183 results about "Continuous beam" patented technology

The invention relates to the technical field of bridge bearing capacity evaluation, and discloses an existing continuous beam bridge bearing capacity comprehensive evaluation method which comprises the steps that multi-source data are collected to construct a three-dimensional damage voxel field, and an initial finite element model is generated; simulating a heavy load identification control section, and designing an equivalent static load test scheme according to an equivalent internal force principle; executing a field static load test, collecting elastic response data and constructing an actual measurement response vector; calculating errors and iteratively adjusting parameters in a voxel field constraint range to finish model correction; and generating an operation space-time security envelope based on the correction model, and comparing the state in real time to output a control instruction. A three-dimensional damage voxel field is constructed, voxels are used as a normalized data carrier, discrete apparent and internal damage data such as three-dimensional laser scanning point cloud, ultrasonic velocity and rebound strength are mapped into a continuously distributed space field, and the space variability of the rigidity of an existing bridge material can be represented in a refined mode. And the accuracy of describing the physical current situation of the structure by the initial finite element model is improved.

The invention relates to the technical field of beam bridge splicing, in particular to a large-span concrete continuous beam bridge splicing construction method based on intelligent construction. The method comprises the following steps: acquiring digital modeling data of a left bridge and a right bridge to be spliced; analyzing the digital modeling data, and determining the dynamic stress distribution of the whole construction process; acquiring deformation monitoring data in real time, analyzing the deformation monitoring data, and determining a coordinated deformation rule of the left and right bridges; and generating a splicing construction scheme according to the dynamic stress distribution and the coordinated deformation rule. And the decoupling problem of a digital model and a physical entity is eliminated. The problem of stress control blind areas is solved, stress space-time evolution is quantified, it is ensured that stress prediction covers all stages of construction, and the blind areas of a conventional static model are avoided. The problem of quantitative deficiency of the coordination deformation rule is solved, and the defect of neglecting the deformation coordination is avoided. The problem of construction decision lag is solved, the structural damage probability and temperature cracks are reduced, and coupling of construction execution and a physical mechanism is ensured.

The invention discloses a simple layout method for distributed optical fiber deflection monitoring of a continuous beam bridge cluster, and the method comprises the steps: laying upper and lower edge strain sensing optical cables on a boundary beam of the continuous beam bridge cluster, only laying the lower edge strain sensing optical cable on a middle beam, and obtaining the deflection of the boundary beam through the upper and lower edge strain monitoring data of the boundary beam; and reconstructing the upper edge strain data of the middle beam by utilizing the upper edge strain data of the boundary beam, and realizing the accurate reconstruction of the deflection of the middle beam by combining the lower edge strain monitoring data of the middle beam through a continuous beam bridge deflection reconstruction method based on data-physical hybrid driving. The method not only solves the problems of large sensor consumption, complex arrangement, high construction cost, poor cluster monitoring economy and the like caused by simultaneous arrangement of optical fibers on the upper edge and the lower edge of each beam in the prior art, but also solves the problems of difficulty in arrangement of sensors and large construction damage caused by bridge deck pavement coverage on the upper edge of the middle beam; and the robustness and the data reconstruction capability of the monitoring system are effectively improved.

The invention relates to a stress monitoring data correction system for a continuous beam bridge under the temperature influence, in particular to the field of bridge health monitoring, and effectively solves the problem of bridge stress monitoring data distortion under the temperature influence through multi-module collaborative innovation. The trend modeling module dynamically predicts a drift evolution law and quantifies a confidence level, the compensation correction module fuses physical constraints to generate an anti-interference drift compensation amount, and the health prediction module realizes accurate life evaluation based on a time-varying mechanism, so that finally, the reliability of monitoring data is remarkably improved, and misjudgment of a structural damage state is avoided; maintenance decisions are optimized, full-life-cycle safety of the bridge is guaranteed, and meanwhile invalid operation and maintenance cost caused by false alarms is reduced.

The invention discloses a BIM (Building Information Modeling) and real-time monitoring-based cylindrical pier cast-in-place cantilever variable cross-section continuous beam bridge construction early warning system and method, and relates to the technical field of construction early warning. According to the system, alignment and noise reduction are carried out on monitoring data through BIM constrained drift correction, a curvature sequence and an acceleration sequence are obtained, an energy response index and an energy characteristic index are extracted, and a space-time distribution matrix is formed. And identifying a curvature deviation development trend by using a time sequence prediction model, and dynamically evaluating structural stress distribution and a deformation state in combination with finite element analysis. When the deviation value or the stress result exceeds a multi-level threshold value, finite element reanalysis is triggered for correction. And the decision execution module judges the real-time safety level and generates an early warning signal by integrating the monitoring characteristics and the simulation result based on a robust intelligent identification model subjected to ring loss regularization training. The method can improve the monitoring precision and robustness of the construction stage, and achieves the real-time, foresight and closed-loop management and control of the structure safety.

The invention discloses a non-full-length beam steel bar material breaking optimization method based on a hybrid optimization algorithm, and aims to solve the problem that an existing non-full-length beam steel bar material breaking method cannot balance the steel bar utilization rate and the calculation efficiency. The method comprises the following steps: for required beam steel bars under the same beam steel bar diameter, dividing the required beam steel bars into two groups according to the length of the beam steel bars; for required beam steel bars with the length larger than 12 m, a cut excess material splicing method is adopted, an optimized mathematical model of steel bar excess materials is established, and the number of used raw material steel bars and the division length of the raw material steel bars are calculated and determined through a genetic algorithm; and for required beam steel bars with the length smaller than 12 m, directly cutting from a single raw material steel bar or combining and processing the raw material steel bars with different specifications, listing all cutting modes, calculating steel bar excess materials corresponding to the cutting modes, and minimizing the total steel bar excess materials by the integer linear programming model to obtain a steel bar broken material combination scheme.

The invention belongs to the technical field of process control, and discloses a high-speed rail large-span continuous beam linear whole-process control method. Comprising the following steps: collecting continuous beam structure parameter data in real time and cleaning the data to obtain continuous beam construction data; elevation fluctuation interference identification is carried out, and an elevation difference mutation area is output; performing leveling control based on the height difference abrupt change area to obtain leveling correction data; performing stress interference correction to obtain disturbance correction linear data; tensioning plan information is obtained in real time, tensioning offset correction is conducted on the tensioning plan information, and tensioning correction parameter data are generated; construction climate data are collected, tensioning control calibration is carried out on the tensioning correction parameter data, and calibration control stress data are output; zero offset compensation is executed, and monitoring data in the offset restoration process are output; constructing a control strategy based on the monitoring data of the offset repairing process, and sending the control strategy to a preset construction control terminal; and the stability and the data accuracy of linear control are improved.

The application discloses a method for installing a steel reinforcement cage in continuous beam construction, wherein: the steel reinforcement cage is installed by using a cantilever pouring and walking integrated machine; the cantilever pouring and walking integrated machine comprises a support framework system and a walking system, and the walking system is arranged at the lower part of the support framework system; the cantilever pouring and walking integrated machine walks to the front end of a completed continuous beam section through the walking system, hoists and transports the prefabricated steel reinforcement cage from the rear end of the support framework system to the front end, adjusts the angle, front and back and left and right positions of the steel reinforcement cage to be consistent with the angle, front and back and left and right positions of the next continuous beam pouring section, and then lowers the steel reinforcement cage to the design position between the assembled outer forms. The application can hoist and transport the prefabricated steel reinforcement cage to the top of the design position of the next continuous beam pouring section by using the cantilever pouring and walking integrated machine, and then lower the steel reinforcement cage, so that the problems of long construction period and difficult guarantee of engineering quality caused by scattered steel reinforcement cage assembly operation can be overcome.

The invention provides a laser communication device for rapid link establishment and networking and a satellite internet constellation. The device utilizes the wavelength division multiplexing unit and the pre-aiming unit to realize beam combination of receiving and transmitting optical path signals so as to improve the coaxiality of receiving and transmitting branches; an optical fiber displacement device arranged on the transmitting-receiving lens is used for adjusting the relative position of the beam combining optical fiber and the focal point of the transmitting-receiving lens, and continuous beam changing of a transmitted light path signal within the divergence angle range of 55-1000 microrad is achieved; and a position sensing unit is matched to focus a receiving light path signal, so that a 0.2-1-degree receiving light path continuous field of view is realized. Through 10000 times of offset error estimation simulation, the coverage rate of an uncertain area to a target light spot reaches 99.32%, and about 1mrad beam change can be realized, so that minute-level capture efficiency is realized under the condition of the continuous field of view.

The utility model relates to the technical field of constructional engineering, in particular to an anti-skid device for a movable formwork, which comprises a main beam, a front support leg, a rear support leg, a rear longitudinal moving auxiliary support leg, an outrigger suspension arm, a track, a rear suspension, an outer formwork, a bottom formwork, a suspension rod, a side formwork, an inner formwork, a reinforcement cage lifting appliance, a reinforcement cage tire car, a hydraulic and electric appliance, a halfpace and a handrail. According to the utility model, the upward moving beam yard is adopted to automatically finish the hole passing displacement of the supporting legs without other auxiliary crane equipment on the ground, the mechanical degree is high, the operation is simple, the safety and reliability are realized, and the rain-proof and sun-proof ceilings are arranged at the tops of the outriggers on the two sides of the main beam, so that all-day work of the moving beam yard can be ensured; when a concrete box girder is poured, steel bars of a next hole of box girder can be bound at the tail of the concrete box girder, the construction efficiency is greatly improved, the construction period is shortened, when a continuous beam or a continuous steel structure and other inter-bridge transition are carried out, only the side formwork and the bottom formwork need to be unfolded, passing can be conveniently carried out, the whole machine dismantling workload is reduced, and the transition operation efficiency is improved.

The present application relates to the technical field of bridge quality detection, especially to a continuous beam bridge different span loading load test method, comprising the following steps: determining a control section on the continuous beam bridge; measuring the axle load and the wheelbase of the test vehicle; calculating and analyzing the interval area of the calculated bending moment change effect function with the moving vehicle; analyzing and calculating the interval area of the measured bending moment change effect function with the moving vehicle; comparing the ratio of the interval area of the calculated bending moment change effect function with the moving vehicle and the interval area of the measured bending moment change effect function with the moving vehicle through the calibration coefficient to determine whether the bearing capacity requirement is met. The continuous beam bridge different span loading load test method can effectively reduce the arrangement of measuring points and the need for test vehicles, and quickly and accurately judge the bearing capacity state of the bridge by calculating the bending moment change effect function with the moving vehicle and the measured bending moment change effect function with the moving vehicle.

The application discloses a construction method of a high railway turnout continuous beam. The turnout continuous beam is segmented into a plurality of cut-wing single-line standard box beams. The construction of the turnout continuous beam is completed through the following steps: beam manufacturing field precasting, beam lifting machine beam lifting, beam transporting vehicle beam transporting, bridge erecting machine simple support erection, post-pouring belt construction, negative bending moment tensioning and simple support to continuous system conversion. The application can solve the problem that the support cast-in-place cannot be implemented under special conditions of the high railway turnout continuous beam, and the continuous beam constructed by the method is better in stress.

The invention relates to hanging basket equipment for a continuous beam and a hanging mechanism and a construction method of the hanging basket equipment. The suspender adopts I-shaped section steel composed of two opposite wing plates and a middle web plate, the web plate transmits axial tension, the wing plates increase the inertia moment of a transverse stress section, the wing plates and the web plate form a collaborative stress system, and lateral bending deformation in the thickness direction is effectively restrained. The cross section of a locking hole of the locking mounting base is of a big-end-up conical structure, the two locking inclined blocks are attached to the inner wall of the locking hole and the two sides of a suspender web correspondingly, and the self-locking effect that the larger the load is, the higher the extrusion force is is is formed. Meanwhile, the limiting protrusion abuts against the locking inclined block, the contact area is increased to share part of vertical loads, and meanwhile the locking inclined block and the hanging rod are limited to move in the locking state. The limiting protrusions are arranged at intervals in the length direction of the hanging rod, a plurality of adjusting gears are formed, the vertical height of the bottom basket mechanism can be adjusted, and the pouring height requirements of different cantilever beam sections are met.

The invention discloses a super-large-span prestressed continuous beam steel strand penetrating device and a construction method.The super-large-span prestressed continuous beam steel strand penetrating device comprises a traction trolley and a traction steel strand connected with the traction trolley, and the end, away from the traction trolley, of the traction steel strand is connected with a prestressed steel strand; the diameter of the traction steel strand is smaller than that of the prestressed steel strand, the traction trolley is arranged in the pipeline and further connected with a piston, and the inlet end of the pipeline is connected with a fluid conveyor so as to input fluid into the pipeline. The traction steel strand with the small diameter firstly penetrates through the pipeline, then the traction steel strand is used for pulling the prestressed steel strand to penetrate through the pipeline, the construction difficulty can be reduced, the possibility of pipeline damage is reduced, the traction trolley and the fluid conveyor are matched with each other, sufficient power can be guaranteed, and the construction efficiency is improved. And meanwhile, the traction trolley can improve the guiding and protecting effect on the head of the traction steel strand, the situation of changeable directions in the pipeline is conveniently adapted, and then the construction quality is improved.

The utility model discloses a continuous beam side span cast-in-place and closure section integral hanging bracket system which comprises a bottom plate, a plurality of first supporting columns, a plurality of second supporting columns, two first cross beams, beret pieces and a plurality of first hanging rods. A plurality of second cross beams; the first end of the bottom plate is arranged above the pier column, and the second end of the bottom plate is arranged below the poured cantilever section; the multiple first supporting columns are arranged above the poured cantilever section side by side; the second supporting columns are arranged above the pier columns side by side. Two ends of the beret piece are respectively arranged above the two first cross beams; the plurality of second cross beams are arranged above the beret pieces; the upper ends of the plurality of first hanging rods are fixed above the plurality of second cross beams, and the upper ends of the plurality of first hanging rods are fixed below the bottom plate; in the application, by adopting the upper support and the bottom suspension structure, the beret pieces are arranged on the upper part, and the bottom is integrally erected in a suspended manner, so that a floor type bracket is erected on a high pier, and meanwhile, the suspension structure also has the purposes of shortening the construction period, being safe and efficient, saving energy, protecting environment and reducing the cost.

The invention discloses a dynamic scene-oriented beam former dimensionality reduction sparse design method, which adopts a polynomial structure to flexibly realize continuous beam pointing through simple online parameter adjustment, and according to the rule that even-order filter coefficients are the same and odd-order filter coefficients are opposite in the polynomial structure, the continuous beam pointing is realized. The dimensionality of sparse design is reduced by simplifying a polynomial structure, so that the optimization efficiency is improved, the sparse symmetry of a weight coefficient of the beam former is derived by utilizing a symmetry theory of an array, a dimensionality reduction sparse optimization model of the polynomial structure beam former is constructed on the basis, and a corresponding optimization algorithm is provided for the dimensionality reduction sparse optimization model. Compared with an original sparse design and a dimensionality reduction design, under the condition that the beam performance is almost unchanged, only half of weight coefficients need to be optimized, meanwhile, the number of adders and multipliers needed for achieving the polynomial structure beam former is reduced by nearly half, and the achieving complexity of the polynomial structure beam former is effectively reduced.

The invention discloses a large-diameter shield tunnel lining segment whole-ring stress monitoring system based on a three-axis tilt angle sensor. The system comprises a total station, a small prism, a sensor pre-installation and removal assembly and a whole-ring segment stress calculation algorithm. The total station is mounted in a pipe piece vault area 20 rings away from a tunneling face and used for monitoring pipe piece floating; the small prism is arranged in the top area of the shield tail ring to be separated through a hot melt glue gun and serves as a base point of rigid deformation of the duct piece; the sensor pre-installation assembly comprises a sensor, an organic glass base and a fisheye screw; the sensor transmits arrangement point position angle data to a cloud end through 4G network signals, and real-time monitoring is carried out on the pipe piece arrangement point position angle; according to the calculation method for the whole-ring duct piece, the duct piece is regarded as an elastic body, the duct piece is equivalent to a continuous beam, the arch crown displacement measured by a small prism is regarded as the rigid body displacement of the duct piece, the elastic displacement of each part of the duct piece is calculated according to the inclination angle value measured by a sensor, and then the whole-ring stress of the duct piece is obtained more accurately; and the flare angle of the adjacent segments can be calculated according to the sensors at the joints of the adjacent segments. According to the invention, under the condition of considering the elastic deformation of the segment, the whole ring stress condition of the large-diameter shield tunnel lining segment can be obtained in real time.

This invention belongs to the field of cofferdam construction technology, specifically relating to a control method for the rapid closure of a cofferdam with interlocking steel pipe piles. It includes the following steps: S1: Construction preparation: Determine the location of the cofferdam site and pre-fabricate the interlocking steel pipe piles, walers, and internal supports; obtain foundation components; S2: Positioning guide frame construction: Based on the edge location of the cofferdam site; S3: Driving steel pipe piles: Using the guide frame, drive steel pipe piles from the upstream side, then drive steel pipe piles on both sides; S4: Cofferdam closure and water sealing at the interlocking point; S5: Dewatering and sand removal within the cofferdam: Dewatering sand using a negative pressure agitation system with an air compressor, symmetrically excavating to form a basin bottom and maintaining water pressure balance to ensure the bottom sealing thickness; S6: Installing internal supports; S7: Concrete sealing at the bottom; The bottom sealing concrete uses an underwater tremie pipe method, supplementing the lower parts to the design elevation, and lifting the tremie pipe before final pouring to ensure a smooth surface; S8: Construction of the pier cap and pier body; S9: Cofferdam demolition; The cofferdam can only be demolished after the pier body and continuous beam blocks are constructed.

The invention discloses a method for calculating the trafficability of an electric submersible screw pump unit. The electric submersible screw pump unit comprises a flow guide cover, a screw pump, a flexible shaft, a motor and a protector which are sequentially arranged, and the calculation method comprises the following steps that S1, the structure of the electric submersible screw pump unit is simplified, and the whole unit is formed by connecting a plurality of simplified models; s2, analyzing the trafficability condition of the electric submersible screw pump unit, and considering that the unit can be slowly and continuously tripped on the premise of not damaging the structure of the unit; s3, establishing a continuous beam analysis model; and S4, analyzing and calculating the trafficability of the electric submersible screw pump unit. The method has the beneficial effects that a calculation model based on a continuous beam structure is established by analyzing the trafficability condition of the electric submersible screw pump unit, and the trafficability of the unit is calculated by adopting the strength condition and the deformation condition, so that technical support is provided for the construction operation of tripping the electric submersible screw pump unit into the L-shaped horizontal well.

The invention relates to a hanging basket construction method for continuous beam pouring and hanging basket equipment, all winches on a No.0 block are controlled to synchronously hoist two bottom basket mechanisms, synchronous lifting and synchronous in-place of the bottom basket mechanisms in two pouring directions are realized, the lifting time is shortened, a symmetrical stress structure is formed, and the construction efficiency is improved. And the situation that due to single-side hoisting, the single-side hanging basket is overloaded at the pre-buried point of the zero block, and the zero block is unevenly stressed is avoided. The stress uniformity of a lifting rope, the synchronism of a winch, the posture of the bottom basket mechanism, the stability of an anchoring system and the like can be statically detected at the preset trial lifting height of the bottom basket mechanism from the ground, and if deviation or problems are found, quick adjustment can be performed at a low altitude. The bottom basket mechanism is conveyed to a coarse positioning position through synchronous hoisting of the winch, and large deviation caused by direct hoisting of the bottom basket mechanism in place is avoided. A hanging rod and a hanging jack of the hanging mechanism are connected with the bottom basket mechanism, residual deviation in the coarse positioning stage can be accurately corrected, and the template positioning requirement of continuous beam pouring is met.

The invention discloses a continuous beam bridge cast-in-place section corbel bracket hoisting and accurate alignment construction method, which belongs to the technical field of corbel bracket construction, and comprises the following steps: S1, bracket structure design: adopting a triangular bracket as a load-bearing system, selecting double-spliced channel steel as a bracket diagonal rod, selecting double-spliced channel steel as a longitudinal rod, and pre-embedding and connecting with a pier body through a climbing cone; according to the method, a triangular bracket bearing system is adopted, the inclined rods and the longitudinal rods are both made of double-spliced channel steel, climbing cones are accurately pre-buried through a positioning plate with the thickness of 16 mm, reliable connection of the bracket and a pier body is achieved, and the risk that a traditional support is not firm in anchoring is avoided; meanwhile, when the bracket is machined in a factory, the splicing welding seam quality is strictly detected, the attachment degree of connecting nodes is checked through on-site pre-assembly, stage-by-stage pre-pressing is carried out, stability is judged when the final two-time settlement difference is smaller than or equal to 2 mm, the bearing capacity of the bracket can be effectively verified, inelastic deformation is eliminated, and construction safety is guaranteed in the whole process from structural design, machining and installation to load inspection; and hidden dangers of deviation, instability and the like of the frame body are reduced.

The invention relates to a construction method for dismantling and newly building a continuous beam. Comprising the steps that accessory structures of an existing beam body are dismantled; a newly-built support is arranged at the 0 # block position of the existing beam body in the longitudinal bridge direction, and the newly-built support is rigidly connected to the bottom of the existing beam body; the existing support is flexibly connected with the bottom of the existing beam body; an anti-collision guardrail and a flange plate are dismantled under the bridge through dismantling equipment; the existing beam body is dismantled under the bridge through dismantling equipment, and dismantling is conducted from the two ends of the existing beam body to the 0 # block at the same time till the existing beam body is completely dismantled; and a newly-built bridge is constructed on the existing bridge piers and the existing supports. The newly-built support is rigidly connected to the lower portion of the 0 # block structure and used for reinforcing the existing beam body, and the existing support is flexibly connected with the existing beam body, so that the existing beam body can slightly move up and down in the dismantling process, balance dismantling of the two ends of the existing beam body can be achieved, the existing beam body is dismantled through an in-situ dismantling method under a bridge, and the construction efficiency is improved. And the difficulty of high-altitude hoisting operation is avoided.

The utility model belongs to the field of temporary consolidation structures, and particularly relates to a prefabricated pier-beam temporary consolidation structure of a cast-in-cantilever continuous beam bridge, which comprises a pier, a box beam, a prestressed tendon and a temporary support, a permanent support and the temporary support are arranged at the top of the pier, and a prestressed tendon anchoring padstone is arranged on a bottom plate of the box beam. An anchor bearing plate is arranged on the anchoring padstone, and the prestressed tendons are anchored on the anchor bearing plate through anchorage devices and clamping pieces. The temporary supports are arranged on the bridge piers, the steel hoops, the prestressed tendons and other structures are arranged on the temporary supports, the box girders can be supported through the temporary supports in the box girder cantilever casting process, meanwhile, the box girders and the bridge piers are locked through the prestressed tendons, and therefore the box girders are more stable, construction safety is guaranteed, and construction efficiency is improved. And after the box girders are closed, the temporary supports, the steel hoops, the rubber blocks, the bolts, the anchor backing plates and the support steel plates can be disassembled and reused.

The utility model belongs to the technical field of building components, and particularly relates to a convenient-to-disassemble temporary consolidation structure for a continuous beam of a bridge. Comprising grouting sleeves, thick steel bars, temporary consolidation stand columns and cement grouting materials. The grouting sleeve is pre-buried in a main beam of a bridge, and a sleeve opening is downwards exposed out of the bottom of the main beam; the temporary consolidation stand column is tightly attached to the lower portion of the main beam. The lower ends of the thick steel bars are arranged in the temporary consolidation stand columns, and the upper ends of the thick steel bars are inserted into the grouting sleeves. Thick steel bars are arranged in the temporary consolidation column, so that the temporary consolidation column is tightly attached to the main beam, and the temporary consolidation column can bear certain horizontal force. And after the temporary consolidation function is completed, the thick steel bars in the temporary consolidation column are withdrawn, and then cement grouting materials are poured into the grouting sleeves, so that the purpose of sealing the embedded holes in the main beam is achieved, and the overall section is formed. The structure is convenient to assemble and disassemble and low in difficulty, reduces the risk caused by cutting or ignition of the main beam in a conventional structure, and improves the durability of a main body structure.

The present application relates to a kind of steel plate combination continuous beam construction deformation monitoring early warning system, including distance monitoring device, external load monitoring device and control equipment.Distance monitoring device includes mounting plate, first distance measuring device, second distance measuring device and reflector.Control equipment monitors the first change trend of external load, and the time when the external load is equal to the first preset load threshold in the first change trend is picked up as reference time by control equipment, and the length of time from current time to reference time is calculated.Control equipment detects the first distance data and the second distance data corresponding to current time when the length of time is equal to the first preset length of time, if horizontal deformation is greater than preset horizontal deformation, vertical deformation is greater than preset vertical deformation, and / or lateral corner deformation is greater than preset corner deformation, then control equipment issues first type of alarm.Sufficiently monitor the use state of I-beam, repair in time when deformation is found, improve the use safety performance of I-beam.

The utility model relates to a temporary anchoring device for dismantling a No.0 block of a concrete continuous beam cantilever. The temporary anchoring device comprises an anchoring bearing beam, an anchoring prestress, an anchoring hole channel, a wedge-shaped cushion block, a frame connecting rod and an anchoring cross beam, the anchoring bearing beam is placed on the top surface of the box girder, the upper end of the anchoring prestress is anchored on the anchoring bearing beam, and the lower end of the anchoring prestress is anchored below the anchoring cross beam; frame connecting rods and anchoring cross beams which are connected with each other are arranged at the outlet position of an anchoring hole channel of a pier and surround the periphery of the bottom of the pier. The wedge-shaped cushion block is arranged between an anchoring hole channel outlet of the bridge pier and an anchoring cross beam, and anchoring force is transmitted to the bridge pier. Compared with the prior art, the bearing capacity of the bridge pier is fully utilized, the No.0 block and the bridge pier are anchored into a whole, and the reliable anchoring effect is provided.

This application relates to the field of bridge engineering construction technology, and proposes a semi-prefabricated steel and UHPC shell prestressed continuous composite beam and its construction method. The semi-prefabricated steel and UHPC shell prestressed continuous composite beam includes: a continuous beam, including a positive bending moment zone and a negative bending moment zone; steel beams arranged along the entire length of the continuous beam, or only along the positive bending moment zone; a UHPC shell, located in the lower part of the negative bending moment zone; precast slabs, including precast slabs for the positive bending moment zone and precast slabs for the negative bending moment zone, applied to the upper part of the continuous beam; shear connectors, located on the upper flange of the steel beam; concrete, filling the interior of the UHPC shell; embedded parts, for connecting with the precast slabs in the negative bending moment zone; grouting connection zones, formed on the precast slabs and corresponding to the positions of the shear connectors and embedded parts; and prestressing tendons, arranged along the beam length of the continuous beam or only in the negative bending moment zone. This enables rapid, safe, and green construction of steel and concrete continuous composite beam bridges.

The utility model relates to the technical field of continuous beam cantilever construction, including anti -overturning structure, the anti -overturning structure includes: barrel seat: coaxial cover is located outside the pier, is fixed through the nut and the locating screw rod on the pad screw joint, cross seat: coaxial cover is located outside the pier, and its bottom is fixed through the nut and the fixed screw rod of barrel seat top screw joint, column cylinder: fixed connection in cross seat bottom, connecting rod body: one end fixed connection with zero block bottom embedded spare, the other end extends to in the column cylinder, screw cylinder: screw joint in the column cylinder bottom, the utility model discloses rational in structure, realizes four -way spacing through anti -overturning structure, breaks symmetry construction limit, allows asymmetric operation, avoids one -sided delay influence whole, improves construction efficiency greatly, can provide stable support in construction and operation stage, solves the problem that the anti -overturning reserve is insufficient caused by traditional technology dependence structure symmetry, and the reliability and operation convenience of detail design improvement.

The invention discloses a welding device for temporary fixing of a cantilever continuous beam, and relates to the technical field of cantilever continuous beams, in particular to the welding device for temporary fixing of the cantilever continuous beam, which comprises a rotating assembly, a welding assembly, a collecting device and a butt joint assembly, the butt joint assembly is connected to the bottom of the welding assembly, the fixing assembly is connected to the bottom of the butt joint assembly, the driven assembly is connected to the left side of the interior of the welding assembly, the driving assembly is connected to the right side of the interior of the welding assembly, and the adaptive assembly is connected to the position, corresponding to the top of the driving assembly, of the interior of the welding assembly. The reinforcing steel bar straightening and fixing device can straighten and fix two reinforcing steel bars before the two reinforcing steel bars are welded, and is compatible with various types of reinforcing steel bars, so that the problem that the reinforcing steel bars deviate during welding is solved, and when the distance between the two reinforcing steel bars is not enough, the reinforcing steel bars needing to be welded can be conveniently lengthened through the reinforcing steel bar straightening and fixing device.

The present application relates to the field of building construction technology, especially to a mobile formwork for a small curve and large longitudinal slope passing through a portal pier and a continuous beam and a construction method thereof, comprising a main beam frame, an outer rib, a driving assembly and a cross beam support, wherein the main beam frame is installed on a beam body, two cross beam supports are installed on both sides of the main beam frame, a formwork for pouring a bridge on the beam body is arranged on the outer rib, one end of the outer rib is hinged to one end of the cross beam support, and the driving assembly is installed at the hinge of the outer rib and the cross beam support to drive the outer rib to swing around the hinge. The opening and closing form of the outer rib of the mobile formwork is adjusted from horizontal opening and closing to rotary large opening and closing, which meets the working conditions of the mobile formwork passing through the portal pier and the continuous beam.