490 results about "Composite girder" patented technology

The invention relates to the technical field of parameter optimization, and discloses a steel-concrete composite beam bridge prefabricated segment prestress tension parameter optimization method and system, and the method comprises the steps: obtaining a design BIM model, classifying prefabricated segments, constructing an initial digital twinborn model, and obtaining monitoring data; processing the monitoring data to obtain corrected data; comparing the corrected data with a model simulation result, and calibrating the model to generate a precise digital twinborn model; evaluating a multi-dimensional robustness index to construct a feature vector; generating a self-adaptive tensioning strategy sequence through a graph neural network in combination with the feature vector and the precise model; according to the method, intelligent optimization of the tensioning parameters is achieved, and the construction precision and the structural safety of the steel-concrete composite beam bridge are remarkably improved.

The invention relates to the technical field of steel-concrete composite beams, and discloses a steel-concrete composite beam bridge deck reinforcing device which comprises a sealing plate, a first hydraulic cylinder, a first supporting plate, a first polished shaft, a second supporting plate, a first support, a first rotating arm and a second hydraulic cylinder. In the using process, when one side of the top face of the web beam is subjected to overload pressure, the second supporting plate on the same side can be pressed downwards, then the first supporting plate on the same side is made to move downwards, and therefore the moving ends of the first hydraulic cylinders on the same side are made to return. And at the moment, hydraulic oil in the rodless cavities of the first hydraulic cylinders on the same side can enter the rodless cavities of the second hydraulic cylinders on the same side, and then the moving ends of the second hydraulic cylinders on the same side stretch out. And then, under the support of the first support on the same side, the first rotating arms on the same side can deflect towards the direction of the web beam. Due to the fact that hydraulic pressure is adopted as a power source, enough supporting force can be provided for the bottom face and the two side faces of the web beam, and then the anti-overturning performance is improved.

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.

To provide a method for removing a floor slab of a composite girder capable of reducing concrete remaining on the girder.SOLUTION: Since a cutting-in 5 extending in the bridge-axis direction is formed from the upper surface side of a floor slab at each arrangement location of a slippage preventing member 4 of a floor slab 3, and the floor slab 3 on which the cutting-in 5 is formed is pulled upward from main girders 2 and removed, the resistance force between the slippage preventing member 4 and the concrete of the floor slab 3 against the tensile load can be reduced by the cutting-in 5, and the floor slab 3 can be easily separated from the main girders 2. Thus, since it is not necessary to cut the floor slab 3 in the bridge axial direction such that concrete remains on the main girder 2 as in the related art, the floor slab 3 on the main girder 2 can be lifted and removed at once without being divided in the direction perpendicular to the bridge axis. As a result, the efficiency of the removal work can be improved, and there is an advantage that a large-scale concrete crushing work is not required.SELECTED DRAWING: Figure 5

A method for rapidly calculating the interface slip of a steel-concrete composite beam under vehicle dynamic loads relates to the technical field of bridge construction. The method comprises the following steps: calculating the first n natural frequencies of a simply supported steel-concrete composite beam based on basic bridge parameters; calculating the circular frequency of vehicle dynamic loads; calculating the bridge's natural frequencies and critical damping frequencies taking into account the influence of damping; calculating the introduction parameters; calculating the interface slip under vehicle dynamic loads taking into account the first n vibration modes; determining convergence; and calculating the interface slip under multiple vehicle dynamic loads. Based on the Timoshenko beam theoretical model, and taking into account the material, cross-section, and connector stiffness, a formula for calculating the interface slip of a simply supported steel-concrete composite beam under vehicle dynamic loads is proposed. This formula enables rapid and accurate calculation of interface slip without relying on numerical simulation or field testing.

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 utility model relates to the technical field of bridge expansion and reconstruction, and discloses a bridge widening corrugated plate splicing structure which comprises a corrugated plate, the corrugated plate connects an old bridge with a steel-concrete composite beam through a connecting piece, the corrugated plate is located between the old bridge and the steel-concrete composite beam, the upper portion of the corrugated plate is filled with asphalt concrete, and the lower portion of the corrugated plate is filled with concrete. The top face of the asphalt concrete is flush with the top face of the old bridge and the top face of the steel-concrete composite beam. The corrugated plate is spliced between the old bridge and the steel-concrete composite beam, the upper portion of the corrugated plate is filled with the asphalt concrete so that the plane of the corrugated plate can be flush with the old bridge and the steel-concrete composite beam, the asphalt concrete and the corrugated plate bear additional internal force generated by the settlement difference of the new bridge and the old bridge together, and the crack resistance of the connecting structure at the splicing position can be effectively improved.

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 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 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.

The invention relates to an efficient assembly type steel-concrete composite beam bridge superstructure connecting structure and a construction method, and belongs to the technical field of bridge engineering. Comprising a prefabricated concrete bridge deck, a steel beam, an umbrella-shaped perforated steel pipe connecting piece, a high-strength hook, a wedge-shaped steel accessory, a pi-shaped metal part, an H-shaped high-strength steel accessory, a high-strength bolt and a nut. The wedge-shaped steel accessory is pre-buried in the transverse joint direction of the prefabricated concrete bridge deck slab through a pi-shaped metal part, the bridge deck slab in the transverse joint direction is fastened through an H-shaped high-strength steel accessory, and the H-shaped high-strength steel accessory and the wedge-shaped steel accessory are fastened through a high-strength bolt and a nut; the umbrella-shaped perforated steel pipe connecting pieces are welded to the steel beams, the high-strength hooks are pre-buried in the prefabricated concrete bridge deck in the longitudinal joint direction, the high-strength hooks and the umbrella-shaped perforated steel pipe connecting pieces are hooked tightly after the bridge deck is in place, longitudinal steel bars penetrate through the holes, in the bridge direction, of the umbrella-shaped perforated steel pipe connecting pieces, and finally high-performance grouting materials are poured in the longitudinal joints.

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 provides a steel-concrete composite beam hogging moment region rigidity degradation rule calculation method and a storage medium, and belongs to the technical field of computer-aided calculation. The method comprises the following steps of S100, determining random fatigue loads borne by a hogging moment area of the steel-concrete composite beam, and calculating the amplitude S and the amplitude distribution rule of each fatigue load; s200, performing curve fitting on the amplitude distribution rule of the fatigue load, and determining a probability density function of the amplitude of the fatigue load; s300, determining the fatigue life of the hogging moment area of the steel-concrete composite beam; s400, the static load ultimate bearing bending moment of the hogging moment area of the steel-concrete composite beam is determined; s500, determining a rigidity reduction value of the hogging moment area of the steel-concrete composite beam during fatigue failure; and S600, calculating the rigidity degradation rule of the steel-concrete composite beam under the random fatigue load. According to the method, the rigidity degradation process of the hogging moment area of the steel-concrete composite beam can be calculated and predicted in advance, and a theoretical basis is provided for maintenance and repair of a bridge.

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 invention relates to the technical field of crack resistance detection, in particular to a road steel-concrete composite beam bridge deck pavement crack resistance detection method and system which comprises a support, a test piece, a plurality of loading units and a bottom supporting and adjusting assembly. The bottom supporting and adjusting assembly comprises two bottom side edge supporting pieces, a bottom center supporting piece, two moving blocks and a plurality of connecting rods, the bottom side edge supporting pieces are driven to move through the moving blocks, the bottom center supporting piece is driven to move upwards and abut against and support the lower portion of the test piece through the action of the connecting rods, and meanwhile the bottom side edge supporting pieces on the two sides move downwards; then, only the lower central area of the test piece is supported, and at the moment, the two sides of the test piece can be subjected to a loading test through the upper loading unit; therefore, loading tests on the center and the two sides of the test piece can be carried out, rapid adjustment can be carried out in a linkage mode during switching, test data can be enriched, the test efficiency can be guaranteed, and crack resistance detection is more comprehensive.

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 steel-concrete composite beam crack discrimination method based on bending wave structural sound intensity aggregation degree testing, which comprises the following steps: dividing a to-be-tested plate into a series of scanning areas, setting a scanning path, and calculating the bending wave structural sound intensity aggregation degree; traversing the plate according to a scanning algorithm and calculating the bending wave structural sound intensity aggregation degrees of all areas; calculating the bending wave structural sound intensity aggregation degrees of all areas of the steel-concrete composite beam plate in a service period; comparing the bending wave structural sound intensity aggregation degree spectrum peak values, and if the difference between the bending wave structural sound intensity aggregation degree spectrum peak values of a scanning area of the two exceeds a preset threshold value, it is determined that the scanning area of the steel-concrete composite beam plate in the service period has cracks. The application combines the characteristics that the bending wave signal is easy to test, adopts the bending wave structural sound intensity testing technology and the structural sound intensity aggregation degree scanning algorithm, and can realize efficient discrimination and positioning of the steel-concrete composite beam cracks, and has great theoretical significance and engineering value for damage identification of the bridge.

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 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.

This invention provides a saddle-shaped cable-beam composite beam for pedestrian suspension bridges, a suspension bridge, and a construction method. The composite beam includes a bridge body, two upper main cables positioned above the bridge body, and two lower main cables positioned below the bridge body. Both the upper and lower main cables are arranged along the length of the bridge body. The two upper and two lower main cables are located on both sides of the bridge body. The two upper main cables are connected to both sides of the bridge body via suspenders in an inverted V-shape. The two lower main cables are connected to both sides of the bridge body via adjustable-length cables. Each cable includes a first cable, with its two ends connected to the lower main cable and the corresponding side of the bridge body, respectively. The first cable is also in a V-shape. This invention utilizes a saddle-shaped cable-beam composite beam to increase the lateral and vertical stiffness of the bridge body, enabling the continued application of pedestrian suspension bridges in the large-span range and continuing to leverage the advantages of large span capacity, thus achieving good economic benefits.

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 application discloses a kind of assembly design method, device and equipment of no-wet joint assembly type composite beam, method includes the following steps: based on wet joint concrete slab, according to the span of composite beam and preset span height ratio, the parameter of precast slab section is calculated;Based on the disadvantage load of composite beam, the load combination design value and standard value on composite beam are calculated;Determine the discriminant condition of no-wet joint assembly type composite beam design;Determine the invalid critical gap c cr Of concrete slab under no-wet joint condition, and the splicing gap c of composite beam must not be greater than c cr ;According to the deflection of the splicing gap of different composite beams, judge by stiffness discriminant condition, output the economic index of multiple schemes;According to economic index sequencing, the bearing capacity of composite beam is calculated in turn until stress discriminant condition is met, and no-wet joint composite beam assembly is carried out.The application ensures that shear key is uniformly distributed along the length of beam, and reduces the precast precision requirement of concrete slab.

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.

A multi-objective optimization method and system for a comprehensive transportation hub conversion component design scheme, comprising the following specific steps: based on the building information model, generating the detailed structure of the comprehensive transportation hub conversion component under multiple design schemes, extracting the construction materials, machinery, types of work and processes under different design schemes, and constructing a comprehensive cost library and a process total time model; through a structure analysis software, establishing a generalized steel-concrete composite beam bending / shear bearing capacity calculation formula, combining the cross-section properties and design parameters to quantify the structure performance; taking the maximum bending bearing capacity, the maximum shear bearing capacity, the minimum construction cost and the shortest construction period as four-dimensional objective functions, using the grey wolf algorithm (GWO) for multi-objective optimization solution, and outputting the optimal design scheme. The present application realizes the cost-construction period-performance collaborative optimization by fusing BIM modeling, structure analysis and intelligent algorithm, improves the structure safety and economy, and is suitable for the design and construction decision of comprehensive transportation hub engineering.