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

The invention relates to the technical field of 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 beam bridge anti-seismic weak part detection method and system, and relates to the technical field of bridge anti-seismic monitoring, and the method comprises the steps: S1, simulating the acceleration and displacement response of each section of a bridge under the action of seismic waves through numerical simulation, and obtaining a local dynamic response signal; s2, simulating stress distribution of each section of the bridge under the action of seismic waves by adopting a finite element analysis method according to the local dynamic response signal to obtain stress distribution characteristics of each section; s3, extracting a dynamic response change trend of a stress concentration region in the stress distribution characteristics of each section through time sequence analysis, and obtaining a weak section candidate region; according to the method and the system for detecting the anti-seismic weak part of the beam bridge, an efficient closed loop from local response to overall optimization is realized, and the safety and the stability of the bridge under the action of complex seismic waves are ensured.

The invention relates to the field of bridge construction, in particular to a turning and jacking integrated construction method and system for a T-shaped structure bridge without a closure segment, and the method comprises the following steps: S1, carrying out T-shaped structure construction in a full framing construction mode; s2, side pier construction is carried out, and jacking bracket devices are pre-buried on side piers; s3, adopting an intelligent swivel system, and monitoring the swivel operation of the T-structure bridge through a measurement monitoring system; s4, temporary buttresses are arranged on the side piers, and synchronous jacking of the main beam is conducted through a micro jack group; s5, after the main beam is jacked to reach the designed elevation, a support is installed, and then the beam is dropped; and S6, the temporary supporting system and construction auxiliary facilities are dismantled, and system conversion is completed. The construction period can be shortened, the construction quality is improved, the construction safety is enhanced, and the construction cost is reduced.

The invention belongs to the technical field of bridge engineering earthquake resistance, and particularly relates to a bridge bidirectional self-resetting earthquake-resistant device and method with a multistage earthquake-resistant function, the bridge bidirectional self-resetting earthquake-resistant device comprises an upper sliding cover plate and a lower fixing base, the upper sliding cover plate is provided with a convex block, the lower fixing base is provided with a groove, and the convex block is in sliding connection with the groove; when the support is normally used and the earthquake force is smaller than the elastic deformation force of the plate-type rubber support, the support is normally used through the shape of the plate-type rubber support, and when the earthquake force is larger than the elastic deformation force of the plate-type rubber support, the upper sliding cover plate and the lower fixing base slide relatively. When the earthquake force is continuously increased, the inclination angle formed by the protruding block of the upper sliding cover plate and the groove of the lower fixing base is used for resisting the earthquake force, and self-resetting of the main beam is achieved through the self-weight effect. A support sliding shock insulation mechanism is fully utilized, serious damage to bridge piers after an earthquake is avoided, meanwhile, residual displacement of the bridge after longitudinal and transverse earthquakes is reduced, beam falling is avoided, and the shock resistance toughness of the bridge under a large earthquake is improved.

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

The invention discloses a beam bridge structure performance state evaluation method based on microwave full-field sensing, and the method comprises the following steps: S100, determining a monitoring point position according to a bridge structure form and a damage mechanism, laying corner reflectors, and completing the installation and positioning of microwave full-field sensing equipment; s200, sequentially transmitting, receiving and processing signals through the microwave full-field sensing equipment in the S100 to obtain response data of the structure; s300, establishing a finite element model for the bridge in the step S100, extracting theoretical response data of corresponding working conditions, and calculating static deflection, a transverse distribution coefficient and modal parameters of a bridge structure according to the actually measured data in the step S200; s400, comparing the structural static deflection, the transverse distribution coefficient and the modal parameter calculated in the step S300 with a threshold value calculated by a finite element, and if the data calculated in the step S300 exceed a theoretical threshold value range, identifying a damage grade and a damage position; the invention also discloses a corresponding evaluation system. Cost is reduced and detection efficiency is improved.

The invention discloses an existing concrete beam bridge crack diagnosis method based on an influence line sparse coefficient, which is characterized in that force method graph multiplication and a crack nonlinear damage function are substituted into an analytical solution for solving, and finite element simulation relates to respiration crack simulation. A nonlinear spring is adopted to simulate crack opening and perform grid division and encryption processing on the tip of the crack, bridge section rigidity change caused by the breathing crack is accurately simulated by constructing a crack rigidity damage function, and the model is introduced into an influence line analytical solution to obtain a nonlinear influence line of the cracked bridge. In combination with a sparse coefficient representation method, damage position and damage degree information is extracted from influence line data, and accurate positioning and quantitative evaluation of beam bridge section cracking are achieved; the method not only improves the accuracy and efficiency of damage identification, but also provides a reliable technical means for rapid detection and state evaluation of the existing beam bridge.

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

The utility model provides a double-beam bridge crane with double lifting points, which comprises a bridge frame and a crane carriage arranged on the bridge frame, two groups of lifting winding drums are arranged on the crane carriage, the lifting winding drums are connected with a lifting appliance through steel wire ropes, and two ends of two trolley end beams are respectively provided with a trolley travelling mechanism; winding drum supports are arranged on the upper sides of the two trolley end beams respectively, lifting winding drums are installed on the two winding drum supports respectively, the middles of the two trolley main beams are connected through a supporting beam, a motor and a speed reducer are arranged on the upper side of the supporting beam, and the speed reducer is located between the lifting winding drums and connected with the two lifting winding drums to form a linear shape. The output end of the motor is connected with the input end of the speed reducer, and the output end of the speed reducer is connected with the two lifting winding drums. According to the double-lifting-point double-beam bridge type crane, the two sets of lifting winding drums are synchronously driven through the motor and the speed reducer, synchronous operation of the lifting winding drums is fully guaranteed, and the stability of the lifting winding drums is fully guaranteed by arranging the supports at the two ends of the lifting winding drums correspondingly.

The invention discloses a new and old beam UHPC transverse connection bridge floor structure and a calculation method and construction method thereof.The new and old beam UHPC transverse connection bridge floor structure comprises an old main beam, a new main beam, an old bridge floor concrete pavement layer, a new main beam bridge floor concrete pavement layer, a UHPC connecting plate, a stainless steel plate and a debonding layer structure, the new main beam is arranged on the side edge of the old main beam in parallel, and a set distance is reserved between the new main beam and the old main beam; the old bridge deck concrete pavement layer and the new main beam bridge deck concrete pavement layer are respectively paved at the tops of the old main beam and the new main beam, and a reserved connecting groove is formed at the transverse butt joint of the old main beam and the new main beam; the two ends of the stainless steel plate are arranged at the tops of the new main beam and the old main beam correspondingly, and the UHPC connecting plate is poured into the reserved connecting groove. And debonding layer structures are arranged between the UHPC connecting plates and the new and old main beams, the outer side bottoms of the debonding layer structures are arranged at the tops of the stainless steel plates, and the inner side bottoms of the debonding layer structures are supported at the tops of the new and old main beams. By additionally arranging the debonding layer, the transverse calculation length of the UHPC connecting plate is prolonged, reasonable weakening of the transverse connecting rigidity is achieved, and the transverse rigidity is dynamically adjusted by adjusting the plate thickness and length of the UHPC connecting plate.

The invention belongs to the technical field of sail-shaped cable-stayed bridge construction, and relates to a long and thin structure arched steel tower installation method which comprises the steps that a bridge lower structure and a main tower are constructed, and an auxiliary tower root embedded section, a top connecting piece and related construction components are embedded in the main tower; during main tower construction, an attached tower fixing section and a main beam are synchronously installed, and the attached tower fixing section is fixedly connected with the main tower through welding and a steel truss set; a support is erected on a girder bridge floor, tower-attached sections are assembled according to the inverted arch posture, the pre-bias value and the pre-camber are preset, and rotating hinges are installed; a vertical rotating cable, a back cable and a cable wind cable which are made of steel strands are arranged, and testing is completed; one-time vertical rotation welding of one section of the attached tower is achieved through synchronous traction of a continuous jack, and then secondary vertical rotation is conducted on the whole section of the attached tower; after vertically rotating in place, welding and fixing, and dismounting related equipment and a bracket; the invention aims to solve the problems of high overhead operation risk, difficulty in control of construction precision, large temporary support investment, low work efficiency and insufficient adaptability of a traditional mounting method.

This utility model discloses a track transport tool for a rock face bridge girder machine, comprising a base, symmetrical side plates, L-shaped ear plates, long shafts, pin shafts, bearing I, bearing II, long and short sleeves, and bolts and nuts. The base is fixed to the side plates, with ear plates at the front and rear. Two long shafts pass through the side plates and are locked in place. The long and short sleeves and bearing I are fitted onto the joint of the long shafts to form rolling supports. The pin shaft passes through the ear plates and the bearing II in the middle, and is locked with nut II to achieve swinging or guiding. The number of components can be increased or decreased as needed. The overall structure is symmetrical and the force is balanced. This tool is easy to assemble and can be quickly positioned and installed on a rock face bridge girder machine. The rolling supports reduce friction, and the ear plate-pin connection improves lateral stability, making it suitable for heavy-load track transport and extending the tool's service life.

The utility model discloses a double-beam bridge type five-axis machining center, which relates to the field of five-axis machining centers and comprises two cross beams, reinforcing ribs are welded at the tops of the two cross beams, a vertical beam is slidably mounted on a front end plate of the reinforcing ribs at the front end, and a sliding frame is vertically slidably mounted on a front end plate of the vertical beam. A sleeve is installed at the front end of the sliding frame, an X-axis moving mechanism is installed on the two cross beams, a Y-axis moving mechanism is installed on the vertical beam, and a Y-axis rotating mechanism which penetrates into the sleeve and extends to the position below the sleeve is installed above the sleeve. And a Z-axis rotating mechanism which extends into the sleeve and is matched with the Y-axis rotating mechanism is mounted at the rear end of the sleeve. According to the utility model, the Y-axis rotating mechanism and the Z-axis rotating mechanism are arranged, so that the two axis rotating mechanisms do not interfere with each other in the rotating process, and a complicated conductive slip ring loop does not need to be designed, thereby reducing the manufacturing cost.

The utility model discloses a device for dismantling an overline simply supported girder bridge by rotating, which relates to the technical field of bridge dismantling, and comprises a horizontal positioning spherical hinge, an arc-shaped slideway, a plurality of supporting legs, a plurality of supporting legs and a plurality of supporting legs, after the rotating body section and the support are cut and separated, the supporting foot and the horizontal positioning spherical hinge can support the rotating body section, the integrated connecting mechanism is integrally connected with the rotating body section, the temporary cable bent tower is arranged on the rotating body section, and the rotating body mechanism is used for driving the rotating body section to move in the direction away from a line along the arc-shaped sliding way. The overline simply supported girder bridge is split into the rotating body section and the non-rotating body section, the supporting mechanism is reformed through the horizontal positioning spherical hinge, the annular sliding way and the supporting foot, the rotating body mechanism drives the rotating body section to move in the direction away from a line along the arc-shaped sliding way to the position where the line is not affected, and then disassembly and disassembly work is conducted. Lines below the bridge can be completely avoided in the construction process.

The invention discloses a test method for judging whether a damaged T-beam bridge target can meet the passing requirement of an armored vehicle, and belongs to the field of test and evaluation. According to the method, factors such as brake, wheel track and wheel base of the armored vehicle are considered, an equivalent loading block is used for simulating the armored vehicle, and a loading test is carried out at the most unfavorable position of a T-beam bridge target through graded load loading. If the bridge collapses in the loading process, taking a lower level of load to represent the target traffic capacity of the damaged T-beam bridge; and if the bridge is not collapsed, loading a larger level of load until the load is loaded to the maximum tonnage of the simulated armored vehicle, and finally judging whether the T-beam bridge target can meet the passing of the armored vehicle or not. According to the test method, the equivalent loading block is used for replacing the armored vehicle, a graded load loading mode is used, the traffic capacity of the damaged T-beam bridge target is obtained, the test cost is saved, safety risks are avoided, and accurate judgment can be provided for whether the military armored vehicle passes through the damaged T-beam bridge target or not.

The invention discloses an integrated tree model-based intelligent evaluation method for the construction quality of a fabricated prefabricated beam bridge, and belongs to the field of bridge engineering quality evaluation, and the method comprises the steps of constructing a three-level quality evaluation index system of beam bridge construction; according to the actual measurement data of the second-level indexes, obtaining standardized characteristic data through mixed index preprocessing; a random forest model, an XGBoost model and a LightGBM model are constructed, and model training and hyper-parameter optimization are carried out; presetting model performance evaluation indexes, and selecting one model with the optimal comprehensive performance from the three candidate models as a construction quality evaluation model; and obtaining a construction quality grade evaluation result according to the construction quality evaluation model and the standardized feature data of the to-be-evaluated T-beam bridge. According to the method, intelligent evaluation of the construction quality of the fabricated T-beam bridge is realized, the limitation of traditional subjective weighting is eliminated, and the objectivity and accuracy of evaluation are remarkably improved by learning a historical data rule and continuously optimizing.

The application provides a structure multi-form swivel construction error elimination method, belongs to the field of bridge construction error control, and is used for solving the problems that the structure multi-form swivel construction error elimination method in the related art has single-link optimization, poor adaptability, weak cooperation and cannot meet the accurate error control of beam bridges, arch bridges and cable-stayed bridges in horizontal swivel, vertical swivel and combined swivel. The method first identifies the bridge type and the swivel form, constructs a full-link framework containing multiple units and cross-layer cooperation, generates an adaptive physical field module and anti-noise processes data, dynamically optimizes pre-correction instructions after multi-agent stage prediction, and forms a closed loop through sensitivity-driven iterative optimization. The method can realize accurate error control of multi-form swivel, and improve adaptability and cooperation.

The application discloses a steel-concrete composite beam bridge negative bending moment area rigidity degradation analysis method and system. The method first establishes a bridge deck deterioration numerical simulation model, fits the quantitative relationship between the deterioration parameters and the rigidity, and forms a bridge deck deterioration rigidity evaluation model; then, taking the steel-concrete relative slip as an index and the concrete rust expansion cracking as a boundary, the welding bolt reduction coefficient is determined through simulation and test in stages, and the steel-concrete collaborative degradation rigidity evaluation model is formed in combination with the interface slip reduction; then, a corrosion-fatigue coupling test is carried out on a scaled beam test piece, a multi-component deterioration rigidity degradation model is proposed by combining the two types of models, and a reliable calculation model is formed after numerical verification; finally, a deterioration parameter time-varying evolution model is established, the rigidity at different service times is calculated, a full-time domain calculation framework is constructed, and the precise analysis and full-time domain evaluation of the steel-concrete composite beam bridge negative bending moment area rigidity degradation are realized.

The invention relates to the technical field of earthquake resistance of bridge engineering, and particularly discloses a railway beam bridge damping system based on metal damper coordination and a design method.The railway beam bridge damping system adopts direct displacement design based on equivalent linearization and comprises the steps that firstly, shock insulation displacement and an initial equivalent damping ratio are set as design parameters; the design displacement target is achieved within the reasonable range of the two parameters, accurate calculation can be conducted according to specific structural requirements, blind accumulation only based on the number of existing dampers in previous design is avoided, and design pertinence and scientificity are effectively improved. On the premise that different metal dampers are combined, the independent design of the equivalent damping ratio and the equivalent rigidity is achieved, the flexibility of the damping design is improved, the damping design of a common railway beam bridge is optimized, and the cost of the damping device is reduced.

This invention relates to a method for dismantling and reusing hollow slab bridges, belonging to the field of bridge construction technology. Current methods for dismantling hollow slabs require significant manual labor. Due to the narrow hinge spaces of the original bridge and the reinforcing steel bars at both ends and internally, conventional dismantling easily damages the hollow slabs, resulting in damage to the removed slabs. This invention eliminates the need to break the hinges when dismantling the hollow slab bridge. Instead, it cuts the top and bottom slabs of the central hollow slab, retaining the hinges. The cut blocks in the middle are I-shaped, forming I-beams. After reinforcing the cut blocks, they are reused, installed, and subjected to transverse prestressing. Ultra-high performance concrete is then laid on the bridge deck. This solution dismantles the hollow slab bridge into I-beams, allowing the new bridge to be either an I-beam bridge or still a hollow slab bridge. The dismantling work is minimal, the tools are simple, and the cut blocks can be reused, accelerating the widening and reconstruction of existing bridges, avoiding resource waste, and reducing investment.

The utility model discloses a box-type composite girder bridge, which relates to the technical field of bridges, and particularly comprises a double-steel-plate bridge deck, a steel plate bridge deck and a steel plate bridge deck, a support body is arranged between the panel and the back plate and is used for connecting the panel and the back plate; a pouring hole is formed in the surface of the face plate and used for filling a cavity between the face plate and the back plate with concrete. The open end of the groove-shaped steel beam is relatively and fixedly connected with the back plate of the double-steel-plate bridge deck; according to the box-type composite girder bridge, the double-steel-plate bridge deck is adopted, the cavity for filling concrete is reserved inside, the box-type composite girder bridge has the advantages of a concrete bridge deck and a steel bridge deck, the span limitation of the girder bridge is reduced, the box-type composite girder bridge meets the economical efficiency of a larger span range, meanwhile, the groove-shaped steel beams and the double-steel-plate bridge deck are directly fixed, production can be conducted in a factory, and the production cost is reduced. The problem that the construction speed and quality of a construction site are difficult to guarantee is solved.

The utility model relates to the technical field of steel-concrete composite beam bridge deck slab construction, in particular to a reverse hanging formwork structure for a steel-concrete composite beam cast-in-place bridge deck slab. The reverse hanging formwork structures are arranged on the flange portion of a steel-concrete composite beam cast-in-place bridge deck slab, the flange portion of a steel beam, the interior of a steel beam box body and the position between every two adjacent steel beam box bodies. The reverse hanging formwork structure is provided with a bamboo plywood bottom die; a plurality of longitudinal beam square pipes perpendicular to the bamboo plywood bottom die are arranged below the bamboo plywood bottom die; the longitudinal beam square tube is supported at the upper part of the lower cross beam; batten plates are fixed at at least one end of the lower cross beam; the batten plates are provided with opposite-pull screws used for connecting the batten plates and the bridge deck slab into a whole. A screw rod sleeve is sleeved on the opposite-pull screw rod; the screw rod sleeve is fixedly welded at the end part of the top plate of the steel beam; a positioning steel pipe used for being pressed and welded to the end face of the top plate of the steel beam is further welded to one side of the screw sleeve. The utility model has the characteristics of simple processing, convenient installation and disassembly, high stability, and adjustable thickness of concrete at the transition section of the flange part.

The invention relates to an anti-wind lifting railway T-beam bridge cable trough RPC cover plate fixing structure which comprises a U-shaped groove, a vertical connecting device and an RPC cover plate. A strip-shaped hoisting hole is formed in a bottom plate of the U-shaped groove; the vertical connecting device comprises a limiting bottom plate and a screw rod, the limiting bottom plate is strip-shaped, and the bottom end of the screw rod is fixed to the top surface of the limiting bottom plate; after the limiting bottom plate is inserted into the hoisting hole, the limiting bottom plate is rotated to be perpendicular to the hoisting hole, so that the limiting bottom plate is clamped below the bottom plate of the U-shaped groove; bolt holes are formed in the RPC cover plate, and after the RPC cover plate covers the top of the U-shaped groove, the screws are upwards inserted into the bolt holes of the RPC cover plate and fixed. The special rectangular pressure relief notch is designed in the structure, the aerodynamic lift force can be remarkably reduced, meanwhile, the path that strong wind is poured into the U-shaped groove to impact the bottom of the cover plate is blocked by means of the plugging function of the stainless steel component, and the possibility that the cover plate is wholly turned over is eradicated from the physical mechanism through mechanical anchoring provided by the bolts.

The invention relates to the technical field of hoisting machinery, and particularly provides a non-parallel track single-beam bridge crane which comprises a main beam, a driving end beam and a follow-up end beam, a movement mechanism is mounted on the main beam, an electric hoist is mounted on the movement mechanism, and a first walking trolley and a second walking trolley are mounted on the main beam; the driving end beam and the follow-up end beam are distributed on the left side and the right side of the main beam on the same horizontal plane in an unparallel mode, a first guide rail is arranged at the upper end of the driving end beam, a second rail is arranged at the upper end of the follow-up end beam, and an included angle smaller than 90 degrees exists between a walking guide extension line of the first guide rail and a walking guide extension line of the second rail. Through the design of the non-parallel end beams and a rotating self-adaptive mechanism of the connecting part, the crane can be directly mounted and stably run on a non-parallel track of a non-rectangular workshop such as a triangular workshop, the track of the workshop does not need to be transformed, and the space utilization rate and the economic benefit of the irregular workshop are remarkably improved.

The application belongs to the technical field of bridge construction, and is a beam bridge load test method based on time history curve. The method firstly carries out static load test, and then arranges test vehicles at key parts of the test bridge surface by using a step loading mode, and measures deflection points and strain points. Then, the static load test efficiency is calculated through the bridge static load test. According to the step loading mode and the static load test efficiency, a multi-working-condition bridge model is established by using a finite element method to collect time history curves. Finally, dynamic load test is carried out, control sections of each span of the bridge are selected as test sections, and strain fluctuation amplitude, impact coefficient and the like are measured through the dynamic load test. According to the test data, the stress state of the structure under dynamic load is analyzed. The application combines static load test and dynamic load test, can reflect the working performance of the bridge structure under design load, and has high reliability.

The application discloses a modified eccentric compression method considering torsional constraint stiffness of end cross beams. The steps are as follows: (1) obtaining relevant parameters of the beam bridge according to engineering data; (2) calculating the torsional constraint stiffness of the end cross beams to the main beam; (3) calculating the load transverse distribution coefficient at the fulcrum point through the lever principle method, and the single-web section main beam and double main beam bridge are calculated by using a single beam model, and the double-web three main beam and more main beam bridges with multiple pieces are calculated by using a double beam model; (4) calculating the load transverse distribution coefficient of the main beam in the longitudinal bridge direction at any position by the modified eccentric compression method considering the torsional constraint of the beam end; (5) considering the change of the load transverse distribution along the longitudinal bridge direction for the concentrated load, taking the load transverse distribution coefficient at the midspan position for the uniformly distributed load, and then calculating the load effect. The method considers the elastic support of the stiffness of the end cross beam to the torsional deformation of the main beam, and provides a new high-precision method for the load transverse distribution calculation of the box section beam bridge.

The utility model relates to the technical field of bridge engineering machinery, and discloses a span beam conveying device for beam bridge construction, which mainly comprises at least two bases, at least two strip-shaped steel rails and a transfer cart, the bases are arranged on different beams and provide a foundation for movement of the transfer cart; the strip-shaped steel rails are horizontally arranged on the base in parallel and are connected with the base to form a moving track of the transfer cart; the transfer cart is movably arranged on the strip-shaped steel rails and used for transporting the beam span safely and efficiently. According to the utility model, the problem of beam bridge construction in the prior art is effectively solved, and efficient, safe and accurate transportation of a beam span is realized through the span beam conveying device. Meanwhile, the device is reasonable in design and easy to operate, and has high practicability and wide application prospects.

The present application relates to the technical field of bridge health monitoring and detection, and discloses a prefabricated assembled beam bridge longitudinal damage rapid diagnosis method, which comprises the following steps: collecting actual structure parameters of a bridge, establishing a bridge finite element calculation model for calculating a theoretical strain influence line; arranging strain measuring points at the longitudinal midspan of the two outer side beams and the middle beam of the prefabricated assembled beam, and performing a pseudo-static loading test; extracting the strain of the beam bridge strain measuring points, fitting and drawing a strain influence line; calculating the total strain meters of the two outer side beam strain measuring points; calculating the total strain meter change amplitude ΔS of the two outer side beam measuring points; establishing a ΔS column chart of the two in the same coordinate axis, and comparing with a longitudinal damage qualitative diagnosis graph system to obtain a qualitative diagnosis result. The prefabricated assembled beam bridge longitudinal damage rapid diagnosis method has the advantages of short diagnosis time, no interruption of traffic, improved economy, realization of rapid comprehensive diagnosis of the prefabricated assembled beam bridge longitudinal damage, and improved diagnosis accuracy.