3437results about "Bridge materials" patented technology

The invention relates to a steel truss girder digital pre-assembly method and system based on three-dimensional laser scanning, and belongs to the technical field of constructional engineering. The method comprises the following steps: calculating a three-dimensional coordinate and a scanning angle of a scanning observation station based on a steel truss girder design model and field environment point cloud data to obtain observation station layout position parameters; controlling a three-dimensional laser scanner to scan the steel truss girder section by section according to the arrangement position parameters of the observation station, and acquiring original point cloud data of each section of the steel truss girder; performing spatial alignment and noise reduction processing on the original point cloud data to obtain standardized point cloud data; based on the standardized point cloud data, feature parameters of all the segments are segmented and extracted, digital splicing is carried out, and a steel truss girder three-dimensional point cloud model is generated; based on the steel truss girder design model and the steel truss girder three-dimensional point cloud model, the displacement deviation value and the angle deviation value between the segments are calculated, and an assembly error result is obtained; and generating a construction correction parameter set based on the assembly error result. The assembling precision of the steel truss girder can be improved.

The invention discloses a cable-stayed and buckled multi-cable synchronous regulation and control method and system based on hydraulic cooperation, and the method comprises the steps: obtaining the information of each cable, configuring a hydraulic device for each cable, grading and dividing the tensioning operation of the hydraulic devices into a plurality of tensioning levels, distributing a sub-target tensioning force for each tensioning level, the hydraulic device is controlled to stretch each inhaul cable from the first stretch-draw level according to the number of the inhaul cable and the initial stretch-draw force of the inhaul cable until the sub-target stretch-draw force corresponding to the current stretch-draw level is reached, the next stretch-draw level is entered, and the current stretch-draw force of each inhaul cable is monitored in real time; comparing the pressure difference approaching variable with a pressure difference approaching variable threshold value, and finely adjusting the corresponding inhaul cable according to a comparison result; the method comprises the following steps: generating a plurality of tension proximity diagrams according to the real-time monitored current tension force of each inhaul cable, searching for the inhaul cable with tension kick according to node conditions in the tension proximity diagrams, and sending out alarm information.

The invention discloses a continuous rigid frame bridge construction monitoring method which comprises the following steps: before cantilever casting construction, arranging linear monitoring points along the longitudinal axis direction of a bridge according to the spacing of 8-12 meters, and respectively arranging stress monitoring points on a top plate and a bottom plate of the root section of each section; synchronously acquiring three-dimensional coordinate data of the linear monitoring points and real-time strain data of the stress monitoring points in the process of pouring each section in a cantilever manner; the collected linear data and stress data are input into a finite element model for collaborative analysis, and when a linear deviation value exceeds + / -5% of a designed pre-camber value and the deviation between a stress measured value and a theoretical calculation value exceeds + / -8%, an adjustment instruction is automatically generated; according to the adjusting instruction, the elevation of the front fulcrum of the hanging basket is adjusted through the hydraulic jack during construction of the next section; after initial setting of the adjusted segment concrete, linear data and stress data are collected, and the actually measured data and a finite element model prediction value are compared and verified. The method can help to guarantee the safety and durability of the continuous rigid frame bridge.

The invention discloses a through steel box tied arch bridge construction monitoring system and method. The system comprises a data acquisition module, a data processing and analysis module, a control decision module and an information management and feedback module. The data acquisition module acquires data such as a girder, an arch rib, a suspender and an environment; the data processing and analysis module analyzes the structure state after preprocessing the data, identifies parameters and corrects the model; the control decision module generates a control instruction, and performs early warning and emergency processing; and the information management and feedback module stores data and feeds back information. The method comprises preparation before construction, construction process monitoring and abnormal condition processing. Construction can be accurately monitored in real time, the quality and safety of finished bridges are ensured, error accumulation is reduced, data are provided for later maintenance, the durability of the bridges is improved, and the method is suitable for through steel box tied arch bridge construction monitoring.

The present disclosure belongs to the technical field of arch bridge structures, and particularly relates to a steel-concrete combined skewback structure and a construction method thereof. In the present disclosure, by arranging arch rib tubes, concrete sections in a main chord pipe, concrete blocks in a skewback, fixing steel tubes, a transverse diaphragm unit, and a vertical diaphragm unit, the steel-concrete combined skewback structure can achieve the following objectives that 1. the skewback structure can be fully connected with a bearing platform; and 2. the fixing steel tubes are fully filled with concrete. In addition, the present disclosure further provides the construction method of the above steel-concrete combined skewback structure. The construction method the skewback structure itself and its mounting manner both have sufficient structural stability.

The invention discloses a UHPC joint formwork manufacturing device and method, a joint formwork and a pouring method, and relates to the field of bridge structure constructions.The UHPC joint formwork manufacturing device comprises a fiber fixing plate; the base molds are arranged at the bottom of the fiber fixing plate at intervals, a plurality of through holes for steel fibers to penetrate through are formed in the fiber fixing plate, and openings for liquid materials to be poured are formed in the tops of the base molds so that the current posture of the steel fibers can be fixed after the liquid materials are solidified. According to the obtained UHPC joint template, when UHPC joint pouring is carried out, steel fibers can be very accurately distributed in a first pouring UHPC and a second pouring UHPC in a half-and-half mode, a time-consuming and labor-consuming scabbling process is not needed, and continuity of the steel fibers at the multi-time pouring position of a UHPC structure is rapidly achieved.

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.

According to the pier-side supporting leg moving and transporting method based on cooperative work of the moving trolley and the transporting trolley, connection of a pier-side supporting leg at the position of a bridge pier on the rear side is relieved, a jacking oil cylinder of a hooking mechanism on the upper portion of the moving trolley contracts, the pier-side supporting leg is lifted, then the transporting trolley is moved to the outer side of the pier-side supporting leg, and the pier-side supporting leg is moved to the rear side of the transporting trolley. A transverse moving driving mechanism of the shifting trolley drives the pier-side supporting leg to transversely move outwards, so that a top flange of the pier-side supporting leg is inserted into a bottom hooking mechanism of the conveying trolley, and the conveying trolley rotates the pier-side supporting leg by 90 degrees to enable the pier-side supporting leg to be longitudinally arranged; then the conveying trolley walks to the position of the next pier on the front side, the pier-side supporting legs are transversely arranged, and the top flanges of the pier-side supporting legs are connected with a hooking mechanism on the lower portion of the shifting trolley in a hooking mode; and then, a transverse moving driving mechanism of the shifting trolley drives the pier-side supporting leg to transversely move inwards to a designated position along the lower hooking mechanism, so that moving of the pier-side supporting leg is completed.

The invention belongs to the technical field of concrete, and particularly relates to a preparation method and application of coal gangue-based ultra-high performance concrete UHPC for wet joints. Through composite gradient activation of calcination and ball milling and alkali-lithium salt synergistic excitation, efficient dissolution of active components of the coal gangue is achieved, the 3d compressive strength of the UHPC material is larger than or equal to 120 MPa, the 28d compressive strength of the UHPC material is larger than or equal to 150 MPa, and the UHPC material is improved compared with a traditional coal gangue-based material; meanwhile, through the synergistic effect of nano SiO2 / graphene oxide multi-scale reinforcement and steel fiber toughening, the interface bonding strength reaches 12-14 MPa, the chloride ion diffusion coefficient is smaller than 1.5 * 10 <-12 > m < 2 > / s, and the problems of wet joint interface debonding and durability degradation are solved.

The invention relates to a wall type-double column combined pier structure system, and belongs to the technical field of bridge engineering. The structure system mainly comprises a cover beam, a swinging pier, a replaceable corrugated steel web wall, a pier bottom energy dissipation device, a swinging steel base, a bearing platform, an unbonded prestressed tendon and the like. A pier bottom energy dissipation device is arranged on the lower portion of the swing pier and composed of energy dissipation steel bars, an outer wrapping steel plate, a bottom steel plate and fixing lug plates. A replaceable corrugated steel web wall is arranged between two piers, and an upper flange plate is directly installed on a cover beam through embedded high-strength bolts and fixed to a bearing platform through a swing steel base. Unbonded prestressed reinforcements penetrate through the center positions of the swinging bridge piers. According to the structural system, a collaborative energy consumption-graded swing mechanism of'corrugated steel web wall deformation energy consumption-corrugated steel web wall swing-pier swing and energy consumption 'is formed under the earthquake action, earthquake energy can be dissipated more effectively, structural residual deformation is reduced, and the structural shock resistance and function restorability are improved.

The invention discloses a simply-supported bridge external prestress supporting structure and an implementation method thereof, and relates to the technical field of bridge reinforcing engineering, the simply-supported bridge external prestress supporting structure comprises a bridge, a bridge abutment or a bridge pier, and further comprises an oblique supporting system, and the oblique supporting system comprises oblique supporting rods, hinge plates, anchoring plates, reinforcing rods and longitudinal tie bars; the hinged plate is anchored on a bridge abutment or a bridge pier, one end of each oblique supporting rod is supported at the bottom of the bridge, the other end of each oblique supporting rod is hinged to the hinged plate, the anchoring plate is a full-length steel plate and is anchored through the reinforcing and reinforcing rods driven into the bridge abutment or the bridge pier, and one reinforcing and reinforcing rod is arranged at the installation position of each oblique supporting rod. The longitudinal tie bars are connected with the anchoring plates and the inclined supporting rods, and the inclined supporting rods are tensioned to support the bridge. The bearing capacity of the bridge is increased at low cost through in-vitro reinforcement, so that the traffic safety under the condition that the traffic load of the bridge is increased for a short time is met, and meanwhile, the adverse effects of reinforcement and reconstruction on traffic are reduced.

The invention provides a hollow slab internal mold construction system, and relates to the technical field of building construction. A first construction result acquisition module; the initial construction parameter optimization module is used for scanning the first construction result through a laser scanner, analyzing and determining first concrete compactness deviation and first construction deviation, optimizing initial construction parameters and determining first optimal construction parameters; and the construction operation module is used for executing the construction operation of the second pouring interval according to the first optimal construction parameters until the preset construction period is completed. By means of the method, the technical problems that in an existing method, due to the fact that accuracy and timeliness of construction parameter regulation and control are insufficient, overall construction errors are seriously accumulated, and overall construction quality is affected can be solved, pouring parameters and vibration parameters can be rapidly and accurately adjusted, construction management and control fineness and intelligence are improved, and construction efficiency is improved. Therefore, the problem of construction regulation lag is effectively solved, and the construction precision and the construction quality are remarkably improved.

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 relates to the technical field of bridge construction, and discloses a bridge prestress tensioning device which comprises a prefabricated box girder, a plurality of tensioning assemblies are arranged on the prefabricated box girder, and the tensioning assemblies are used for applying tensioning force to the prefabricated box girder. The tensioning assembly comprises a corrugated pipe, a fixing clamping block, a first limiting block, a conical clamping sleeve clamping piece, a steel strand, a protective outer cover, a hydraulic driving assembly, a spiral fixing strip, a grouting hole, a second limiting block and a protruding block, and the spiral fixing strip arranged on the conical clamping sleeve clamping piece is in a spiral shape matched with the twisting direction of the steel strand; in this way, when the hydraulic driving assembly abuts against the second limiting block, the conical clamping sleeve clamping piece can exert certain twisting acting force on the steel strand, and therefore the fixing stability of the steel strand is enhanced, and the situation that in a traditional mode, when a clamping piece sleeve with the smooth inner wall is used for fixing, the clamping piece sleeve cannot be fixed easily is avoided. And the problem that the steel strand is difficult to fix stably for a long time due to single clamping force is solved.

The invention provides a self-balancing device for preventing a cable from sliding off in the tensioning process of a super-long longitudinal cable and a construction method, the rear part of an extension rod is anchored through a temporary anchoring mechanism, and the rear end of the extension rod penetrates through the temporary anchoring mechanism and is pulled by a center hole type tensioning jack; the extension rod is further sleeved with an auxiliary traction mechanism in a fastening mode, and the front end of the auxiliary traction mechanism is connected to the cable body protection sleeve. The rear end of the auxiliary traction mechanism is connected to the temporary anchoring mechanism; the stay cable is further sleeved with an annular anti-clamping-falling buffer, the stay cable can move in the annular anti-clamping-falling buffer in the axial direction, and the outer side of the annular anti-clamping-falling buffer is detachably installed at the position, close to the cable inlet end, in the cable guide pipe. The invention aims to ensure the safety of the tensioning end of the stay cable in the initial tensioning process close to the bridge tower, prolong the service life of the extension rod, solve the risk that the rigid extension rod is easy to break or unstable in connection with the anchor cup to cause the falling of the stay cable, and ensure the safety and stability of the stay cable in the tensioning process.

The invention relates to the technical field of consolidation structures, in particular to a tower beam pier consolidation structure of a swivel cable-stayed bridge, a tower beam pier consolidation area comprises a partition plate, a stiffening plate, a shear nail, a prestress pull rod set and consolidation concrete, the tower beam pier consolidation area is consolidated with a cable bent tower, a pier and a main beam at the same time, the cable bent tower penetrates through the main beam from top to bottom, and the pier penetrates through the main beam. Concrete in the tower beam pier consolidation area, tower column concrete of the cable bent tower and bridge pier concrete are poured into a whole together, it is guaranteed that steel and concrete in the tower beam pier consolidation area are stressed and deformed together, and the problems that a traditional tower beam pier consolidation structure is weak in bonding performance and insufficient in torsional shear resistance are solved.

The invention discloses a construction method and device for controlling the perpendicularity of a high pier, and belongs to the technical field of bridge engineering construction. Determining a plumb aligner control point; mounting a creeping formwork bracket; installing a laser target; correcting and installing an inclination measuring instrument; centering the point position of the laser plumb aligner; measuring a deviation value between the laser beam and the pier body; collecting data of an inclination measuring instrument; and pier body concrete is poured. According to the method, through triple measurement rechecking and chemical deviation calculation, the perpendicularity control precision and efficiency of high pier construction are remarkably improved, and the method is suitable for high pier construction in a complex environment.

The invention provides an overall one-time total splicing manufacturing process for a large section of an ultra-wide three-box separation type steel box girder. The overall one-time total splicing manufacturing process comprises the steps that a cross beam is positioned; the bottom plate of the middle box and the first inclined bottom plate units of the two side boxes are positioned; a side box second inclined bottom plate and a side box web unit are assembled; assembling and welding the diaphragm plate units; assembling and welding the tuyere box units; positioning, assembling and welding the first top plate unit; and other top plate units are assembled and welded. The steel box girder is integrally manufactured at a time, that is, steel box girder sections are linearly arranged on the top faces of the supporting plates of the total splicing jig frame in the longitudinal and transverse directions, and the plate units are closely attached to the steel box girder sections at a time to achieve longitudinal and transverse linear arrangement of the steel box girder. And meanwhile, steel box girder assembly and pre-assembly are completed on the same jig frame at a time, the time needed for temporary storage and reshipment of girder sections is greatly shortened, the occupied temporary storage site in a factory is reduced, the occupied amount of an overall assembly site is also reduced, meanwhile, secondary linear accurate positioning does not exist, the traditional overall assembly process of the steel box girders is met, and the quality and precision of the steel box girders are guaranteed.

The present invention discloses a controllable anti-overturning swivel ball joint, including a ball joint bracket, a lower ball joint, a limit pin and an upper ball joint. The lower ball joint is fixed on the ball joint bracket, the upper ball joint is coaxially and longitudinally stacked above the lower ball joint, the upper ball joint and the lower ball joint are spherically rotated and assembled, the limit pin is fixed at the center of the lower ball joint, the upper ball joint is provided with a limit hole for the limit pin to be inserted, the limit pin is a steel tube concrete structure, the upper ball joint is a circular convex spherical structure, and the lower ball joint is a circular concave spherical structure adapted to the upper ball joint. Compared with the prior art, the upper ball joint and the lower ball joint of the present invention are arranged in a hollow circular ring shape as a whole, and a narrower cross section can be achieved under the same bearing capacity, which is more conducive to ensuring the density of the concrete pouring at the bottom; the overall plane structure of the controllable anti-overturning swivel ball joint is annular, which is conducive to backfilling and sealing the center part after the rotation operation is completed, ensuring the safe use of the bridge in the later stage.

The large-span combined cable-stayed bridge comprises at least two cable-stayed bridge sections and a cable-free section located between the two adjacent cable-stayed bridge sections, and opposite stay cables on the inner sides of the adjacent cable-stayed bridge sections extend to the lower portion of a bridge body of the cable-free section to be connected into a whole to form the string cable. The string cables apply tensioning force through cable towers of the cable-stayed bridge sections on the two sides and convert the tensioning force into upward supporting force on a bridge body of the cable-free section, and meanwhile the cable-free section is provided with lower chord member prestressed steel beams arranged along lower chord members of a steel truss girder of the bridge body and diagonal web member prestressed steel beams arranged along diagonal web members of the steel truss girder. The steel truss girder which is light in self weight and high in spanning capacity is combined with the cable-stayed bridge, through the prestressed steel beams and the string cables which are connected with the bridge towers on the two sides and penetrate through the steel truss girder downwards, deflection deformation of the steel truss girder in the cable-free section is effectively limited, the rigidity of the main girder is increased, the height of the cable-stayed bridge is effectively reduced, and the spanning capacity of a traditional cable-stayed bridge 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 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 adjustable steering block device for reinforcing external prestressed tendons of a bridge. The adjustable steering block device comprises a hollow slab beam and a steering block device body arranged on the lower side of the hollow slab beam. The steering block device comprises a bottom plate and a screw supporting plate located below the bottom plate, at least one set of adjusting screws are arranged between the bottom plate and the screw supporting plate, each set comprises two vertically-arranged adjusting screws, a steering block is arranged between the two adjusting screws in the same set, the section of the steering block is semicircular, and the arc-shaped face of the steering block faces downwards. The adjusting screw rod is in threaded connection with an upper adjusting nut and a lower adjusting nut which are used for clamping the end of the steering block in a matched mode. According to the adjustable steering block device for reinforcing the external prestressed tendon of the bridge, the damage degree to the bridge is small, the construction efficiency is high, the steering block is detachably installed, consumables are few, the height of the steering block can be adjusted by matching the adjusting screw rod with the adjusting nut, and the use is convenient. The height of the steering block can be directly adjusted according to the condition of prestress relaxation to improve the prestress degree of the prestressed tendon.

The invention relates to a variable-curvature vertical curve pushing fulcrum elevation adjustment optimization method, which comprises the following steps of: taking a bridge midline design datum line as an x axis, and taking a pushing advancing direction as an x-axis positive direction; the vertical direction is used as the z axis, the vertical upward direction is used as the z axis positive direction, the x coordinate represents the longitudinal position of the pushing beam, and the z coordinate represents the distance of the pushing beam deviating from the design datum line; the optimization method comprises the following steps: S1, smooth incremental analysis calculation; s2, fulcrum elevation adjustment; and S3, fulcrum elevation adjustment and integration. According to the method, optimization analysis can be quickly carried out according to existing incremental launching beam body parameters, so that the calculation cost is remarkably reduced, the calculated fulcrum elevation adjustment amount is smaller, and the economic benefit and the construction efficiency are improved.

A pier column reinforcing and reinforcing structure comprises tensioning steel plate strips, prestressed tendons, steel bar grids, micro-expansion concrete and a steel casing, the tensioning steel plate strips comprise steel plate strips and a plurality of steel cushion blocks arranged on the steel plate strips, the multiple tensioning steel plate strips surround the outer surface of a pier column to be reinforced in parallel, the tops of the steel cushion blocks are in a concave shape, and the steel cushion blocks are arranged on the steel plate strips. The prestressed tendons are tensioned on the peripheries of the tensioning steel plate strips in a surrounding mode and are positioned through concave faces at the tops of the tensioning steel plate strips, each tensioning steel plate strip corresponds to one prestressed tendon, the steel bar grid is arranged on the peripheries of the prestressed tendons and wraps the prestressed tendons, the tensioning steel plate strips and the pier column to be reinforced, and the steel casing is arranged on the peripheries of the steel bar grid and wraps the prestressed tendons, the tensioning steel plate strips and the pier column to be reinforced. And the micro-expansion concrete is filled between the steel casing and the pier column to be reinforced. Axial constraint is provided through combination of an active mode and a passive mode, the bearing capacity and the bending resistance of an original bridge pier column are greatly improved, and the bridge pier column is environmentally friendly, economical, high in space utilization rate and good in reinforcing effect.

The invention relates to a steel-concrete combined section structure and a main tower, and relates to the technical field of bridge structure design. The concrete tower column is arranged below the steel tower column and connected with the steel tower column, vertical prestressed steel bars are arranged in the concrete tower column, and the vertical prestressed steel bars extend out of the concrete tower column and are connected with the steel tower column; and the shear transmitting frame is connected with the steel tower column and extends into the concrete tower column, and the vertical prestressed reinforcement is located in the shear transmitting frame. Due to the fact that the shear transmitting frame is matched with the vertical prestressed steel bars to transmit the tension of the steel tower column to the concrete tower column, the distance between the vertical prestressed steel bars and the neutral axis can be reduced, and then the section of the concrete tower column at the steel-concrete combination face can be reduced on the premise that the longitudinal bending bearing capacity is guaranteed. The section of the concrete tower column is slightly larger than or approximately equal to that of a steel tower column, and the problems that in the prior art, the section size difference of a steel structure and concrete at the joint face is large, obvious slab staggering occurs, and attractiveness is affected can be solved.

The invention discloses a split type bent cap and a construction method thereof, belongs to the field of bridge engineering, and solves the bottleneck problems in the aspects of weight, precision, efficiency, durability and the like in traditional bent cap construction. The method mainly solves the bottleneck problems in the aspects of weight, precision, efficiency, durability and the like in traditional capping beam construction, and meanwhile provides a key technical path for industrialization and greenization transformation of bridge engineering. The construction method comprises the steps that the bent cap unit is hoisted to the position above the bridge pier and slowly lowered, so that the connecting steel bars are inserted into the socket holes, and the placing faces are placed on the top of the bridge pier; after socket mounting is completed, the bent cap units are sequentially connected through the energy dissipation tie bars; and after connection is completed, high-strength concrete is poured into the socket hole through the cast-in-place notch, the bent cap unit and the pier are connected into a whole, and the containing groove is blocked. A traditional integral type cover beam is transformed into a split type structure, the cover beam is modularized into a plurality of standardized light cover beam units, and dependence on hoisting equipment is greatly reduced.

The invention discloses a hanging basket system for symmetrical pouring of cantilevers of a variable-cross-section stacked box aqueduct in the technical field of stacked box aqueduct pouring. The hanging basket system comprises a stacked box girder body, an upper truss is arranged on the edge of the upper end of the stacked box girder body in the pouring direction, the upper truss is provided with a suspension arm extending downwards, and a pouring hanging bracket assembly is arranged at the lower end of the suspension arm; the pouring supporting effect of the bottom of the lower box is achieved through stable anchoring of the bottom formwork, the supporting frame which is relatively fixed and matched with the lower box is arranged in the lower box, the supporting cantilever extends in the pouring direction through the supporting frame, and the supporting cantilever is used for bearing the bracket, so that the pouring supporting structure of the whole upper box is formed; the suspension arm is simultaneously connected in series with the bottom template and the support cantilever, so that the integrity is ensured; the whole structure can guarantee the pouring process of the variable cross-section stacked box aqueduct, has good supporting strength and connecting rigidity, and can effectively achieve the pouring process from stacked boxes to short stacked boxes and then to single boxes.

The invention discloses an ultra-high performance concrete material for a bridge structure as well as a preparation method and application thereof, and particularly relates to the field of concrete. The ultrahigh-performance concrete material for the bridge structure is prepared from the following raw materials in parts by weight: 230 to 240 parts of cement, 140 to 150 parts of fly ash, 50 to 60 parts of silica fume, 250 to 260 parts of fine aggregate, 50 to 60 parts of coarse aggregate, 5 to 9 parts of water reducing agent, 80 to 90 parts of steel fiber, 0.03 to 0.08 part of modified graphene, 3 to 5 parts of expanding agent, 1 to 3 parts of viscosity modifier and 70 to 80 parts of water. According to the prepared ultrahigh-performance concrete material for the bridge structure, the viscosity of the ultrahigh-performance concrete is improved, the compressive strength, the breaking strength, the tensile strength and other properties of the ultrahigh-performance concrete are improved, and the application prospect of the ultrahigh-performance concrete material in the concrete for the bridge is expanded.

The invention relates to the technical field of bridge construction equipment, in particular to an ascending type movable formwork suitable for simply supported concrete box girders and capable of achieving two-way construction, which comprises a main frame, a front main supporting leg, a rear main supporting leg and a rear auxiliary supporting leg, the outer rib transverse locking mechanism and the outer rib are hung on a cantilever beam of the main frame, the outer mold system is arranged on the outer rib, the inner mold system is arranged in a cavity of the outer mold system, the end mold systems are arranged at the ends of the inner mold system and the outer mold system, and the hanging walkway and the electric hoist are arranged below a connecting beam of the main frame. The counterweight system is arranged at the tail end of the main frame, the anchoring device is arranged at the rear part of the main frame, and the suspender is arranged between the main beam and the outer rib. Reverse construction can be achieved without dismantling the main frame and reassembling, the construction efficiency is high, the construction cost is low, and the bridge protection effect is good.