628 results about "Composite beams" patented technology

The invention provides an ultra-short beam homogenization transmission line system and method based on a four-eight-pole composite magnet. The system comprises the four-eight-pole composite magnet, a system, a linear beam homogenization structure, a bent beam homogenization structure and secondary iron used for a beam homogenization transmission line. The system further comprises an ultra-short linear beam homogenization transport line, an ultra-short bent beam homogenization transport line, an ultra-short linear bent composite beam homogenization transport line and an ultra-short symmetrical bent beam homogenization transport line based on the homogenization structure and / or the dipolar iron. The method comprises an exciting current debugging method based on the four-pole and eight-pole composite iron and a linear type and bending type beam debugging method. According to the invention, the problem that the maximum enveloping part on the transmission line is occupied and the effect of octopole iron cannot be fully exerted is solved; the problems that the beam envelope of the position where the octopole iron is located is small, and the requirement for the field intensity of the octopole magnet is high are solved. The problem that the civil engineering shielded around the transmission line is more expensive because the transmission line is too long is solved.

The invention relates to the technical field of structural engineering, and discloses a post-fatigue residual stiffness calculation method for an assembly type composite beam, which comprises the following steps: acquiring three-dimensional laser point cloud data and thermal infrared image data of the composite beam, and registering the three-dimensional laser point cloud data and the thermal infrared image data; quantifying the macroscopic geometric defect based on the multi-modal data; welding area features are extracted, and micro-crack forms are recognized; constructing a microcrack network diagram and extracting parameters; evaluating the influence of the microcrack network on the local rigidity by adopting a self-attention map neural network, and obtaining a rigidity parameter after multi-scale damage correction in combination with the influence of the macroscopic geometric defect; calculating residual stiffness after fatigue by combining fatigue load history; according to the method, the initial geometric defect and the early microscopic damage can be comprehensively considered, and the accuracy of the residual stiffness calculation of the fabricated composite beam is improved.

The invention discloses a corrugated steel web I-shaped section and a manufacturing method of a steel box composite beam, and relates to the technical field of steel box composite beams. The rod piece web I-shaped piece is installed on the side face of the bottom plate unit; the partition plate type web I-shaped pieces are installed on the side faces of the bottom plate units, and the partition plate type web I-shaped pieces are connected with the rod piece web I-shaped pieces; the solid-web type partition plate units are installed on the bottom plate units, and the solid-web type partition plate units are arranged between the partition plate type web I-shaped pieces; the truss type partition plate units are installed on the bottom plate units, and the truss type partition plate units are arranged between the rod piece web I-shaped pieces. The manufacturing method of the steel box composite beam comprises the steps that the bottom plate units, the web I-shaped pieces and the partition plate units are transported to a site to be erected, assembled and welded. The technical problem that in the prior art, a concrete bottom plate and corrugated steel web structure cannot meet the requirement for a large-span bridge is solved.

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 utility model provides an inter-beam connecting structure for a steel and concrete composite beam, which comprises a composite beam, the composite beam comprises a bridge deck slab and a composite rib plate positioned on the bottom surface of the bridge deck slab, the butt joint end of the bridge deck slab is provided with a first bridge deck post-pouring area, and the butt joint end face of the bridge deck slab is provided with a connecting plate II in the range of the first bridge deck post-pouring area; the second connecting plates of every two adjacent composite beams are connected through second bolt assemblies, and after connection is completed, UHPC concrete is poured into the first bridge floor post-pouring area; the combined rib plates of every two adjacent combined beams are connected in a rigid connection mode. The two second connecting plates are connected through bolts, concrete is poured into the first bridge deck post-pouring area after bolt connection, the connecting integrity between the bridge deck slabs is good, and meanwhile the situation that heat is generated by welding between the second connecting plates, and connection between the second connecting plates and the bridge deck slabs is affected is avoided.

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 relates to a space curve prestress composite beam column and a design method thereof. The bottom of the space curve composite beam column is vertically upward, the tail end overhanging part is approximately horizontal, and the middle part is connected with the horizontal prestressed concrete closed beam to form a space structure. The horizontal closed prestressed beam and the space curve composite beam column support each other, the constraint boundary condition of the space curve composite beam column is changed, and the internal force distribution and magnitude of the space curve composite beam column are changed. According to the space curve composite beam column with the horizontal closed prestressed beam, the anti-cracking and anti-bending performance of a component is improved, and the deformation performance of the component is also improved. Therefore, the structure is particularly suitable for large cantilever structures with high deformation and bearing capacity.

The invention discloses a composite beam capable of enhancing the ultimate strength of an ultimate concrete structure. The span of the beam is measured, a bending moment graph of the beam is drawn, according to analysis of the bending moment graph, UHPC is selected for a pure bending section (the middle of the span) above a neutral axis of the beam, the upper half part of the beam is covered, and common concrete is used for the rest parts; half of the beam height is selected to use UHPC on the upper portion, and the structural ultimate strength of the composite beam can be improved; the FRP rib is used on the lower portion of the beam, the tensile property and ductility of the lower portion can be improved, a sleeve grouting anchorage device (the inner wall of a metal sleeve is provided with threads) and a wedge-shaped anchorage device (the clamping section is wrapped with a copper sleeve) are adopted, the anchoring reliability is ensured through the double effects of chemical bonding and mechanical meshing, and due to the fact that the FRP rib can be subjected to brittle failure and is preset to be in a super rib failure mode, the tensile strength and ductility of the lower portion can be improved. The problem of brittle failure of the FRP rib is solved. The beam is simple in design, convenient to construct, reasonable in stress, high in structural ultimate strength, high in reliability, wide in application range and material-saving.

The invention discloses a steel-concrete laminated slab composite beam structure and an assembly method, the structure comprises a steel plate shear connector, the left side and the right side of the steel plate shear connector are symmetrically provided with a group of concrete prefabricated bottom plates respectively, and a concrete post-pouring layer is arranged above the concrete prefabricated bottom plates; a plurality of clamping grooves are formed in the upper end of the steel plate shear connector, transverse additional steel bars are clamped in the clamping grooves, and the transverse additional steel bars extend to the left side and the right side to the position below the concrete post-pouring layer; each concrete prefabricated bottom plate comprises a middle plate and end plates located at the front end and the rear end of the middle plate, the upper surface of each middle plate and the upper surface of each end plate are each provided with a plurality of dovetail grooves in the front-back direction, and a plurality of seam splicing steel bars are jointly connected into the coaxial dovetail grooves in a clamped mode. The structure solves the problem that a traditional steel-concrete composite beam anti-shear connecting piece is limited in anti-shear performance; the prefabricated bottom plate is low in production efficiency and difficult to hoist and transport; during construction of plate end and plate side connecting structures, horizontal reinforcing steel bars conflict, and transverse additional reinforcing steel bars and abutted seam reinforcing steel bars are difficult to position.

The invention belongs to the field of deep foundation pit intelligent supporting systems, and particularly relates to a deep foundation pit intelligent supporting system based on oblique beam grid and digital twinning and a collaborative construction method.The deep foundation pit intelligent supporting system based on oblique beam grid and digital twinning comprises an oblique beam grid supporting structure composed of two-way crossed steel oblique beams, and the outer layer of each steel oblique beam is a Q355B steel pipe with the thickness not smaller than 12 mm; the inclined beam is filled with ultra-high performance concrete with the compressive strength not smaller than 150 MPa, the inclination angle of the inclined beam ranges from 25 degrees to 60 degrees, and an MEMS micro-electro-mechanical system sensor is pre-buried at a node; and the digital twin platform integrates the geological BIM model and the LSTM neural network prediction model. The bending rigidity is improved through the oblique beam grid supporting structure and the concrete filled steel tube composite beam, the inclination angle ranges from 25 degrees to 60 degrees, force flow transmission is optimized, and micro-strain-level stress monitoring is achieved through the MEMS sensors embedded in the nodes. A digital twin platform and an LSTM model are fused with 12-dimensional parameters, the 72-hour deformation prediction error is smaller than or equal to 1.5 mm, and compared with a traditional experience algorithm, the precision is improved.

A joint connect assembly may include a metallic ring connector configured to couple with one or more tubular composite beams. The joint connect assembly may include a layer arranged between the metallic ring connector and an external surface of the one or more tubular composite beams. The layer may be formed of a material configured to reduce local stress concentrations on the one or more tubular composite beams. The material of the layer may be an elastomeric material, e.g., the layer may include at least one of a natural rubber, synthetic rubber, or a combination thereof.

A composite support beam may be hollow, where the composite support beam includes an external fiber-reinforced polymer-matrix shell and one or more pultruded fiber-reinforced polymer-matrix composite parts. One or more walls of the external shell may define an internal cavity. The one or more pultruded parts may be arranged within the internal cavity defined by the one or more walls of the external shell. The one or more pultruded parts may be formed by a plurality of unidirectionally reinforced composites positioned in an axial direction of a respective hollow composite support beam. In some instances, the composite support beam may include an internal fiber-reinforced polymer-matrix shell.

The invention discloses a method for calculating the natural vibration frequency of a steel-concrete composite beam under common boundary conditions, and relates to the technical field of high-speed railway bridge construction. The method comprises the steps that material parameters and the cross sectional area of the steel-concrete composite beam are obtained; calculating a dimensionless coefficient according to material parameters and section parameters of the steel-concrete composite beam; according to the dimensionless coefficient, the first frequency reduction coefficient, the bending resistance combination connection coefficient, the second frequency reduction coefficient and the third frequency reduction coefficient; and calculating the natural vibration frequency of the single-span steel-concrete composite beam under the common boundary condition according to the three frequency reduction coefficient calculation expressions. According to the method, the shear deformation influence is considered, the frequency approximate value of the single-span steel-concrete composite beam under any boundary condition can be calculated, the calculation precision is high, and the method is also suitable for other partially-interacted composite beams formed by connecting two different materials through flexible shear connectors.

The invention provides a composite beam reliability optimization method based on a failure probability function. The method comprises the following steps: 1) defining a random input variable, a design variable, a target function and a performance function; 2) calculating a failure sample and an extended failure probability based on an autonomous learning Kriging agent model and a Monte Carlo method according to the Bayesian theory; the method comprises the steps of (1) calculating a design parameter failure sample, (2) calculating a joint probability density implicit function on the basis of an adaptive K-nearest neighbor method and autonomous learning Kriging according to the calculated design parameter failure sample, and (3) calculating a failure probability implicit function on the basis of the Bayesian theorem.By means of the method, the problem that in the reliability optimization process, the calculation cost is difficult to bear due to reliability analysis is solved.

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 bridge deck monitoring, and particularly discloses a wet joint monitoring system for a prefabricated bridge deck, a composite beam prefabricated member comprises a bottom shear nail, a top shear nail, a PBL perforated plate and a vertical trapezoidal key tooth wet joint, and the surface of the composite beam prefabricated member is brushed with white interior wall paint before a test is started; positioning grids are formed by using ink lines to serve as monitoring points, stress data and displacement data of the monitoring points on the surface of the composite beam prefabricated part are obtained and used for obtaining stress data and displacement data of the monitoring points on the surface after a load is applied, a change curve is drawn, damage variables are constructed according to the change curve, and recognition and early warning are conducted according to the damage variables. According to the method, high-precision and generalizable stress-deformation data can be obtained, and a solid foundation is laid for subsequent numerical simulation, health monitoring and remote maintenance.

A fabricated structure with a pipeline hole is characterized in that a composite beam prefabricated part is in lap joint with a bracket of a prefabricated stand column or a prefabricated column, one or more prefabricated plates are arranged between the adjacent composite beam prefabricated parts side by side, and the two ends of each prefabricated plate are in lap joint with the adjacent composite beam prefabricated parts or connecting supports of the composite beam prefabricated parts respectively; a superposed beam cast-in-situ part is formed on the superposed beam prefabricated part through a cast-in-situ process, the superposed beam prefabricated part and the superposed beam cast-in-situ part jointly form a superposed beam main body, a hole for penetrating through an equipment pipeline is formed in the superposed beam main body, and a bearing floor or roof is formed above the prefabricated plate through the cast-in-situ process. When the main beam adopts the superposed beam design, large holes can be formed in a unified position, arrangement conditions can be provided for equipment pipelines, and the influence of the pipelines on the clear height is reduced. Equipment pipelines can penetrate through the holes, the influence of the pipelines on the clear height of the bottom of the beam is reduced, and the safety of the beam can be guaranteed by arranging the consistency of the holing parts.

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 relates to the field of superposed beams and slabs, in particular to a high-precision positioning frame for superposed beams and slabs, which comprises a bottom plate, a first sliding groove is formed in the surface of the bottom plate, and second sliding grooves are formed in the front side and the rear side of the surface of the bottom plate; through cooperative use of an adjusting shell, a gear, an adjusting rod and a twisting block arranged in the positioning and supporting assembly, a worker can debug the distance between two movable shells more conveniently and quickly, meanwhile, through a synchronous displacement mode, the supporting position of the whole device on a superposed beam plate can be more accurate, and the working efficiency is improved. The phenomenon that the superposed beam slab is unstable due to the fact that the supporting points are not aligned is prevented; and an extrusion rod, a driving shell and a lead screw are arranged between the surface of the movable shell and the surface of the sliding rod, so that a worker can debug the height of the connecting plate more simply and conveniently, and meanwhile, the slippage phenomenon caused by a traditional bolt fastening mode can be avoided.

The utility model discloses an assembly type UHPC narrow steel box girder composite beam which is structurally characterized in that a plurality of prefabricated UHPC bridge deck slabs are connected side by side through transverse joints, the bottoms of the prefabricated UHPC bridge deck slabs connected side by side are connected to a plurality of narrow steel box girders through box type shear connectors, and the narrow steel box girders are connected through a plurality of transverse connectors. The prefabricated UHPC bridge deck slab has the advantages that the prefabricated assembly degree is high, the number of wet joints is small, the supports extend out of the joints of the prefabricated UHPC bridge deck slab, no formwork is needed during construction, the construction period is shortened, and the construction efficiency is improved; the box-type shear connector is pre-buried in the UHPC bridge deck slab in the prefabrication stage of the UHPC bridge deck slab, so that the integrity of the shear connector and the bridge deck slab is improved, the problem of conflict between bridge deck slab reinforcing steel bars and shear keys on a construction site is solved, meanwhile, the steel-concrete composite beam construction steps are reduced, and the construction efficiency is improved.

The arc additive and subtractive composite fixed-beam single-gantry structure comprises a lathe bed and a cross beam, the cross beam is arranged on the lathe bed in a sliding mode, the sliding direction of the cross beam is orthogonal to the length direction of the cross beam, and an additive module and a subtractive module are arranged on the cross beam in a sliding mode; the material adding module comprises a material adding slide carriage arranged on the cross beam in a sliding mode, a six-axis robot is arranged on the material adding slide carriage in a lifting mode, and a welding gun is arranged at the output end of the six-axis robot. The material reducing module comprises a material reducing slide carriage arranged on the cross beam in a sliding mode, and an electric spindle used for installing a material reducing tool is arranged on the material reducing slide carriage in a lifting mode. The additive module and the subtractive module are integrated on the same cross beam and share a high-precision cross beam guide rail, so that repeated positioning errors caused by a lathe bed and a gantry body of a traditional multi-gantry type structure are effectively avoided, and the manufacturing precision and stability are remarkably improved; and in addition, seamless connection or rapid switching of the material increasing procedure and the material decreasing procedure on the same station is achieved, the manufacturing process is simplified, and the overall manufacturing quality is improved.

The invention discloses a method and system for analyzing the mechanical property of a hogging moment area of a UHPC thin-layer reinforced steel-concrete composite beam, and belongs to the technical field of composite beam performance analysis data processing. The method comprises the following steps: obtaining a geometric mechanical property reduction model of the non-uniform rusted steel bar according to a steel constitutive model and mechanical property test data of the rusted steel bar; according to the UHPC constitutive model, comparing the ultimate load with the unloaded proportion and the ultimate load with the preloaded proportion under the same chlorine salt corrosion damage degree to obtain a concrete damage coefficient; a residual flexural capacity model of the UHPC reinforced steel-concrete composite beam after the load-corrosion effect is obtained according to a geometric mechanical property reduction model of the non-uniform corrosion steel bar and a composite beam force balance equation, and a long-term bending calculation model of the UHPC reinforced steel-concrete composite beam after the load-corrosion effect is obtained by introducing a correction coefficient; and the bearing capacity performance analysis accuracy of the steel-UHPC composite beam in the hogging moment area under the load-corrosion coupling action is improved.

This invention discloses a prefabricated bamboo-concrete composite frame beam-column joint, comprising bamboo fiber tube concrete columns and composite beams. During on-site assembly, an outer sleeve is inserted into the bamboo fiber tube at the joint area, and adhesive is injected for bonding. The bamboo beam and steel joint are then assembled to form the composite beam. Reliable connections between the bamboo fiber tube, the outer sleeve, and the steel joint are achieved using through bolts or single-sided bolts. Finally, concrete is poured into the tubes, and the structure is cured to form the final structure. The prefabricated composite beam-column joint components assembled by this invention are lightweight, high-strength, energy-saving, and emission-reducing. The resulting beam-column joint fully utilizes the material combination effect, minimizing cross-sectional dimensions and material usage while maximizing load-bearing and deformation capacity. On-site assembly requires minimal hoisting equipment and temporary supports, eliminating much of the formwork and finishing work required for the main structure. This achieves a "high-performance, low-cost, and easy-to-construct" composite structural system. The steel joints at the beam ends form a seismic-resistant beam hinge mechanism with strong energy dissipation capacity, ensuring outstanding seismic performance of the frame structure.

The application discloses a kind of UHPC connection's double post-tensioning prefabricated prestressed concrete frame structure system, including prefabricated concrete upper column, prefabricated concrete lower column, double post-tensioning prefabricated prestressed concrete composite beam, UHPC node core area and composite slab.The upper longitudinal main reinforcement, lower longitudinal main reinforcement, ordinary steel and post-tensioning prestressed tendon are directly anchored in UHPC node core area.The structure system is not only convenient and fast in field construction, improves component installation efficiency, but also can greatly reduce the anchoring length of steel bar, greatly reduce the amount of stirrup in node core area, avoid crowded steel bar in node core area, and reduce the cross-sectional height of component, reduce self weight, improve component crack resistance and self-recovery performance, thereby improve the seismic performance of overall frame structure.Double post-tensioning design can be reasonably designed according to different span, different load, different seismic intensity and other requirements, reduce cost, meet the use requirements.

The invention discloses a composite laser cutting device which comprises a first light source, a second light source, a first reflecting mirror, a spectroscope, a focusing mirror, a first energy distribution adjusting assembly and a second energy distribution adjusting assembly, and further discloses a composite laser cutting method which comprises the following steps that a light beam is emitted, and energy distribution of the composite light beam is controlled. The method has the beneficial effects that distribution control and application of multi-level energy are achieved, and the efficiency and quality of composite beam laser cutting can be rapidly improved by controlling the energy density of the whole body and the center. The laser cutting machine can be well applied to laser cutting, is particularly suitable for cutting thick plates and composite plates, can cut transparent materials with high efficiency, and can overcome the technical problem that a laser cutting machine in the prior art is difficult to effectively cut the transparent materials and superhard materials.

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 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 invention discloses a steel anchor box located at the stiffening position of an n-shaped composite beam web and a mounting method of the steel anchor box, and relates to the technical field of bridge engineering, the steel anchor box comprises a supporting body, a bottom supporting assembly and a middle supporting assembly, and the bottom supporting assembly is mounted at the lower end of the supporting body; the bottom supporting assembly and the supporting body jointly support the stiffening position of a web of the composite beam, the upper end of the supporting body is used for making contact with an upper flange plate of the composite beam, and one side of the supporting body is used for making contact with the web of the composite beam and can limit stiffening ribs. The lower end of the bottom supporting assembly is used for making contact with a lower flange plate of the composite beam, the middle supporting assembly is located in the supporting body, and the upper end and the lower end of the middle supporting assembly can stretch out of the supporting body and are supported on an upper flange plate of the composite beam and the lower flange plate of the composite beam. Reutilization of the decommissioned waste beam is achieved, the structure is simple, and local deformation when the structure is stressed can be effectively reduced.

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 application discloses a UHPC connected post-tensioned non-bonded co-tension prefabricated prestressed concrete frame structure system, which comprises a prefabricated concrete upper column, a prefabricated concrete lower column, a post-tensioned non-bonded co-tension prefabricated prestressed concrete composite beam, a UHPC node core area and a composite slab. The structure system is not only convenient and fast in on-site construction and improves the component installation efficiency, but also can greatly reduce the steel bar anchoring length, greatly reduce the amount of stirrups in the node core area, avoid the congestion of the steel bars in the node core area, reduce the component section height, reduce the self weight, improve the component crack resistance and self-recovery performance, thereby improving the seismic performance of the overall frame structure. The pre-tensioned prestressed steel bars can make the prefabricated beam less supported or free of support during construction, thereby reducing the construction cost, and the post-tensioned non-bonding can enhance the integrity of the frame, so that the structure has a certain self-resetting capacity and structural toughness in the earthquake, and the post-earthquake repair cost is reduced.