75 results about "Girder bridge" patented technology

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 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 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 application provides a reinforcing device of a pre-bent steel beam and a UHPC grouting hollow slab beam bridge, which is used for reinforcing a hollow slab beam, the hollow slab beam is provided with a hinge joint, and the reinforcing device comprises a pre-bent steel beam and an anchor rod, the hinge joint of the hollow slab beam is provided with an anchoring tension hole, the pre-bent steel beam is provided with a through hole, the through hole of the pre-bent steel beam is matched with the anchoring tension hole, the anchor rod passes through the through hole of the pre-bent steel beam and the anchoring tension hole, and the two ends of the anchor rod are connected with the pre-bent steel beam and the hollow slab beam respectively. The pre-bent steel beam is used for applying prestress to the hollow slab beam, the problem of poor transverse transmission capacity of the hinge joint of the hollow slab beam is solved, the transverse connection capacity of the hollow slab beam is increased, and the longitudinal bending resistance capacity is improved.

This invention belongs to the field of bridge erection technology and relates to a single main beam bridge erection machine, comprising: a main beam, adopting a single rectangular frame structure, with a stainless steel track on its lower chord; a leg system, including a front main leg, a middle main leg, and a rear main leg distributed longitudinally along the main beam, each leg having height adjustment, rotation, and lateral movement functions to adapt to different construction conditions, and cooperating with the lower chord track of the main beam through clamping and driving mechanisms to realize the main beam passing through the span; and a crane system. The advantages of this invention are: during beam erection, the front main leg is flipped and folded using a hydraulic telescopic cylinder, the beam transport vehicle transports the beam to the designated position, and the crane completes the hoisting and precise lowering of the beam. This equipment adopts a single main beam structure combined with a modular leg system, resulting in a simple and compact structure; remote control operation enables coordinated operation of various mechanisms, leading to high construction efficiency; the legs are adjustable in height and position, and the crane is equipped with a lateral movement mechanism to adapt to different spans and working conditions.

The application discloses a kind of single-box three-chamber cross-section girder bridge shear lag effect analysis method, belong to bridge construction control technical field.The method includes the following steps: S1. with quadratic parabola function to build shear lag warping displacement function, select the coordinate at the location of half of box girder section, i.e. the wing plate longitudinal displacement function of single-box three-chamber thin-walled box girder considering shear lag effect is obtained;S2. calculate the normal strain and shear strain of upper and lower wing plate and web of thin-walled box girder;S3. calculate the strain energy of upper and lower wing plate and web of thin-walled box girder;S4. calculate the total potential energy of single-box three-chamber girder system;S5. according to the principle of minimum potential energy, simplification is carried out using the method of partial integration, and the control differential equation set and boundary conditions of single-box three-chamber thin-walled box girder considering shear lag effect are obtained.The application discloses a kind of single-box three-chamber cross-section girder bridge shear lag effect analysis method, and the prediction result of main girder stress and deformation is more in line with actual situation, improves the accuracy of single-box three-chamber cross-section girder bridge construction process, and higher safety.

The utility model relates to a concrete box girder bridge reinforcing structure for a large longitudinal slope girder bridge, which comprises a box girder main body and flanges, and the flanges are fixedly connected to the left side and the right side of the box girder main body. According to the concrete box girder bridge reinforcing structure for the large longitudinal slope girder bridge, by arranging the reinforcing plates, the upper end and the lower end of the inner wall of the box girder main body have high stability, then by arranging the first notches, the anchoring parts and other parts, high supporting performance can be generated between the two reinforcing plates, and the inner space of the box girder main body can be effectively supported and fixed; by arranging the auxiliary supporting plates, the box girder main body can transmit part of pressure to the reinforced steel plates on the two sides, then the pressure borne by the box girder main body is weakened, the service life of the box girder bridge is prolonged, and finally by arranging second notches, fixing anchor plates and prestressed steel bars, flanges on the two sides can be stably connected with the box girder main body; according to the design, the bearing capacity of the flange can be improved, and the stress state of the flange is improved.

The invention discloses a rapid installation and transportation construction device and method for a temporary cable clamp of a main cable of a space cable suspension bridge, a main cable hoisting truss and a walking system are in sliding connection through walking rollers to move in the axis direction of the bridge, the output end of a driving motor is in transmission connection with the input end of a speed reducer, and walking wheels are installed at the output end of the speed reducer; the walking wheels make contact with the main cable and generate driving force. The hoisting portal frame is vertically fixed below the hoisting truss and is used for bearing the hoisting mechanism; the lowering operation platform is hung at the bottom of the main cable hoisting truss, and the height can be adjusted through the telescopic lifting device. The working process of the device is as follows: after a girder bridge girder erection machine completes erection and anchoring of a previous section of steel truss girder and before a walking track is laid, a temporary sling clamp is removed, a temporary sling is lowered to an equipment platform and transferred to a front fulcrum sling position corresponding to a preset position of a next section of girder bridge girder erection machine, and the temporary sling clamp is fixed; and repeating the process until the erection of the beam section is finished.

The utility model discloses a movable operating platform capable of synchronously constructing at multiple points, which is of a frame structure and comprises a transverse truss and a U-shaped frame, vertical trusses are arranged on two sides of the transverse truss, and the U-shaped frame surrounds the cross section of the transverse truss and is simultaneously used as a lifting point of the movable operating platform to be connected with a walking system. The walking system is matched with a walking track on the lower portion of the steel beam and provides power for the movable operation platform to move along the walking track. The front side of the transverse truss is detachably connected with a cantilever structure; a platform is arranged on the truss, and the height of the platform is matched with that of a corresponding site construction point. The device is used for construction at the lower joint of the steel truss girder bridge, does not need to be mounted and dismounted back and forth, can meet synchronous multi-point construction, and is convenient to move.

The utility model discloses a glass fiber reinforced composite node construction device of a highway-railway dual-purpose truss girder bridge. The glass fiber reinforced composite node construction device comprises a glass fiber reinforced composite perforated plate shear connecting piece, a glass fiber reinforced composite truss web member and twisted steel, a glass fiber reinforced composite material rib penetrates through a hole of the glass fiber reinforced composite material perforated plate shear connector; concrete is poured into the glass fiber reinforced composite truss web member, and glass fiber reinforced composite positioning plates are arranged at the two ends of the glass fiber reinforced composite truss web member and used for positioning the twisted steel with the nuts, so that the twisted steel is located in the center of the glass fiber reinforced composite truss web member. And the glass fiber reinforced composite truss web member is connected with the glass fiber reinforced composite positioning plate through gluing and is connected with the glass fiber reinforced composite perforated plate shear connecting piece through a high-strength bolt. Compared with a traditional steel joint, corrosion resistance and fatigue resistance are improved, component prefabrication and field assembly are convenient, construction is facilitated, and the construction period is shortened.

The application is a construction method of long-line multi-connected steel truss bridge, comprising the following steps: erecting steel truss assembling support on the first bridge pier side of the long-line steel truss bridge; using crawler crane to assemble the first group of steel truss segments above the steel truss assembling support of the first bridge pier side; immediately paving the lower railway bridge deck after assembling one steel truss segment; setting temporary supporting pads on the top of the second bridge pier on the left side and the third bridge pier on the right side, taking the first bridge pier as the starting point; respectively installing the second group of steel truss segments to the two sides with the first group of steel truss segments as the center; continuing to assemble the next group of steel truss segments to the two sides until the whole long-line steel truss bridge is erected. The application combines the paving sequence of the bridge deck in the longitudinal and transverse directions with the erection and falling sequence of the steel truss, effectively controlling the cracks of the concrete bridge deck.

The application belongs to the field of bridge health monitoring and rapid detection, and discloses a bridge bending stiffness identification method based on multi-point deflection influence line input, and steps are as follows: firstly, a linear model for solving bending stiffness is established by using measured deflection influence lines at multiple positions of a bridge and linear elasticity theory; then, a redundant dictionary composed of multiple types of global basis functions is used for sparse representation of the bending stiffness distribution curve, and the bending stiffness reconstruction problem is converted into a sparse vector solving problem; finally, a sparse vector solution model with 1-norm regularization constraint is established, and the optimal bending stiffness distribution is obtained by solving the model. l The application can realize continuous bending stiffness curve solving by using multi-point measured deflection influence lines only, is suitable for stiffness evaluation of statically indeterminate in-service bridges such as continuous girder bridges, and has the advantages of strong applicability, high solving efficiency and strong robustness.

The invention belongs to the field of structural safety detection, and discloses an assembly type plate girder bridge girder and hinge joint damage combined identification method, which comprises the following steps: (1) converting latitude and longitude coordinates of a test loading vehicle position obtained by GNSS-RTK into bridge coordinates; (2) determining the moving time range of the test loading vehicle between two influence coefficients; (3) converting the time domain bridge response into a space domain; (4) identifying the influence surface of each main beam; (5) calculating a hinge joint damage index; (6) identifying the hinge joint damage of the fabricated plate girder bridge; (7) calculating a main beam rigidity degradation index; and (8) identifying the rigidity degradation of the main girder of the fabricated plate girder bridge. According to the invention, the influence surface can be recognized according to the real-time position information of the test loading vehicle and the response of each piece of beam of the multi-girder bridge, and the effective positioning of the hinge joint damage of the plate girder bridge and the effective quantification of the girder damage are realized based on the actually measured influence surface. The method has good potential in subsequent engineering application.

The utility model discloses a kind of multilayer combination structures of steel-concrete composite beam bridge box girder, including bottom plate, outer box, inner box and web, the outer box is connected on the bottom plate by fastener, the inner box inside is provided with several limit plates, several limit slots are cooperatively provided on the web, the limit slot end portion is circular, the web is provided with through slot, the through slot is provided with reinforcing plate, the inner box both sides are provided with extension plate, reinforcing rib is further provided between the extension plate and inner box, several mounting holes for connecting outer box are further provided on the extension plate, several the web is fixedly provided with connecting plate, support rod is further fixedly installed on the connecting plate top, the firm connection between steel and concrete is realized, effectively avoid the problems such as slippage, cracking, improve the structural safety of bridge, the synergistic performance between multilayer structure is significantly improved, so that the overall stress performance of box girder is more excellent.

The invention relates to a concrete slab-steel truss composite beam post-composite structure and a construction method, and relates to the technical field of steel truss girder bridge construction, the concrete slab-steel truss composite beam post-composite structure comprises a steel truss girder upper chord, the upper side of the steel truss girder upper chord is provided with baffles which are transversely arranged at intervals, and the baffles are used for being matched with formworks which are longitudinally arranged at intervals to form a pouring frame; the supporting structure is arranged on the upper side of the steel truss girder upper chord and located in the pouring frame; the precast concrete slabs are all erected on the supporting structure, steel bar sets are arranged in the precast concrete slabs, and the steel bar sets partially extend out of the precast concrete slabs and extend into the pouring frame; and the concrete layer is formed by pouring concrete in the pouring frame after the longitudinal prestress is applied to the adjacent precast concrete slabs. Due to the fact that the adjacent precast concrete planks are firstly tensioned to apply the longitudinal prestress and then are combined with the upper chord of the steel truss girder, the prestress applying efficiency is high, shrinkage creep of wet joints and cast-in-place does not need to be considered, and the problem that in the prior art, cast-in-place concrete or wet joint concrete possibly cracks in the later period is solved.

The invention discloses a multi-mode dynamic protective net system for actively defending invasion of unmanned aerial vehicles and foreign matters on a bridge deck, and belongs to the technical field of crossing of bridge deck safety protection and intelligent monitoring. The system is composed of a carbon fiber protective net, a pressure sensor, an alarm and the like. The system adopts a three-stage progressive protection structure, wherein the first stage is a telescopic high-strength carbon fiber protection net and integrates pressure-fiber grating dual-mode sensing; the second stage is a rotary aviation aluminum intercepting rod array and has flexible buffering and servo driving 0-360-degree intercepting functions; and the third level is a laser curtain wall and millimeter wave radar combined barrier which can be linked with an electromagnetic interference device to carry out forced landing on illegal unmanned aerial vehicles. Each layer of protection is visualized in real time through a bridge BIM model expression system, and impact positioning, deformation evaluation, trajectory tracking and multi-source data fusion are achieved. According to the system, the low-altitude safety protection capacity of the large river-crossing / sea-crossing bridge is remarkably improved, and the system can be widely applied to various bridge types such as bridge bridges and arch bridges.

The application relates to a corrugated steel web combined box girder bridge and a construction process thereof, and relates to the technical field of combined girder bridge construction. The corrugated steel web combined box girder bridge comprises a concrete top plate, corrugated steel webs which are obliquely arranged below the concrete top plate, a concrete bottom plate which is horizontally arranged below the two corrugated steel webs, and the two oblique corrugated steel webs, the concrete top plate and the concrete bottom plate form an internal hollow combined box girder, side guard plates which are vertically arranged at the sides of the concrete top plate, the side guard plates are internally hollow and are provided with an open lower end, a paint coating device which is arranged in the interior of the side guard plate and is used for coating anticorrosive paint on the outer wall of the corrugated steel web, and a lifting device which is arranged in the interior of the side guard plate and is arranged above the paint coating device and is used for lowering the paint coating device to a position opposite to the corrugated steel web. The application has the effect of improving the problem that it is difficult to coat anticorrosive paint on the outer wall of the corrugated steel web.

The invention relates to a hybrid girder bridge design method and a hybrid girder bridge, and relates to the technical field of complex line bridge design, and the method comprises the following steps: obtaining initial structure parameters of a hybrid girder and a concrete girder under the same condition based on related design specifications of a steel-concrete composite bridge and a prestressed concrete girder; the mid-span span of the concrete beam is adjusted, so that the maximum bending moments of the middle pier tops in the structural parameters of the concrete beam and the hybrid beam are equal; adjusting the mid-span correlation structure parameters of the hybrid beam to be consistent with the concrete beam, and obtaining the maximum bending moment of the middle pier top after the parameters of the hybrid beam are adjusted; if the variable quantity of the maximum bending moment of the middle pier top after the parameters of the hybrid beam are adjusted is larger than or equal to a set threshold value, the structural parameters of the concrete beam are adjusted, and the maximum bending moment of the middle pier top of the concrete beam is made to be equal to the maximum bending moment of the middle pier top after the parameters of the hybrid beam are adjusted; and adjusting the mid-span correlation structure parameters of the hybrid beam to be consistent with the parameter-updated concrete beam until the maximum bending moment variation of the middle pier top after the parameter adjustment of the hybrid beam is less than a set threshold value.

The invention discloses a construction technology of a bridge assembly type bracket bracket structure, relates to the technical field of bridge construction, and aims to solve the problems of waste of construction materials, poor precision, insufficient monitoring and the like of a traditional 0 # block bracket. The process comprises the following steps of: pre-embedding a detachable composite pre-embedded assembly comprising an inner pre-embedded steel box and an outer protective sleeve; installing a triangular bracket with an adjustable node connecting piece; intelligent equivalent pre-pressing is carried out through a reaction frame, and strain and displacement are monitored in real time; the pre-camber is set according to the elastic deformation, and an integrated folding formwork is installed; 0 # block concrete is poured in stages; intelligent tensioning and vacuum-assisted circulating grouting are carried out; and the inner pre-embedded steel box is synchronously dismantled and recycled in a grading mode. BIM is integrated in the whole process to realize visual management. According to the technology, cyclic utilization of the embedded parts is achieved, construction precision and efficiency are improved, safety is guaranteed, the green construction concept is met, and the technology is suitable for continuous beam bridge / continuous rigid frame bridge 0 # block construction.

The invention provides a supporting leg switching method during construction of a single-girder bridge girder erection machine, which comprises the following steps of: firstly, ensuring that a middle supporting leg is completely suspended on a lower flange plate of a girder or a guide beam, and then enabling two reverse hanging wheel groups on two sides of the middle supporting leg to uniformly bear gravity; the middle supporting leg automatically travels to the front of the bending position through the reverse hanging wheel set, the hoisting crown block also travels to the position over the middle supporting leg along the main beam and the cantilever beam, and two lifting hooks of the hoisting crown block are lowered and connected to a middle supporting leg cross beam through a lifting appliance; the middle supporting leg is lifted by the lifting crown block to travel on the cantilever beam, so that the middle supporting leg crosses the gap at the bending position and moves to the guide beam or the main beam, the reverse hanging wheel set of the middle supporting leg is located on the lower flange plate of the guide beam or the main beam, then the lifting crown block releases the hook downwards, the middle supporting leg is hung on the lower flange plate of the guide beam or the main beam, and leg toppling is completed. On the premise that normal bending of the main beam and the front guide beam is met, leg reversing can be achieved through the device, the construction difficulty is lowered, and the construction process is simplified.

To provide a PC floor slab replacing method using a temporary floor slab for shortening a construction period in replacing work to a new PC floor slab.SOLUTION: A PC floor slab replacement method using a temporary floor slab 1 is a method for replacing an existing concrete floor slab 32 of a steel girder bridge with a new PC floor slab 35 using a plurality of temporary floor slabs 1. An existing floor slab removing step S11 of removing an existing concrete floor slab 32 on an existing steel girder, a temporary floor slab installation step S13 of installing a temporary steel floor slab 1 on the existing steel girder as a temporary steel floor slab 1 using a crane 2, and installing a new PC floor slab 3 on the existing steel girder from one end of the existing steel girder to an other end side hoisting position where the new PC floor slab 3 can be hoisted from above, a new PC floor slab installation step S14 of removing the other temporary floor slab 1 from the other end side hoisting position to the one end, and installing the new PC floor slab 3 on the existing steel girder; The present invention is characterized by comprising: SELECTED DRAWING: Figure 3