1738results about "Bridge materials" patented technology

The present invention proposes an intermediate diaphragm-free, suspended formwork-free, and negative moment tooth block-free beam bridge, and a design method thereof. The beam bridge includes prefabricated main girders, a wet joint, lower structures, and pier cap transverse beams above the lower structures. The concrete deck slabs of adjacent prefabricated main girders are connected by the wet joint. The design method of the above beam bridge includes the following steps: S1, initial design of the main girders; S2, calculation of the non-uniform deflection of the main girders and the indirect transverse stress of the deck slabs; S3, calculation of the direct transverse stress of the deck slabs; S4, crack resistance verification of the deck slab; S5, optimization of bridge parameters to reduce the stress on the driving surface; S6, completion of the beam bridge design. The beam bridge and its design method effectively solve the problem that the existing intermediate diaphragm-free beam bridge is prone to longitudinal cracking at the joints, and realize the suspension tension without the wet joint suspended formwork of the deck slab and the negative bending moment tendon, and have better mechanical properties and better economic, environmental and social benefits, which can facilitate the promotion and application of such bridges in various types of highways , railways and municipal engineering.

The invention discloses a high-pier large-span extra-large bridge suspended pouring beam hanging basket construction method, and belongs to the field of bridge engineering construction.The method comprises the following steps that hanging basket rails are installed, the precision is controlled, and a hanging basket comprising a double-channel-steel main truss, a manganese steel sling, an arc-shaped flow guide plate and a honeycomb formwork is assembled; grading pre-pressing is carried out according to the specified multiple of the design load, and the pre-camber of the template is corrected by adopting a BP neural network to ensure that the finished bridge linear error meets the requirement; a mechanical-hydraulic-electrical integrated intelligent control system is deployed, and the traveling speed and synchronism of the hanging basket are controlled through double-oil-cylinder driving, a 5G digital twin platform and an edge computing technology, so that rapid alarm is realized when the load is abnormal; segmental circulation construction is carried out, and when the environment wind speed reaches a set value, a hydraulic rail clamping device is automatically locked; a model is established by using ANSYS software, and simulation verification is performed on multiple types of key working conditions to ensure that the safety coefficient of the structure meets the specification requirement. The construction precision and safety are guaranteed, and the method adapts to complex environments.

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 construction platform comprises two moving tables symmetrically arranged on the two sides of the cylindrical pier, the two moving tables are made to be away from or close to each other through a translation driving mechanism, a supporting beam assembly shares loads of the moving tables, and a lifting driving mechanism drives the moving tables to ascend and descend synchronously. When the jacking mechanism is in place, the bottom of the supporting beam assembly is jacked to complete supporting system conversion, and the structure of each assembly and the construction method steps are described in detail. The technical effects that repeated self-lifting construction can be achieved, an avoiding space can be provided for moving of the moving table, supporting system conversion is effectively achieved, the construction efficiency and convenience are improved, and construction of the straining beam and the capping beam in the cylindrical pier is completed are achieved.

The utility model relates to an FEBD seamless bridge deck connecting plate adopting a T-shaped shear nail structure, which comprises a semi-continuous UHPC bridge deck connecting plate arranged on the upper side of a telescopic gap at a beam end in a crossing manner, and a polyurethane pavement layer used for bearing vehicle load is paved on the upper side of the semi-continuous UHPC bridge deck connecting plate. T-shaped shear nails are arranged between the polyurethane pavement layer and the semi-continuous UHPC bridge floor connecting plate. According to the connecting plate, the seamless bridge floor can be realized, and the diseases such as pavement layer disengagement and hemming caused by large deformation difference when wheels pass through the expansion joint are obviously relieved; and in addition, the complex space stress state of the bridge deck can be better adapted, the normal use requirement of the bridge deck continuous structure is met, the construction period is effectively shortened, and the influence on traffic is small.

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

The invention discloses a welding device for cable-stayed bridge construction, and relates to the field of welding devices.The welding device comprises a welding machine case, a follow-up base is installed on the bottom side of the welding machine case, two expansion sliding plates are installed on the bottom side of the follow-up base in a sliding mode, and two advancing bases are installed on the bottom sides of the expansion sliding plates; a plurality of advancing wheels are rotationally mounted on the advancing seat; and the device further comprises a blocking and avoiding device and an active expansion device. It needs to be explained that when movement of the welding machine case is blocked, the advancing supporting arm is folded, the purpose of active obstacle avoidance is achieved, and flexible movement of the welding machine case is guaranteed; besides, if the advancing wheels on the same side are all blocked, the expansion sliding plates are automatically unfolded, the purpose of actively avoiding obstacles is achieved again, the problem that the welding machine case cannot advance and even turns over when encountering large obstacles is prevented, the safety of the welding machine case is guaranteed, and then the welding construction efficiency of the cable-stayed bridge can be guaranteed.

The invention relates to the technical field of bridge construction engineering, and discloses a prefabricated bridge plate integral tensioning structure which comprises a bridge plate structure and a hydraulic driving device, the bridge plate structure comprises a bridge plate body, a plurality of through holes are formed in the bridge plate body, and the bridge plate body is provided with a plurality of corrugated pipes through the through holes; according to the bridge plate, through the arrangement of a double-liquid space control and limiting baffle structure of the hydraulic driving device, in the springback process after tensioning is completed, the displacement sensor monitors displacement of the steel strands in real time, and when it is detected that the springback distance is abnormal, the steel strands are driven by the hydraulic driving device to move back and forth. The position of the first anchor clamping piece is cooperatively adjusted through the third push rod and the second push rod, it is ensured that the first anchor clamping piece is tightly attached to an anchorage device hole, damage to the interior of a bridge plate due to too high prestress is avoided, potential safety hazards in subsequent use are reduced, and the structural stability is improved.

The invention relates to the technical field of cable-stayed bridge construction, in particular to a cable-stayed bridge cable force determination method based on process control, which comprises a cable-stayed bridge cable tower, a stay cable and a main beam section, a finite element model is established according to the sizes of the cable tower and the main beam section, and after the zero section in the main beam section is simulated and installed, the zero section is determined. Installing first segments on the left side and the right side of the zero segment respectively, tensioning prestressed steel beams in the first segments, operating a finite element model, recording bending moment values of beam ends of the first segments, setting virtual support constraint node vertical and torsional displacement at the beam ends of the first segments, operating a calculation model, and calculating the bending moment values of the first segments; and the vertical counter force and the virtual bending moment value borne by the virtual support are recorded, the virtual support is deleted, a stay cable unit is established between the preset anchor point of the first section and the cable tower anchor point, and different stay cable body internal force is set twice.

The utility model provides a prefabricated assembly type UHPC-profile steel combined bridge deck structure suitable for a trestle. The prefabricated assembly type UHPC-profile steel combined bridge deck structure comprises a reinforced concrete prefabricated slab, a first connecting part and a second connecting part. The number of the reinforced concrete prefabricated slabs is multiple, and the multiple reinforced concrete prefabricated slabs are flatly laid on a longitudinal beam of a trestle bailey beam. The first connecting part is arranged between the reinforced concrete precast slab and the longitudinal beam and is used for detachably connecting the reinforced concrete precast slab to the longitudinal beam; and the second connecting part is arranged between the two adjacent reinforced concrete prefabricated slabs and is used for mutually splicing the two adjacent reinforced concrete prefabricated slabs. The bridge deck structure is convenient and fast to construct, high in strength and toughness, good in driving comfort and good in durability.

The invention discloses a modular assembly type steel box girder connecting system and a construction method, the modular assembly type steel box girder connecting system comprises a steel box girder and a girder embedded restraint steel end plate, an embedded part is embedded from the connecting end of the steel box girder, an annular wing plate is located outside the steel box girder, and the modular assembly type steel box girder connecting system further comprises a side restraint ring sealing plate and a restraint cover plate, the side restraining ring sealing plates seal the beam end installation gaps on the front side and the rear side and restrain the two annular wing plates on the same side, the restraining cover plates seal the beam end installation gaps on the upper side and the lower side and restrain the two annular wing plates on the same side, and the side restraining ring sealing plates and the restraining cover plates are connected through tenons and mortises. And the central plugging steel plate is used for plugging the central mounting gap. According to the modular assembly type steel box girder connecting system, assembly type connection is adopted completely, welding operation is not needed, restraining components are arranged on the inner side and the outer side of the steel box girder, under the action of external force, the restraining components on the inner side and the outer side act jointly, and the butt joint connecting end portions of the box girder are restrained not to generate relative displacement or corner; therefore, effective butt joint and fixation of the box girders are achieved.

The invention discloses a construction method for prefabricating a concrete steel shell combined section in a factory, and relates to the technical field of bridge construction, and the construction method comprises the following steps: S1, manufacturing a wallboard unit; s2, the inner wall plate units are positioned, then the outer wall plate units are positioned, and then welding is conducted to manufacture steel shell segments; s3, annular structure concrete between the inner wall plate unit and the outer wall plate unit is poured, and steel shell concrete segments are formed; s4, secondary machining is conducted on the steel shell concrete segments; s5, vertical position continuous matching pre-assembly is carried out, after pre-assembly is completed, matching parts are installed, and marker lines are marked; s6, bridge site hoisting and positioning are conducted on the steel shell concrete sections; s7, outer wall plates of the steel shell concrete sections are subjected to butt-joint penetration welding, and then inner wall plates are welded; and S8, concrete pouring is conducted on bridge site ring openings of the steel shell concrete sections, and machining is completed. The technical problem that the construction period is prolonged due to prefabrication of the steel shell sections of the steel shell concrete tower in the prior art is solved.

The present invention belongs to the technical field of bridge protection. In order to solve the problem of how to protect bridge piers from flow-induced vibration (FIV), the present invention provides a method and system for monitoring the bridge piers based on digital twin and a FIV protection device, comprising: an annular steel board and multiple polyurethane boards, an inner wall of the annular steel board is fixedly connected to a structure to be protected, hydraulic devices and multiple energy-dissipation springs are arranged between an outer wall of the annular steel board and the polyurethane boards, and the polyurethane boards are spaced apart. The present invention may reduce or even eliminate the FIV caused by seawater or rivers to the structure to be protected, thereby slowing down the fatigue damage caused by FIV to the structure to be protected.

The invention discloses a movable stable concrete vibrator and relates to the field of vibrators, the movable stable concrete vibrator comprises a bottom plate and a vibrator body, two supporting plates are slidably connected to the two sides of the bottom plate, adjusting assemblies are arranged at the upper ends of the supporting plates, meanwhile, expansion assemblies are fixedly arranged on the upper surface of the bottom plate, and each adjusting assembly comprises a connecting column; a lifting plate is slidably connected between the connecting columns, transverse grooves are formed in the sides, close to the lifting plate, of the connecting columns, uniformly-distributed racks are fixedly connected to one sides of the interiors of the transverse grooves, the outer walls of the driven gears extend out of the lifting plate to rotate in the connecting columns, and the driven gears are meshed with the racks. A driven column is rotated to drive rotating shafts at the two ends to rotate, the rotating shafts drive a driven gear to rotate through a transmission belt, the driven gear is meshed with a rack in a transverse groove of a connecting column, gear rotation is converted into vertical sliding of a lifting plate along the connecting column, the height of a handle is finally adjusted, and the concrete vibrator can be conveniently moved to another area through the handle; actual use requirements are met, and the use cost is reduced.

The invention discloses a self-resetting multi-section prefabricated assembled pier and a construction method, the self-resetting multi-section prefabricated assembled pier comprises a prefabricated cover beam, a pier column and a pier bearing platform, the pier column is formed by splicing a plurality of prefabricated sections, and is connected with the prefabricated cover beam through the prefabricated section located at the top; the prefabricated bent cap is connected with the pier bearing platform through a prefabricated section located at the bottom in a bell and spigot joint mode, and the non-adhesive prestressed tendons are connected with the prefabricated bent cap and the pier bearing platform and provide self-resetting capacity for the pier. According to the multi-section prefabricated assembled pier with the self-resetting capacity and the construction method, the formworks are prefabricated in a unified mode in a factory, the efficiency is improved while the prefabrication and construction cost is reduced, the mode of prefabricated section splicing and shallow socket connection is adopted, construction in narrow and complex terrains is facilitated, prestressed tendons used for self-resetting are arranged, and the construction efficiency is improved. The overall anti-seismic performance is improved, the integrity, rigidity and bearing capacity of the assembled pier are improved, the service life is prolonged, and meanwhile the maintenance cost is reduced.

The utility model belongs to the technical field of tension beam structures, and particularly relates to a three-way pre-tightening steel wire tension beam structure. A three-way pre-tightening steel wire tension beam structure comprises a cross beam, a steel wire and a pre-tightening assembly, the pre-tightening assembly is installed on the cross beam, a steel wire groove is formed in the cross beam, and the steel wire is installed in the steel wire groove through the pre-tightening assembly; the utility model provides a three-way pre-tightening steel wire tension beam structure, and aims to solve the problem of balance between the bearing capacity and the self weight of a cross beam in a tension beam structure in the prior art.

The invention discloses a cooperative control method for stay cable force and main beam line shape of an extradosed cable-stayed bridge. The cooperative control method comprises the steps that cable force data, main beam line shape data and main beam section internal force monitoring data in the construction stage are collected; based on a preset cable force adjustment judgment criterion, whether cable force adjustment needs to be started or not is judged; when triggering conditions are met, a geometric nonlinear analysis model considering cable-beam-tower cooperative deformation is established, and a cable force-main beam line shape sensitivity influence matrix is generated; screening K stay cables as key adjustment objects by adopting an influence matrix column vector L2 norm sorting method, and performing global optimization based on a simulated annealing algorithm to obtain an optimal displacement mean square error and an optimal cable force adjustment amount; and according to the key adjustment object and the cable force adjustment amount, multi-cable synchronous grading tensioning work is carried out. The invention provides a systematic and intelligent solution for the construction control of the extradosed cable-stayed bridge, and has remarkable economic benefits and social benefits.

The invention relates to a corrugated steel web accurate positioning device, and relates to the technical field of steel structure construction in bridge engineering, the corrugated steel web accurate positioning device comprises a frame body and a steel web body, the upper end of the frame body is provided with a laser interferometer, one side of the frame body is provided with a controller, the middle part of the frame body is provided with a sliding groove, and two sides of the sliding groove are provided with through grooves; and a hydraulic cylinder is fixed to the inner wall of the upper end of the sliding groove, a sliding block is fixed to the driving end of the hydraulic cylinder, a fixing rod is fixed to one end of the sliding block, a connecting structure is arranged on the fixing rod, and a plurality of clamping frames are arranged on the connecting structure. The hydraulic cylinder drives the sliding block to move, on one hand, the effect of step-by-step positioning is achieved, the effect of improving the use effect of the positioning device is achieved, on the other hand, the effects of automatic sealing and cleaning are achieved, the use convenience of the positioning device is effectively improved, on the other hand, the effect of self-adaptive balance weight adjustment is achieved, and the use safety is improved. And the use stability of the positioning device is effectively improved.

The invention discloses a novel multi-cavity double-steel-plate-UHPC composite structure and a construction technology, relates to the technical field of civil engineering structure materials and construction, and solves the problems that in the prior art, interface connecting pieces of a double-steel-plate-UHPC composite structure are not unified in design, and the engineering applicability is poor. According to the technical scheme, a perforated longitudinal partition plate is adopted to divide the space between double steel plates into multiple cavities, the perforated longitudinal partition plate is provided with flowing holes and reinforcing steel bar holes, and penetrating reinforcing steel bars penetrate into the reinforcing steel bar holes and are fixed to end plates through nuts, so that a standardized reinforcing steel bar-UHPC tenon connecting piece and a unified steel-concrete interface connecting mode are formed; meanwhile, pouring deformation is controlled through temporary tools of the constraint steel plates and the constraint pull rods to obtain a multi-cavity double-steel-plate-UHPC combined structure, the steel-concrete interface connection and combination effect is enhanced, the bending-shear-resistant mechanical property and the construction efficiency of the combined plate are improved, and a high-strength, high-toughness and simple-structure scheme is provided for engineering.

The present invention relates to the technical field of bridge engineering. Particularly disclosed are a steel shell-concrete composite orthotropic bridge deck structure and a fabrication method and device. The steel housing-concrete composite orthotropic bridge deck structure comprises a steel shell structure, infilled concrete, longitudinal and transverse stiffening ribs arranged at the bottom of the steel shell structure, and a deck-end connecting structure, wherein the steel shell structure comprises an upper steel plate and a lower steel plate that are arranged in parallel, and a plurality of perforated T-shaped ribs arranged in parallel in a longitudinal direction. Webs of the perforated T-shaped ribs are welded to the upper steel plate, flanges are riveted to the lower steel plate, the upper steel plate and the lower steel plate are connected into the steel shell structure, and reinforced concrete tenons formed by the perforated T-shaped ribs and core bar reinforcements and shear bolts anchor the upper steel plate and the lower steel plate in the infilled concrete to form a steel shell-concrete composite deck that bears loads jointly. The present invention provides high bending stiffness, solves the problem of fatigue at welds between the stiffening ribs and a steel top plate, fully utilizes the properties of a steel shell and concrete, and solves the problems of the crackability under a negative bending moment and excessive weight of a traditional composite bridge deck.

The invention discloses a Bailey truss and steel trestle plate connecting mode, and relates to the technical field of bridge construction, the Bailey truss and steel trestle plate connecting mode comprises a bridge plate and a Bailey truss, and further comprises a supporting beam and a limiting assembly, the two ends of the supporting beam are fixedly connected with a first limiting rod and a second limiting rod, a concave hole is formed in one side of the first limiting rod, and a through hole is formed in the middle of the second limiting rod; the supporting beam, the first limiting rod and the second limiting rod are distributed in an I shape, a clamping groove is formed in the top of the bailey truss, the two sides of the supporting beam are slidably clamped to the inner wall of the clamping groove, the inner side faces of the first limiting rod and the second limiting rod are slidably clamped to the two sides of the top of the bailey truss, and inserting rods are slidably connected to the surface of the bailey truss and the inner wall of a through hole of the second limiting rod in a penetrating mode. And the tail end of the inserting rod is slidably inserted into the inner wall of a concave hole of a limiting rod I. The problems that a plurality of bolts are needed for connection in a connecting mode, operation is tedious during field installation, the bolts are prone to loosening after being vibrated for a long time, and stability is reduced are solved.

The invention discloses a cable assembly corrugated steel arch bridge and a construction method thereof.The arch bridge comprises foundations on the two sides and a corrugated steel arch shell structure arranged between the foundations in a spanning mode, a corrugated steel arch shell is composed of at least two corrugated steel arch rings arranged in the bridge width direction, and each corrugated steel arch ring is composed of a plurality of corrugated steel arch plates which are sequentially spliced in the arch direction; each corrugated steel arch plate comprises connecting side plates on the periphery and a steel corrugated plate located in the connecting side plates, a plurality of transverse connecting components are arranged on the steel corrugated plate in the width direction, and the transverse connecting components are fixed to the steel corrugated plate and extend out of the connecting side plates in the bridge width direction, so that the transverse connecting components of the adjacent corrugated steel arch rings are connected in the bridge width direction; and an integral corrugated steel arch shell structure is formed. According to the construction method, the supporting towers are arranged on the two sides of the valley, the valley-spanning main cable is tensioned, the end arch sections and the middle-span arch plates are hoisted in a blocking mode in cooperation with the cable-stayed maintaining system, symmetrical assembling is conducted, and the construction method is suitable for rapid construction of the deep valley corrugated steel arch bridge with the complex terrain.

The invention relates to the technical field of bridge maintenance, in particular to a road and bridge spraying maintenance system and a control method thereof, and the system comprises a water supply execution module, a regional spraying module, an intelligent control module, a remote response module, a dynamic adaptation module, a parameter setting module and a regional adaptation module. The water supply execution module provides a pressure water source through an integrated water tank and a booster pump. A water supply header pipe is arranged along the inner side of a bridge deck guardrail. The regional spraying module is provided with spraying assemblies and box chamber inner cavity adjustable sprayers in a partitioned mode. The intelligent control module dynamically adjusts spraying parameters and opening and closing of branches; the dynamic adaptation module realizes displacement synchronization of the pipeline and the hanging basket through a quick disassembly joint and a main pipe extension section; the parameter setting module switches the spraying mode according to the concrete age and the surface temperature; the area adaptation module controls pipeline separation and connection and nozzle angle correction. The problems of insufficient corner coverage and poor timeliness are solved, and the maintenance uniformity and the structural durability are improved.

The invention discloses a corrugated steel web box girder with assembly type lining composition boards and a construction method, the corrugated steel web box girder comprises the lining composition boards, corrugated steel webs, a top plate, a bottom plate and a pier concrete section, the lining composition boards are prefabricated parts, are composed of outer wrapping steel plates and reinforced concrete inner plates and are symmetrically arranged near the pier concrete section, and the corrugated steel webs are arranged on the corrugated steel web box girder. The lining composition boards are connected with the corrugated steel webs through square steel pipes and shear nail groups, the top board and the bottom board are connected through vertical prestressed tendons, the multiple lining composition boards are connected through trapezoid inserting boards and longitudinal prestressed tendons, and then high-performance concrete is poured to fill square holes and connecting sections of the lining composition boards. The lining composite plate adopts a composite structure of the outer steel plate and the reinforced concrete inner plate, and compared with a traditional lining concrete plate, the thickness is effectively reduced, the dead weight of a large-span bridge is reduced, and the shear bearing capacity can be greatly improved; and the encased steel plate is adopted, so that cracking of the lining concrete is prevented, and the durability of the box girder is effectively improved.

The utility model discloses a local variable stiffness enhanced welding stud shear connector and a steel-concrete combined track beam. The connector comprises a thickened bottom rod, a slender middle rod and a cylindrical head which are connected in sequence, the diameter of the thickened bottom rod is greater than that of the slender middle rod; the cylindrical head is larger in diameter than the elongated middle rod. The steel-concrete combined track beam comprises a UHPC cast-in-place bridge deck slab, a local variable stiffness enhanced welding stud shear connector and a track steel beam, and the local variable stiffness enhanced welding stud shear connecting piece is welded on the top surface of the track steel beam and is used for connecting the track steel beam with the UHPC cast-in-place bridge deck at the upper part. The connecting piece has the advantages of being suitable for the steel-concrete combined track beam and aiming at solving the problems that a traditional shearing force connecting piece is insufficient in shearing bearing capacity under the complex dynamic load environment, a concrete panel is prone to cracking and the like, and therefore the overall bearing capacity, durability and anti-cracking performance of the track beam are improved, and the quality and efficiency of the cast-in-place construction technology are optimized.

The invention discloses a steel-concrete cable tower type steel framework, a steel bar component and a modular manufacturing method of the steel-concrete cable tower type steel framework and the steel bar component, and belongs to the technical field of modular manufacturing of steel-concrete cable tower type steel frameworks. According to the technical scheme, the device comprises a reference section located at the bottom and a matching section arranged above the reference section; the reference section comprises a bottom section steel framework section formed by splicing section steel sheet bodies, vertical main reinforcements, horizontal stirrups and a steel bar positioning plate for positioning; the matching section comprises an upper section steel framework section formed by splicing section steel sheet bodies, vertical main reinforcements and steel bar positioning plates used for positioning. The method has the beneficial effects that modular integral manufacturing of the steel-concrete cable bent tower profile steel framework and the steel bar component in a factory is achieved, by means of the method, cable bent tower sections are directly manufactured into factory modules in the factory and integrally transported to the site to be installed, a large amount of site steel bar binding workload is saved, the high-altitude operation risk is reduced, and the project construction cost is reduced; and the construction efficiency is improved.

The invention discloses a bridge cutting dynamic deviation correction method and system based on multi-modal sensing, relates to the technical field of bridge construction and demolition, and solves the technical problems of realizing high-precision self-adaptive cutting under complex working conditions, reducing rope breakage rate and track deviation and improving construction efficiency and safety. By fusing the fiber grating, ultrasonic wave and machine vision technologies, the monitoring limitation of a single sensor is broken through, multi-mode synchronous sensing of a stress field, a temperature field, a reinforcing steel bar position and geometric deformation is realized, a complete data basis is provided for intelligent decision making, and multi-source data is fused and denoised by adopting wavelet transform and principal component analysis, so that the accuracy and the reliability of the system are improved. The robustness of the system in vibration, chipping interference and temperature drift environments is improved, and the deviation correction efficiency is continuously improved by predicting a reinforcing steel bar dense area and a stress sudden change point in real time, dynamically adjusting cutting parameters, prolonging the service life of a rope saw, reducing construction interruption and introducing a residual feedback and iterative learning mechanism.

The invention provides a precise positioning and mounting method for repeated slippage of a steel box girder, and relates to the field of bridge construction. A plurality of first sliding sections are spliced on a sliding rail of a splicing area and welded into a first sliding unit; a sliding device is installed on the sliding rail, and the sliding device is in transmission connection with the first sliding unit; the sliding equipment is started to drive the first sliding unit to slide on the sliding track; after moving out of the assembling area, the sliding is stopped; a plurality of second sliding subsections are spliced on the sliding track where the vacant splicing area is located, and a second sliding unit is formed through welding; the second sliding unit and the first sliding unit are welded into a steel box girder sliding unit; a sliding device is installed on the sliding rail, and the sliding device is in transmission connection with the steel box girder sliding unit; the steel box girder sliding unit is driven to slide on the sliding rail; when the steel box girder sliding unit slides out of the assembly area, sliding is stopped; and repeating the operation. The method can solve the problem that construction cannot be carried out due to site limitation.

The assembled steel box girder comprises a first steel box girder and a second steel box girder, wherein the ends of the first steel box girder and the second steel box girder are in butt joint; a supporting beam is fixed in the first steel box beam, a cross rod is arranged on the surface of the supporting beam, a slidable telescopic arm is inserted into the cross rod, a jacking plate at the end of the telescopic arm is connected with an L-shaped rod, and a telescopic rod is inserted into the end of the L-shaped rod; through grooves matched with the L-shaped rods are formed in the surfaces of the two steel box girders, the telescopic rod on the first steel box girder side is sleeved with a rotatable nut, and the telescopic rod on the second steel box girder side is fixedly provided with a screw capable of being connected to the nut in a screwed mode. According to the scheme, the two steel box girders are driven to be in accurate butt joint through thread transmission, gaps are eliminated to improve the welding quality, and meanwhile the construction cost is reduced; the supporting beams and the transverse rods form a stable bearing foundation, the stability of the splicing process is guaranteed, construction efficiency and structural reliability are both considered, and the method is suitable for rapid splicing of bridge steel box girders.

The factory prefabricated steel shell concrete combination section comprises an inner wall plate and an outer wall plate, an annular structure is formed between the inner wall plate and the outer wall plate, and transverse stiffening ribs and longitudinal stiffening ribs are arranged on the opposite sides of the annular structure of the inner wall plate and the outer wall plate. Concrete is poured in the annular structure of the inner wall plate to form an annular concrete section, two positioning shear keys are arranged on the top face and the bottom face of the annular concrete section, and two slurry passing holes are formed in each annular opening face. The inner wall plates and the outer wall plates of the steel shell section concrete are welded through bridge site ring opening steel structures, and ring opening concrete pouring is conducted between the steel shell section concrete. The optimal combination of a steel structure and a concrete structure is advantageously reflected, the problems that in the prior art, a steel shell concrete tower is complex in design, and the bridge site construction period is too long can be solved, and construction is convenient.