212 results about "Girder bridge" patented technology

The invention discloses a visual data-based automatic finite element modeling and performance evaluation method for an existing damaged hollow slab girder bridge. The method comprises the steps of S1, acquiring complete three-dimensional point cloud data of a multi-beam-slab model; s2, based on the three-dimensional point cloud data, extracting key geometric features of the structure by adopting a structure three-dimensional size automatic measurement method fusing plane projection and point cloud distortion correction; s3, for the damaged area of the multi-beam-slab structure, identifying the boundary of the damaged area and the non-damaged area of the multi-beam-slab structure through a point cloud neighborhood point height difference comparison and clustering analysis method, and carrying out detailed spatial position analysis on the damage; and S4, a damage unit set is automatically retrieved in combination with damage positioning quantitative information, and automatic updating of hinge joint damage of the multi-beam-slab structure is achieved through a life-death unit method failure damage area finite element grid. According to the method, automatic finite element modeling and evaluation of the existing hinge joint damage multi-beam-slab structure are achieved, and an efficient and accurate technical means is provided for health monitoring and performance evaluation of a bridge structure.

The invention discloses a steel-concrete hybrid girder bridge operation monitoring and static and dynamic analysis method based on multi-source data fusion, which comprises the steps of 1, structural response data acquisition, 2, multi-source data fusion processing, 3, building a plurality of operation state evaluation models based on parameters acquired by a sensor, and 4, carrying out static and dynamic analysis on the operation state evaluation models. 4, performing static analysis, dynamic analysis and static and dynamic collaborative analysis on the girder bridge based on the comprehensive feature set after multi-source data fusion, and 5, providing data support for the static and dynamic collaborative analysis by the operation state evaluation model through the comprehensive feature set, and meanwhile, evaluating the operation state of the girder bridge. Reversely supplementing the operation state evaluation model with the structural mechanical response characteristics excavated in the static analysis and dynamic analysis processes to form a data closed loop; the method has the advantages that through data sharing and feature interaction, evaluation result cross validation and multi-scale analysis linkage, cooperation of an operation state evaluation model and static and dynamic collaborative analysis is achieved, and a data closed-loop and multi-dimensional evaluation system is formed.

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 discloses a hollow slab girder bridge maintenance decision-oriented hierarchical knowledge graph construction method, which comprises the following steps of: constructing a hollow slab girder bridge disease classification and maintenance decision general knowledge graph, combing disease types and evaluation indexes of a hollow slab girder bridge through cross-standard feature alignment and rule fusion, and defining each disease and the index thereof in a variable manner so as to construct a hollow slab girder bridge disease classification and maintenance decision-oriented hierarchical knowledge graph. The weight of each disease index is determined based on a fuzzy-Bayesian hybrid reasoning algorithm, and a complete general knowledge graph structure is formed; extracting disease information based on a detection report of a single bridge, endowing each disease with a maintenance suggestion by using a general knowledge graph, and forming a maintenance decision knowledge graph special for the bridge; and dynamically updating the special knowledge graph, and adjusting disease information and maintenance suggestions according to a subsequent detection report of the bridge to ensure timeliness and accuracy of the graph. According to the method, the problems that knowledge is dispersed and systematization is difficult in traditional hollow slab girder bridge maintenance decision making are solved, and scientificity and efficiency of bridge maintenance management are improved.

The invention discloses a method for calculating the flexural capacity of a prefabricated segmental girder bridge based on steel shear keys, and belongs to the technical field of fabricated prefabricated segmental girder bridges. According to the method, on the basis of the concrete plasticity theory, a theoretical stress model of bending plastic deformation of the prefabricated segmental girder bridge is constructed, a cracking bending moment calculation formula of the three-section type prefabricated segmental girder bridge is established, and design refinement and design efficiency are improved; based on the fact that the anti-bending bearing capacity of the joint of the segmental beam is mainly determined by deformation of a pressed area of a concrete top plate and limit stress of a steel strand, a calculation formula of the anti-bending bearing capacity of the three-section type prefabricated segmental beam bridge at the joint and the non-joint is provided; according to the method, the plastic deformation of the concrete and the bonding slippage effect of the reinforcing steel bars are considered, the bending bearing capacity of the three-section type prefabricated segmental girder bridge can be accurately calculated, and the calculation method is verified to be safe and reliable through comparison with an experimental value.

The invention relates to a simply supported girder bridge virtual construction optimization method based on a digital twin technology, and the method comprises the steps: building a BIM model which comprises a simply supported girder bridge BIM model, a girder field BIM model and an equipment BIM model; construction information data are collected, the construction information data are hung to the BIM model, and the construction information data comprise one or more of box girder production data, box girder transportation data and box girder erection data; a virtual construction system is constructed based on a digital twinborn technology, and real-time monitoring and visual display are carried out on the manufacturing, transportation and erection process of the simply supported girder bridge in combination with a BIM model. According to the simply supported girder bridge virtual building optimization method based on the digital twinborn technology, the construction progress can be mastered in real time according to the BIM model, and related data can be monitored; the virtual building system constructed based on the digital twinborn technology is combined with a whole-line BIM model to carry out real-time monitoring and visual display on the manufacturing, transportation and erection process of the simply supported girder bridge, interconnection and collaboration are achieved, and therefore the construction period is shortened, and the safety risk is reduced.

The invention discloses a temperature prediction method and system for a prestressed reinforced concrete long-span beam bridge, and relates to the field of bridge temperature effect analysis. The method comprises the following steps of: 1, acquiring a construction design position coordinate, and monitoring a structure temperature in the construction design position coordinate; step 2, carrying out ANSYS modeling on the structure temperature to divide grids, and establishing a structure temperature field according to the single structure temperature in each grid; 3, acquiring a time sequence corresponding to the single structure temperature, establishing a mapping relation between the time sequence and the structure temperature field, and establishing a coordinate relation between the time sequence and the structure temperature field; and step 4, predicting the temperature at the next moment according to the coordinate relationship between the time sequence and the structural temperature field by using an LS-SVM regression algorithm based on the time sequence. Through temperature monitoring, the distribution rule of a temperature field is mastered, and the influence of the predicted temperature on the deformation of the main beam in the construction process is theoretically analyzed, so that the stress and deformation in the construction process can be timely and intuitively evaluated.

The invention discloses a method for calculating the shear capacity of a joint of a prefabricated segmental girder bridge based on a steel shear key, and belongs to the technical field of fabricated prefabricated segmental girder bridges. On the basis of a concrete local pressure bearing theory and a maximum shear stress failure criterion, the concrete local pressure bearing strength is corrected, and a shear bearing capacity calculation formula of a single steel shear key is established; according to the method, a theoretical stress model of the steel shear keys is constructed, a joint shear bearing capacity calculation formula based on the steel shear keys under the construction state of the fabricated prefabricated segmental girder bridge and a joint shear bearing capacity calculation formula under the bridge forming state are provided, and design refinement and design efficiency are improved; assuming that the main compression area of the steel shear key is the front # imgabs0 # / 2 part, so that the shear bearing capacity of the single steel shear key can be calculated more safely; the shear bearing capacity of the fabricated prefabricated segmental girder bridge based on the steel shear keys can be accurately calculated, and through comparison with an experimental value, it is verified that the calculation method is safe and reliable.

The invention discloses an erecting method of a bridge girder erection machine for an ultra-small radius curve girder bridge, which comprises the following steps of: through a self-adaptive rotary front support leg, a middle support leg and a parallel connection, realizing that the maximum transverse movement amount of the front support leg is 57cm, the rotation angle is 2 degrees at the moment, and the front support leg and a track thereof are staggered by 15cm in the longitudinal bridge direction; meanwhile, the distance adjusting amount of the main beam of the bridge girder erection machine on the upper roller box of the middle supporting leg is + / -5cm, the maximum transverse movement amount of the front supporting leg reaches 253cm, and at the moment, the rotating angle is 8 degrees; the parallel connection adopts a hinged form and can adaptively rotate in the steering process of the bridge girder erection machine. The posture adjustment of the bridge girder erection machine under the ultra-small radius is realized through the alternate self-adaptive rotation and the parallel connection of the front supporting leg and the middle supporting leg. According to posture simulation of a bridge girder erection machine in boundary beam erection construction, the lateral anti-overturning stability and the safety of a middle supporting leg structure are checked, meanwhile, due to the fact that the bearing capacity of a small T-beam flange is limited, supporting cushion profile steel is lowered on a flange plate, and therefore cantilever erection of an ultra-small-radius lower boundary beam is achieved.

The invention discloses a man-machine cooperation-based intelligent modeling and optimization integration method for a steel-concrete composite beam bridge, and the method comprises the following steps: 1) determining a structural system, span and a hole dividing scheme of the steel-concrete composite beam bridge, and drawing an initial condition graph; the initial condition graph comprises a bridge initial condition plane graph and a bridge initial condition elevation graph; 2) based on the initial condition graph, constructing an initial intelligent model of the steel-concrete composite beam bridge; and 3) optimizing the initial intelligent model of the steel-concrete composite beam bridge to obtain the intelligent model of the steel-concrete composite beam bridge. According to the intelligent modeling and optimization integrated frame of the steel-concrete composite beam bridge based on man-machine cooperation, intelligent modeling and optimization of the steel-concrete composite beam bridge can be integrally achieved, high flexibility and adaptability are achieved, and the intelligent modeling and optimization integrated frame can be popularized to design of different types of bridges.

The invention discloses an anti-overload intelligent gateway for lifting equipment, comprising an MCU, a top impact detection switch, an inclination sensor, a transmitter, a 4G module, a 485 communication module, a digital input and output module, an analog input and output module, a display screen and a key module connected to the MCU, and a weighing sensor connected to the transmitter, which realizes multiple functions such as anti-top impact limit, oblique pull limit, overload limit and the like, and also has the functions of data recording and digital maintenance early warning, effectively reducing unexpected shutdown accidents, and is suitable for electric hoists and single- and double-beam bridge cranes.

The invention relates to a vertical temperature gradient model of a double-layer steel truss girder bridge, which comprises vertical temperature gradient models of upper and lower layers of bridge floors and a vertical temperature gradient model of a main truss, and the vertical temperature gradient models of the upper and lower layers of bridge floors are composed of a vertical positive temperature gradient model and a vertical negative temperature gradient model. The main truss vertical temperature gradient model is composed of vertical positive and negative temperature gradient models of upper and lower chord members and web members. A double-layer steel truss girder bridge vertical temperature gradient model with the design service life up to 200 years is constructed according to double-layer steel truss girder temperature field distribution characteristics and probability distribution of temperature representative values at typical positions. The overall vertical temperature field distribution type of the double-layer truss girder bridge is disclosed for the first time and can be used for long-life design and evaluation of the double-layer steel truss girder bridge, and the problem that no vertical temperature gradient model of the double-layer steel truss girder bridge exists in steel bridge design specifications is solved.

The invention discloses a thermoelectric sheet, a preparation method thereof and a box girder bridge capable of generating power through temperature difference energy, and the thermoelectric sheet comprises a copper-clad ceramic upper substrate, a copper-clad ceramic lower substrate, a geopolymer bismuth telluride P-type thermoelectric particle column, a geopolymer bismuth telluride N-type thermoelectric particle column and a wire. The geopolymer bismuth telluride P-type thermoelectric particle columns and the geopolymer bismuth telluride N-type thermoelectric particle columns which are connected with each other and distributed in an array mode are arranged between the copper-clad ceramic upper substrate and the copper-clad ceramic lower substrate, and the wires are connected with the geopolymer bismuth telluride N-type thermoelectric particle columns at the head end and the tail end. According to the bridge deck combined with the thermoelectric piece, generated electric energy can be used for self-monitoring and maintenance, and the service life of a bridge is prolonged; the thermoelectric sheet can convert heat absorbed by the bridge deck into electric energy and provide renewable energy, so that energy waste is reduced, energy can be provided for illumination, monitoring and other systems of the bridge, dependence on an external power supply is reduced, maintenance cost is reduced, and multifunctional integration is realized.

The invention discloses a corrugated steel web continuous beam bridge construction linear control method and computing equipment. The method comprises the following steps that bridge linear twin data are obtained; based on the obtained bridge linear twinborn data, establishing a corrugated steel web continuous beam bridge digital twinborn model; the digital twin model of the corrugated steel web continuous beam bridge is assembled; updating and verifying the assembled digital twin model of the corrugated steel web continuous beam bridge; and correcting the digital twinborn model of the corrugated steel web continuous beam bridge based on a cyclic nesting mode, and performing monitoring and early warning on a physical entity. According to the method, a digital twinborn model of the corrugated steel web continuous girder bridge is established by obtaining linear twinborn data of the bridge; by correcting the digital twinborn model of the corrugated steel web continuous beam bridge and performing monitoring and early warning on a physical entity, accurate monitoring on linear and section information in the construction stage of the corrugated steel web continuous beam bridge is realized, so that the construction efficiency and quality are improved.

A European double-girder bridge crane effectively solves the problems of poor buffering effect and easy damage during lifting. It includes double main beams, outriggers, a trolley running mechanism, an electric trolley and a hoist. The electric trolley runs in the left and right directions on the double main beams. End beams are fixed at the left and right ends of the double main beams. A buffer mechanism corresponding to the electric trolley is installed on the end beam. The buffer mechanism includes a first buffer block and a first guide rail. Linkage mechanisms are provided at both front and rear ends of the first guide rail. The two linkage mechanisms are symmetrical about the front and rear directions of the first buffer block. The linkage mechanism includes a slider. The slider slides back and forth on the first guide rail. The slider is hinged to the first buffer block through a connecting rod. A first rack and a baffle are provided on the right side of the slider. The first rack is fixedly connected to the slider. A second rack is fixed on the left side of the baffle. Gears are installed on the end beams. The first rack and the second rack are meshed with the gears at the same time. The second buffer block is connected to the baffle for sliding back and forth.

The utility model discloses a single-beam bridge crane, which relates to the technical field of cranes, and comprises a bottom plate and two upright posts, the two upright posts are fixedly arranged on the two sides of the upper surface of the bottom plate, the upper ends of the two upright posts are movably sleeved with sliding sleeves, a sliding rail is fixedly arranged between the two sliding sleeves, the middle part of the sliding rail is movably sleeved with a sliding block, and the sliding block is fixedly arranged on the bottom plate. An electric hoist is fixedly arranged on the lower side of the sliding block, a lifting rope is arranged below the electric hoist, and a lifting hook is fixedly arranged at the lower end of the lifting rope; and a fixing block is fixedly arranged on the lower side of the sliding sleeve, supporting rods are rotationally connected to the rear side of the fixing block through shaft pins, strip-shaped openings are formed in the surfaces of the supporting rods, and a transmission mechanism for driving the two supporting rods to rotate is arranged on the upper surface of the bottom plate. The electric hoist can be replaced in a time-saving and labor-saving mode, high-altitude operation is not needed, and potential safety hazards can be greatly reduced.

To provide an inter-girder support device that reduces the weight of each member installed between main girders, significantly improves the efficiency of installation work, and increases versatility.SOLUTION: A main girder 3 comprises a foundation metal fitting 10 which has a web 4 that extend in the vertical direction and a flange portion 5 provided at a lower end of the web 4, and is arranged at a predetermined interval on the flange portions 5 between adjacent main girders 3 along the extension direction of a PC girder bridge 2 and are arranged so as to face each other on the respective flange portions, a bracing member 30 whose both ends are connected to each of the opposing foundation metal fittings 10 and presses each of the foundation metal fittings 10 against the side of the web 4, a bridging member 42 that spans the foundation metal fittings 10 that are installed so as to face each other along the extension direction of the PC girder bridge 2, and a plurality of joists 45 that are placed between the opposing bridging members 42 and arranged at a predetermined interval.SELECTED DRAWING: Figure 1

The invention relates to the field of bolt construction of bridge construction, and particularly discloses a steel beam bridge high-strength bolt installation construction method which comprises the following steps: pre-connection: primarily connecting two parts which need to be butted through a gusset plate through a punching nail and a tool bolt; a plate seam is pulled, bolts are arranged in the remaining cavities after pre-connection in a penetrating mode, and the bolts, needing to be re-screwed, of the plate seam are marked in a re-screwing mode; initial screwing, including primary initial screwing and secondary initial screwing; re-screwing: re-screwing the bolt with the re-screwing mark and making a re-screwing completion mark; and final screwing is conducted, all the bolts on the gusset plate are sequentially screwed, and a final screwing mark is made after final screwing is completed. According to the technical scheme, the gusset plate has the beneficial effects that the gusset plate can be tightly attached to two parts needing to be connected through the plate pulling seam, and then the gusset plate and bolts can be tightly connected with the parts. And through different marks, missed screwing or repeated screwing can be avoided, and the bolt needing to be re-screwed is determined. And different marks are clear and distinguishable, so that the whole construction process is more ordered.

The invention relates to the technical field of engineering detection and monitoring, and discloses a method for evaluating the technical condition of a simply supported girder bridge girder based on a piezoelectric rubber support, and the method comprises the following steps: S1, data collection: collecting the initial state data of the simply supported girder bridge girder, and recording the initial rigidity of the girder and the potential value at the support; s2, disease influence analysis: carrying out reverse analysis on bearing capacity change caused by overall or local diseases of the simply supported girder bridge girder to obtain a change value of rigidity degradation of the girder; and S3, potential change detection: detecting the potential change of the piezoelectric patch pre-buried in the support in real time according to the corner change at the bridge support caused by the rigidity change of the main beam. According to the invention, real-time and automatic assessment of the technical condition of the bridge girder is realized, the rigidity degradation of the girder can be accurately quantified, the disease development trend is predicted in combination with historical data, the accuracy and foresight of bridge health management are effectively improved, the maintenance cost is reduced, and the safety is improved.

The invention relates to the technical field of bridges, and provides a segment-assembled corrugated steel web mixed girder bridge and a construction method thereof.The areas, close to bridge piers, of side spans and middle spans are composed of first-class girder sections, and each first-class girder section comprises a first concrete top plate, a first concrete bottom plate and a first corrugated steel web; the midspan area is composed of a second type of beam sections and comprises a steel bottom plate, an ultra-high performance concrete combined top plate and a second corrugated steel web; and the combined beam section is connected between the two beam sections to realize smooth transition. Through the longitudinal partition structural design, the advantages of the respective materials are fully played, the side span-mid span ratio can be compressed to 0.35-0.60, and the span capacity is remarkably improved. An ultra-high-performance concrete combined top plate is adopted in the midspan, and the dead weight is reduced by 50%; the steel bottom plate is used for replacing a concrete bottom plate, and the cracking risk of the midspan bottom plate is thoroughly eliminated. Segmental prefabrication and assembly construction is adopted, the process is standardized, the adaptability to soft foundations is high, and the problems of midspan downwarping and web cracking are solved.

The utility model provides a hinge joint reinforcing device for a prefabricated hollow slab girder bridge, and relates to the technical field of hinge joint reinforcing. The prefabricated hollow slab girder bridge hinge joint reinforcing device comprises a supporting plate, an air outlet plate used for blowing air to a hinge joint is installed on the inner bottom wall of the supporting plate, a power mechanism used for providing wind power is arranged below the air outlet plate, and two connecting mechanisms arranged in a mirror image mode are arranged on the outer surface of the supporting plate; and rotatable positioning rollers are arranged at the ends, away from the air outlet plate, of the two connecting mechanisms. According to the hinge joint reinforcing device for the prefabricated hollow slab girder bridge, the positioning roller rotates and advances in the hinge joint, so that the air outlet plate is aligned with the hinge joint all the time in the moving process, dislocation is avoided during moving, the effect of avoiding dislocation is achieved, and the problem that when the air blowing position is moved and replaced, due to the fact that no limitation exists, alignment is conducted by workers is solved; and when position deviation occurs, adjustment needs to be carried out, and the operation is troublesome.

The present application relates to the technical field of bridge, provide a kind of corrugated steel web hybrid girder bridge asymmetric balanced cantilever construction method, by applying one-stage weight in side span box, and real-time monitoring pier top bending moment in the process of one-side cantilever of main span side, dynamically apply or adjust two-stage weight, avoid insufficient or excessive weight. After side span closure, actively retain pier top temporary support, maintain temporary consolidation, so that side span bears the unbalanced bending moment generated by subsequent cantilever, without setting up large temporary counterweight, adapt to soft foundation. The second type of beam section is used in the middle of main span, which is steel bottom plate + ultra-high performance concrete composite top plate + corrugated steel web, the self-weight is reduced by about 50%, the crossing capacity is improved, and the risk of bottom plate cracking is eliminated. The present application allows the side-to-middle span ratio to be flexibly designed within the range of 0.35-0.60, significantly reducing the size of the bridge and the engineering cost. The present application is highly adaptable to soft foundations such as lake areas and offshore areas, and simultaneously solves the problems of mid-span deflection and web cracking.

The utility model provides a plate type track structure of a large-span steel truss girder bridge, which belongs to the technical field of engineering construction and comprises a steel rail, a fastener, a sleeper plate, a high-strength anchor bolt component, geotechnical cloth, an under-plate cushion layer, a limiting component and a steel truss girder open bridge floor. The steel rail is installed on the sleeper plate through a fastener, the lower surface of the sleeper plate is attached to the geotechnical cloth, the lower surface of the under-plate cushion layer is attached to the surface of a longitudinal beam of a steel truss girder open bridge floor, and the high-strength anchor bolt assembly sequentially penetrates through the longitudinal beam of the steel truss girder open bridge floor, the under-plate cushion layer, the geotechnical cloth and the sleeper plate from bottom to top and is anchored to the upper surface of the sleeper plate. Limiting grooves are formed in the concrete cushion layer below the sleeper slab and the four corners of the sleeper slab, and the limiting assemblies are located in the limiting grooves for limiting. The sleeper slabs are connected with the open bridge floor longitudinal beams through the high-strength bolt assemblies, so that the stability of connection with the steel truss girder open bridge floor under the cyclic load effect of a train can be kept.

A steel plate girder bridge web gap welding residual stress field distribution model is composed of welding residual vertical stress distribution sigma v (x, y) and welding residual transverse stress distribution sigma h (x, y). The construction method of the model comprises the following steps: determining parameters of the web gap of the steel plate girder bridge, establishing a finite element model for welding fine analysis, performing welding heat effect simulation, extracting a stress distribution matrix, and fitting data to obtain corresponding stress distribution; in the construction process, the welding residual stress is analyzed by adopting a sequential coupling method, the influence of the thickness of a welding seam, the size of a web stiffening rib and a web gap is fully considered, and plane vertical stress distribution and plane transverse stress distribution of the welding residual stress are respectively obtained by utilizing a Gaussian multi-peak fitting algorithm; the method has good applicability to the distribution of the welding residual stress field of the web stiffening rib.

The invention discloses a large longitudinal slope simply supported steel truss girder high-position girder falling construction method, which relates to the technical field of bridge construction, and comprises the following steps: S1, arranging a girder falling supporting point position, manufacturing a girder falling support and supporting a steel truss girder; s2, synchronous jacking, local falling, section drawing and re-jacking are circularly and alternately conducted through a beam falling support at one end of the steel truss beam till first-stage beam falling is completed; s3, a jack arranged on a high pier end padstone of the steel truss girder is dismantled, girder falling continues, and second-stage girder falling is completed; s4, synchronous jacking, local falling, section drawing and re-jacking circulation are conducted through a beam falling support at the low pier end of the steel truss beam till third-stage beam falling is completed; s5, the jack arranged on the low pier end padstone of the steel truss girder is dismantled, girder falling continues, and fourth-stage girder falling is completed; s6, pressure grouting is conducted on the anchor bolt holes, other facilities are dismantled, and construction is completed; the technical problems that in the prior art, beam falling of a large-span steel truss girder bridge is difficult to control, and efficiency is low are solved.

This application relates to a hybrid continuous steel truss girder structure and its installation method, belonging to the technical field of steel truss girder bridges. It includes web members and a lower chord. The hybrid continuous steel truss girder structure comprises a steel-concrete lower chord segment located within a predetermined length. The steel-concrete lower chord segment includes steel gusset plates, a steel truss, and a concrete structure. The steel gusset plates are arranged in pairs at the lower chord nodes. The top of the steel gusset plate is used to connect to the web members, and the bottom protrudes downward relative to the lower chord members outside the steel-concrete lower chord segment. The steel truss is arranged along the longitudinal direction of the bridge and is fixed between multiple pairs of steel gusset plates. The concrete structure surrounds the steel truss and the multiple pairs of steel gusset plates and is cast in place. The hybrid continuous steel truss girder structure and its installation method of this application solve the problems of poor economy, low ballast efficiency, and difficult maintenance after ballasting in existing conventional continuous steel truss girder bridge solutions for eliminating negative reactions at the edge supports. It also reduces costs and solves the problem of low beam end rotational stiffness in railway continuous steel truss girder bridges.

The invention relates to the technical field of bridge engineering, in particular to a roof-overhung composite girder bridge combination section structure and a closure construction method.The roof-overhung composite girder bridge combination section structure comprises a steel-concrete mixing section, an overhung roof, a bearing plate, a mixing section roof, a mixing section bottom plate, shear nails, PBL shear keys, a concrete beam, a triangular support and a pouring opening, and the steel-concrete mixing section is connected with the concrete beam; the cantilever top plate is formed by performing right-angle sectioning on the combination section; the bearing plate, the steel-concrete mixing section and the cantilever top plate jointly form a combined section whole body; the shear nails and the PBL shear keys are uniformly distributed on the mixing section top plate and the mixing section bottom plate; the pouring openings are evenly distributed in the top plate. According to the invention, the triangular support is arranged below the combination section cantilever top plate by utilizing the internal cavity space of the combination section cantilever top plate, so that safe and efficient hoisting and closure are realized.

The utility model relates to the technical field of cranes, and particularly discloses a motor slip ring of an electromagnetic hanging beam bridge crane, which comprises a sliding travelling crane arranged on a travelling crane frame in a sliding manner, a driving motor is arranged above the sliding travelling crane, and the right end of an output shaft on the driving motor is connected with a winding roller arranged on the sliding travelling crane. A main hook and an auxiliary hook are arranged below the sliding travelling crane, a protective cover is installed at one end of the driving motor, a sliding ring is arranged in the protective cover, and two symmetrically-arranged contact units are arranged at one end of the driving motor; a polishing unit is arranged on the inner side of the protective cover and comprises a polishing block and a driving unit, an ejector rod is connected to the outer side of the polishing block, and the driving unit is used in cooperation with the ejector rod; according to the collector ring polishing device, the polishing block on the ejector rod is driven by the driving unit to be close to a collector ring to polish the collector ring, so that the surface of the collector ring is processed under the condition of no shutdown, and the operation steps of workers are reduced.

The invention relates to a bolted truss bridge chord member drilling sample plate assembly and a drilling method, a chord member comprises a vertical face and a plane vertically connected with the vertical face, the sample plate assembly comprises a first sample plate capable of covering the vertical face of the chord member, and a second sample plate capable of covering the vertical face of the chord member and provided with a first through hole corresponding to the design position of a hole in the vertical face; the second sample plates correspond to the hole group areas on the vertical face of the chord member, and second through holes are formed in the design positions, corresponding to the holes in the vertical face, of the second sample plates; the end side sample plate is arranged corresponding to the end part of the chord member and comprises a first panel attached to the corresponding part of the vertical surface and a second panel attached to the corresponding part of the plane, and a first positioning hole is formed in the design position, corresponding to a hole in the corresponding part of the vertical surface, of the first panel; and sample plate holes are formed in the design positions, corresponding to the holes in the corresponding parts of the plane, of the second panel. The hole in the chord member is accurately drilled through the hole in the sample plate, the drilling precision of the drill hole in the drill rod can be effectively guaranteed, and then the line shape of a bridge is guaranteed.

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.