to the steel frame; and shear keys, Ω-shaped, with their bottom ends fixed to the face plate. The construction method includes the following steps: S1, fabricating the steel frame; S2, welding and fixing the shear keys to the top of the face plate; S3, distributing prestressed steel strands below the bottom plate; S4, casting the UHPC layer and curing to the required strength; S5, casting the top plate above the face plate. Through the composite structural design of the steel frame, thin-layer UHPC, and ordinary concrete top plate, the advantages of each material are fully utilized, improving the beam's crack resistance, durability, and buckling resistance. This effectively controls project costs, balancing structural safety, economy, and ease of construction, providing a high-performance, low-cost new composite beam solution for medium-span projects.

The application discloses a steel-concrete composite beam bridge negative bending moment area rigidity degradation analysis method and system. The method first establishes a bridge deck deterioration numerical simulation model, fits the quantitative relationship between the deterioration parameters and the rigidity, and forms a bridge deck deterioration rigidity evaluation model; then, taking the steel-concrete relative slip as an index and the concrete rust expansion cracking as a boundary, the welding bolt reduction coefficient is determined through simulation and test in stages, and the steel-concrete collaborative degradation rigidity evaluation model is formed in combination with the interface slip reduction; then, a corrosion-fatigue coupling test is carried out on a scaled beam test piece, a multi-component deterioration rigidity degradation model is proposed by combining the two types of models, and a reliable calculation model is formed after numerical verification; finally, a deterioration parameter time-varying evolution model is established, the rigidity at different service times is calculated, a full-time domain calculation framework is constructed, and the precise analysis and full-time domain evaluation of the steel-concrete composite beam bridge negative bending moment area rigidity degradation are realized.

The application provides a straddle type bogie frame and a straddle type monorail vehicle, the straddle type bogie frame comprising a combined beam and a down bending beam, the combined beam comprising a high side beam, a low side beam, a traction beam connecting the high side beam and the low side beam, and an end beam connecting the high side beam and the low side beam, the number of the down bending beams being two, and the two down bending beams being connected with the high side beam and the low side beam respectively, and the combined beam and the down bending beam being connected in a T joint fillet welding and V type butt joint welding mode. The straddle type bogie frame and the straddle type monorail vehicle are formed by combining and welding the combined beam and the down bending beam formed in a split mode, the air chamber is independently formed in the down bending beam, the low side beam and the high side beam are decoupled, the structure is better in stress bearing, and the weld accessibility is better; the combined beam serves as a base, and when the combined beam is combined with the down bending beam, the overall welding deformation is small, the combined beam is not prone to twisting, and the size after welding is easy to control.

To provide a method capable of efficiently crushing a deck slab of a composite girder equipped with stud dowels. [Solution] A worker places an impulse-generating agent 15 on the girder portion 11. The impulse-generating agent 15 includes a pair of first impulse-generating agents 16 arranged on opposite sides of the stud dowel 4 in the bridge axis direction. The height of the charge center of the first impulse-generating agent 16 from the top surface of the steel main girder 3 is equal to or less than a first predetermined value. The distance between the first impulse-generating agent 16 and the stud dowel in the bridge axis direction is equal to or less than a second predetermined value. The worker detonates the impulse-generating agents 15 at approximately the same time.

The FRP concrete filled steel tube composite beam with the bolt pins comprises a rectangular thin-wall square tube and an FRP core tube with the same length as the rectangular thin-wall square tube, and the FRP core tube is arranged in an upper compression area in the rectangular thin-wall square tube. Inter-pipe filling materials are arranged between the FRP core pipe and the rectangular thin-wall square pipe, and the FRP core pipe is filled with core pipe concrete; steel bolts penetrating through the rectangular thin-wall square tube are evenly distributed on the top face or the side face of the rectangular thin-wall square tube in the length direction, the steel bolts penetrate through the center of the cross section of the FRP core tube, and extension sections are reserved at the positions, on the surface of the rectangular thin-wall square tube, of the two ends of each steel bolt. The FRP material has excellent tensile property, and after the FRP core pipe is arranged in the structure compression area, the concrete performance of the compression area is remarkably improved through the constraint effect provided by the FRP core pipe. By arranging the steel bolts penetrating through the whole structure, the bonding performance between the inter-pipe filling material and the inner wall of the steel pipe is improved, the interface slippage amount is reduced, and the bearing capacity and ductility of the test piece are improved. And the filling material between the pipes adopts the combination of concrete and polyurethane foam, so that the self weight of the structure can be effectively reduced.

The utility model discloses a box-type composite girder bridge, which relates to the technical field of bridges, and particularly comprises a double-steel-plate bridge deck, a steel plate bridge deck and a steel plate bridge deck, a support body is arranged between the panel and the back plate and is used for connecting the panel and the back plate; a pouring hole is formed in the surface of the face plate and used for filling a cavity between the face plate and the back plate with concrete. The open end of the groove-shaped steel beam is relatively and fixedly connected with the back plate of the double-steel-plate bridge deck; according to the box-type composite girder bridge, the double-steel-plate bridge deck is adopted, the cavity for filling concrete is reserved inside, the box-type composite girder bridge has the advantages of a concrete bridge deck and a steel bridge deck, the span limitation of the girder bridge is reduced, the box-type composite girder bridge meets the economical efficiency of a larger span range, meanwhile, the groove-shaped steel beams and the double-steel-plate bridge deck are directly fixed, production can be conducted in a factory, and the production cost is reduced. The problem that the construction speed and quality of a construction site are difficult to guarantee is solved.

This invention relates to the field of seismic resistance technology for spatial frame structures, and discloses a method for determining the energy dissipation mechanism of a steel-concrete composite column-composite beam spatial frame. The energy dissipation mechanism includes steel beams, steel-concrete composite columns, and reinforced concrete slabs. The steel beams are welded and fixed to the steel-concrete composite columns via reinforcing rings, and the steel beams are fixedly connected to the reinforced concrete slabs via studs. Tie bars are provided at the ends of the steel-concrete composite columns. The ratio of the flexural bearing capacity of the steel beams to that of the steel-concrete composite columns is within the range of 0.42 to 1.05. By introducing the ductile damage parameter of the steel, combined with the inter-story drift angle, cumulative energy dissipation, beam-column energy dissipation ratio curve, and finite element calculation results of stiffness damage of the spatial frame, the energy dissipation characteristics and energy dissipation mechanism type of the structure are determined. This invention aims to solve the technical problems in the prior art where the steel-concrete composite columns do not form sufficient compression-bending hinges for energy dissipation during seismic resistance, easily leading to collapse, and the technical problems of using beam energy dissipation mechanisms in seismic design while rarely considering column energy dissipation.

The invention discloses a steel-UHPC (Ultra High Performance Concrete) composite beam and a design system for fine deflection control of the steel-UHPC composite beam. The system comprises a set of complete design method and a composite beam structure optimized for realizing the method. The core of the design system is to provide a dual design methodology: 1, the method is a high-fidelity refined design method based on a UHPC nonlinear stretching constitutive relation; according to the method, the residual tension contribution in the tension area is accurately quantified, and the problem of underestimated rigidity caused by neglecting the contribution in the traditional theory is solved. And secondly, the method is a simplified design method which is based on a traditional conversion section method and is calibrated. According to the simplification method, a creative convenient design tool capable of quickly determining the initial size of the structure is provided for engineers. According to the method, the structural performance is remarkably improved, on the premise that the standard deflection requirement is met, the beam body height can be greatly reduced, the structural dead weight is reduced, and the economic and technical advantages which cannot be achieved through a traditional method are obtained.

The utility model relates to the technical field of steel-concrete composite beam bridge deck slab construction, in particular to a reverse hanging formwork structure for a steel-concrete composite beam cast-in-place bridge deck slab. The reverse hanging formwork structures are arranged on the flange portion of a steel-concrete composite beam cast-in-place bridge deck slab, the flange portion of a steel beam, the interior of a steel beam box body and the position between every two adjacent steel beam box bodies. The reverse hanging formwork structure is provided with a bamboo plywood bottom die; a plurality of longitudinal beam square pipes perpendicular to the bamboo plywood bottom die are arranged below the bamboo plywood bottom die; the longitudinal beam square tube is supported at the upper part of the lower cross beam; batten plates are fixed at at least one end of the lower cross beam; the batten plates are provided with opposite-pull screws used for connecting the batten plates and the bridge deck slab into a whole. A screw rod sleeve is sleeved on the opposite-pull screw rod; the screw rod sleeve is fixedly welded at the end part of the top plate of the steel beam; a positioning steel pipe used for being pressed and welded to the end face of the top plate of the steel beam is further welded to one side of the screw sleeve. The utility model has the characteristics of simple processing, convenient installation and disassembly, high stability, and adjustable thickness of concrete at the transition section of the flange part.

The invention discloses a prestressed truss composite beam for constructional engineering, and relates to the technical field of building trusses. The device comprises a chord frame assembly, a plurality of chord members used in cooperation, a node assembling assembly, a plurality of U-shaped pieces arranged on the end faces of the chord members in a sleeving mode, an inclined frame assembly, a plurality of sets of inclined rods obliquely arranged between the left U-shaped pieces and the right U-shaped pieces, and a prestress linkage assembly, comprising frames located between the U-shaped piece and the end face of the chord member, a steel strand is arranged between every two connected frames, and a winding rod used for winding the steel strands is arranged in each square opening. The steel strands are tensioned and straightened through rotation of the winding rods in the two groups of connected frames, the strength of joints of the two groups of chord members is improved, the bearing load of the joints of the two groups of chord members is improved, the chord members, the inclined rods and the U-shaped pieces are arranged to be of a triangular structure through matched use of the U-shaped pieces and the inclined rods, and the assembly stability of structural parts is improved.

The invention relates to the technical field of bridge engineering, in particular to a roof-overhung composite girder bridge combination section structure and a closure construction method.The roof-overhung composite girder bridge combination section structure comprises a steel-concrete mixing section, an overhung roof, a bearing plate, a mixing section roof, a mixing section bottom plate, shear nails, PBL shear keys, a concrete beam, a triangular support and a pouring opening, and the steel-concrete mixing section is connected with the concrete beam; the cantilever top plate is formed by performing right-angle sectioning on the combination section; the bearing plate, the steel-concrete mixing section and the cantilever top plate jointly form a combined section whole body; the shear nails and the PBL shear keys are uniformly distributed on the mixing section top plate and the mixing section bottom plate; the pouring openings are evenly distributed in the top plate. According to the invention, the triangular support is arranged below the combination section cantilever top plate by utilizing the internal cavity space of the combination section cantilever top plate, so that safe and efficient hoisting and closure are realized.

The utility model provides a miniature paver poured pi-shaped steel-concrete composite beam which comprises bottom layer concrete, top layer concrete and a support, the top layer concrete is poured and paved through a miniature paver, and the top layer concrete is high in the middle and low in the two sides in the transverse direction; stand columns are evenly arranged on the upper portion of the support at intervals, longitudinal beams are arranged on the stand columns, the middle of each longitudinal beam is higher than the two sides, and rail grooves are formed in the tops of the longitudinal beams. According to the utility model, errors caused by manual operation are avoided, the construction efficiency is improved, and the gradient quality of the bridge deck slab is ensured.

The utility model relates to the technical field of hoisting devices, and discloses a hoisting device for steel-concrete composite beam construction, which comprises a chassis, a second rectangular pipe, a first hydraulic cylinder, a bracket, a rotating arm, a hoisting piece, a second hydraulic cylinder and a first trundle. In the using process, the two first hydraulic cylinders are controlled to work, the two second rectangular pipes can be driven to slide relative to the two first rectangular pipes, and therefore the two second rectangular pipes stretch out of the two first rectangular pipes or retreat from the interiors of the two first rectangular pipes. The second hydraulic cylinder is controlled to work to drive the rotating arm to rotate relative to the support, so that the rotating arm and the support are folded or unfolded. And when the two second rectangular pipes are in the extending state and the rotating arms are in the unfolding state, stable supporting can be formed, and hoisting work can be carried out. And when the two second rectangular pipes are in a retracted state and the rotating arms are in a folded state, the space occupation of the device can be reduced. And the whole device is convenient to move, load and transport.

The utility model relates to the technical field of bridge engineering construction, in particular to a temporary anchoring structure of a steel-concrete composite beam cable-stayed bridge, which comprises a plurality of steel beams which are evenly and symmetrically distributed on a bridge tower, one end of each steel beam is anchored in the bridge tower, the other end of each steel beam is exposed out of the bridge tower, and the temporary anchoring structure further comprises a plurality of anchoring boxes which comprise outer boxes. The outer box is fixed to a bridge tower, the top of the outer box is tightly attached to and fixed to the bottom of the steel-concrete composite beam, the bottom of the outer box is perpendicular to the steel beam, and the other end of the steel beam is fixedly connected with the outer box in the outer box. The anchoring box is installed between the steel-concrete composite beam and the bridge tower, the space of a construction area is expanded, the top of the anchoring box is connected with the steel-concrete composite beam, the strength of a connecting area is enhanced, the bottom of the outer box is perpendicular to the steel beam, the possibility that the steel beam generates shearing force in the using process is reduced, and the breaking risk of the steel beam is reduced.

This invention discloses a novel modular prefabricated building system with prestressed connections, belonging to the field of building construction technology. It includes box-type standard module units and prestressed connection units. The box-type standard module unit consists of L-shaped composite columns, straight composite columns, H-shaped steel honeycomb composite beams, prefabricated lightweight partition walls, upper corrugated prefabricated floor slabs, lower corrugated prefabricated floor slabs, and door and window components. Current mainstream inter-module connection technologies have certain limitations in terms of assembly efficiency and maintainability. This novel modular building system requires no bolts during the entire assembly process. Vertical connections are achieved using prestressed steel strands and vertical connecting sleeves, while horizontal connections are made between adjacent box-type module units via horizontal connecting plates. This significantly reduces the requirements for on-site operating space and construction accuracy. The prestressed connection method offers advantages such as quick assembly and replaceable easily damaged parts.

The invention relates to the technical field of bridge construction, and particularly discloses an adjusting reaction frame and a construction method of a large-span continuous combined beam bridge. The reaction frame comprises a reaction frame body arranged at the bottom of the prefabricated pier, the reaction frame body comprises a mounting block arranged in the length direction of the prefabricated pier, and a mounting hole formed in the length direction of the mounting block is formed in the mounting block; a connecting block used for being connected with the prefabricated pier and a jacking mechanism used for pushing the connecting block to ascend are arranged in the mounting hole. The reaction frame needs a small operation space and is convenient for constructors to construct; meanwhile, large machines are not needed, cost is saved, control is convenient, and precision is high. The method comprises the steps that S1, the prefabricated piers are installed; s2, the steel beam sections are hoisted in place preliminarily; s3, carrying out three-dimensional fine adjustment on the steel beam sections; s4, steel beam integrated welding; s5, bridge pouring; the same counter-force frame is used for pier verticality adjustment and steel beam leveling in sequence, the equipment investment and conversion time are reduced, the construction efficiency can be improved, and the cost is reduced.