216results about "Truss-type bridge" patented technology

The large-span combined cable-stayed bridge comprises at least two cable-stayed bridge sections and a cable-free section located between the two adjacent cable-stayed bridge sections, and opposite stay cables on the inner sides of the adjacent cable-stayed bridge sections extend to the lower portion of a bridge body of the cable-free section to be connected into a whole to form the string cable. The string cables apply tensioning force through cable towers of the cable-stayed bridge sections on the two sides and convert the tensioning force into upward supporting force on a bridge body of the cable-free section, and meanwhile the cable-free section is provided with lower chord member prestressed steel beams arranged along lower chord members of a steel truss girder of the bridge body and diagonal web member prestressed steel beams arranged along diagonal web members of the steel truss girder. The steel truss girder which is light in self weight and high in spanning capacity is combined with the cable-stayed bridge, through the prestressed steel beams and the string cables which are connected with the bridge towers on the two sides and penetrate through the steel truss girder downwards, deflection deformation of the steel truss girder in the cable-free section is effectively limited, the rigidity of the main girder is increased, the height of the cable-stayed bridge is effectively reduced, and the spanning capacity of a traditional cable-stayed bridge is improved.

The invention relates to the technical field of bridge engineering, in particular to a bridge steel truss girder gusset plate structure and a construction method thereof. The bridge steel truss gusset plate structure comprises a pi-shaped gusset plate formed by a bottom plate and a vertical plate, a plurality of H-shaped steel bases are installed in the pi-shaped gusset plate, each H-shaped steel base is provided with an H-shaped web member through a high-strength bolt, and a monitoring assembly used for early warning of internal stress of the pi-shaped gusset plate is arranged in each H-shaped steel base. The monitoring assembly comprises a tension sensor used for monitoring stress between the H-shaped steel base and the H-shaped web member and a gear used for transmitting the stress, a steel rib is correspondingly arranged at the insertion end of the H-shaped web member, and a steel tooth part used for driving the gear to rotate is arranged on the steel rib. The tension sensor arranged in the gusset plate can obtain stress data of the connecting part in real time, the data can enable workers to take measures before the structure is seriously damaged or fails, and the early warning capacity of bridge potential safety hazards is greatly improved.

The application relates to a device and method suitable for precise positioning of steel pull rods of arch feet of steel truss arch bridges, the device comprising a first positioning steel plate and a second positioning steel plate, the length of the steel pull rod in the concrete arch support foundation being L, L being divided into n sections, the first positioning steel plate being arranged at a starting point node, the second positioning steel plate being arranged at intermediate nodes, and a lower bearing plate being arranged at an end point node, a plurality of through holes being arranged on the first positioning steel plate and the second positioning steel plate, the through holes being used for the steel pull rod to pass through, the positions of the first positioning steel plate and the second positioning steel plate being fixed through four coordinates, steel frame structures being arranged between the first positioning steel plate and the second positioning steel plate, adjacent second positioning steel plates, the second positioning steel plates and the lower bearing plate, and the steel frame structures being welded with the first positioning steel plate and the second positioning steel plate. The application can position the steel pull rod, avoid the steel pull rod from being deflected under the dead weight or being deformed under the impact of concrete pouring, and ensure that the long steel pull rod is perpendicular to the upper and lower bearing plates during construction.

The invention provides a steel tube arch bridge arching construction method suitable for special terrains. Comprising the following steps that a bridge arch rib is divided into a west-side arch rib and an east-side arch rib, the west-side arch rib and the east-side arch rib are each divided into a plurality of arch rib sections, the west-side arch rib is rotated in place in a vertical assembly and vertical rotation mode, and the east-side arch rib is hoisted in place in a support method. According to different geographic positions of the west side arch rib and the east side arch rib, different arch rib installation methods are adopted in a targeted mode, the arch rib vertical rotation construction method without erecting a support is adopted for the situation that the west side arch rib is located in a valley zone and the support is difficult to erect, and the arch rib vertical rotation construction method without erecting the support is adopted for the situation that the east side arch rib is located in a narrow hilly land zone. Therefore, a safer bracket method is adopted for erecting, so that the construction risk is integrally reduced, and the construction efficiency is improved.

The invention discloses a girder erection machine for mounting a steel girder of a suspension bridge and a construction method using the girder erection machine. The girder erection machine comprises a main truss mechanism, a supporting mechanism, a hoisting mechanism and a walking mechanism, and the supporting mechanism comprises a front supporting leg, a middle supporting leg and a rear supporting leg which are sequentially arranged at the bottom of the main truss mechanism from front to back; the front supporting leg comprises a front supporting leg part and a front cross beam which are sequentially arranged from top to bottom, the front supporting leg part is of a length-adjustable retractable structure, the top of the front supporting leg part is hinged to the front portion of the bottom face of the main truss mechanism, and the bottom of the front supporting leg part is fixedly connected with the top face of the front cross beam. The top face of the front cross beam is further detachably connected with a permanent suspender of the suspension bridge through a pin shaft, the hoisting mechanism is movably arranged on the top of the main truss mechanism through a crown block, and the lower portion of the hoisting mechanism is connected with a rotary lifting appliance. The problems that a front supporting leg structure of an existing bridge girder erection machine is not suitable for suspension bridge erection, and an existing lifting appliance is generally a fixed lifting appliance and cannot adjust the direction and the lifting angle of a lifting component are solved.

The invention relates to a guy cable type bracket for 0 # block construction of a single-tower wide tower beam consolidation area. The guy cable type bracket comprises two trusses, a plurality of main bailey beams, a guy cable anchor box, a plurality of guy cables and a plurality of distribution beams. The two trusses are fixedly arranged on the two side walls of the bridge tower in the bridge direction respectively, the multiple main bailey beams are erected on the two trusses on the two sides of the bridge tower in the transverse bridge direction respectively, and the joists are welded between the bottom faces of the ends of the main bailey beams on the two sides of the bridge tower in the bridge direction respectively in the bridge direction. The inhaul cable anchor box is fixedly arranged at the top of the bridge tower; and an inhaul cable is connected between each of the two ends of each joist and the anchor box. The inhaul cable is arranged to buckle and hang the bracket cantilever, the bracket structure is good in balance and stability, the construction safety can be guaranteed, the cable force of the inhaul cable can be adjusted in real time according to the load change and deformation condition of the bracket in the construction process, and the linear precision of the 0 # block can be guaranteed.

Disclosed are a camber adjustment device of a prefabricated truss bridge and a prefabricated truss bridge having same. According to one aspect of the present invention, a camber adjustment device of a prefabricated truss bridge formed by assembling truss panels, including upper members, lower members, vertical members, and diagonal members, in one direction may be provided, the camber adjustment device including connection members that are provided at both ends of the upper members and lower members and connect the upper members and lower members to the neighboring upper members and lower members, wherein the connection members can be adjusted in length from both ends of the upper members and lower members by a length adjustment means.

The invention relates to the technical field of bridge construction, and discloses a bridge steel truss mounting method which at least comprises the following steps: S1, modular prefabrication and pre-assembly; s2, on-site integral welding; s3, configuring a hoisting system; s4, multi-lifting-point collaborative lifting is carried out; and S5, accurate positioning and fixing are carried out. According to the bridge steel truss mounting method, through high-precision prefabrication and on-site rapid assembly, the on-site operation time is shortened, all links are closely connected, the construction efficiency is improved, the construction period is effectively shortened, the engineering cost is reduced, the high-altitude operation amount is reduced, the risk of construction personnel working in a complex high-altitude environment is reduced, multi-lifting-point balanced lifting and real-time monitoring adjustment are achieved, and the construction efficiency is improved. The steel truss is ensured to be installed stably, and safety accidents caused by structural instability are avoided.

The invention discloses a construction method for offshore hoisting, positioning and mounting of a large conduit support frame, which can smoothly finish positioning and mounting of the conduit support frame, and is simple in mounting process, high in mounting efficiency and high in mounting precision. The construction method comprises the steps that S10, the guide pipe supporting frame is transported to a bridge site, and the guide pipe supporting frame is implanted; s20, the guide pipe supporting frame is leveled till the top face is horizontal; s30, positioning auxiliary piles are inserted and driven, gaps between second steel pipes and the positioning auxiliary piles are filled with high-strength mortar and filled with gravels to top openings, steel wedges are inserted into the top openings of the guide pipe supporting frames, and the top openings of the guide pipe supporting frames are connected with the positioning auxiliary piles by welding connecting plates; s40, all the self-leveling mechanisms are sequentially dismantled, bearing piles are inserted and driven, gaps between the first steel pipes and the bearing piles are filled with high-strength mortar, gravel is filled to top openings, steel wedges are inserted into the top openings of the guide pipe supporting frames, and the top openings of the guide pipe supporting frames are connected with the bearing piles by welding connecting plates; and S50, a temporary construction platform is erected.

The invention discloses a precise-control three-main-truss steel truss girder closure section mounting method, belongs to the technical field of truss girder closure, and aims to realize precise control of a three-main-truss steel truss girder closure section through optimization of a closure section structure, a sling-free double-machine lifting technology, a steel girder longitudinal movement control method under limited release conditions and optimization and adjustment of a closure gap butt joint process. The invention discloses a method for predicting, analyzing and controlling a closure gap based on ballastless track control requirements. By means of the mode, according to the technical scheme, the closure section structure is optimized, the problem of diagonal web member interference in the hoisting alignment process is avoided, and the relative error of downwarping and rotating angles of closure openings on the two sides is reduced by adopting a sling-free double-machine hoisting mode and a control method; a cantilever steel beam on one side is integrally and limitedly moved longitudinally, a closure gap is expanded, the alignment difficulty of a closure section is reduced, and a vertical adjustment measure is improved by utilizing a low-temperature method; the problems that the linear requirement of a ballastless track is high, and the requirement for the installation precision of a closure section is high due to the fact that a steel strand stay cable can only be tensioned and cannot be released are solved, the technical scheme is feasible, and the construction cost is saved.

The present application relates to a method for installing a river-crossing steel truss bridge, which relates to the field of bridge construction and aims to solve the problem of low installation efficiency of steel truss bridges. The method comprises the following steps: constructing piles in the middle of a river channel, transporting steel truss bridges from both sides of the river channel to the piles, and providing a calibration mechanism at the top of the piles for accurately docking two sets of steel truss bridges; step two: constructing a scaffolding on both sides of the river channel, with a detachable conveying mechanism provided on the scaffolding, and transporting the steel truss bridges via the conveying mechanism; step three: hoisting the steel truss bridge via a hoisting machine, so that the steel truss bridge is placed on the conveying mechanism; step four: accurately docking the two sets of steel truss bridges on the piles via the calibration mechanism. After the steel truss bridge is installed, the conveying mechanism is disassembled and the steel truss bridge is fixed. The present application has the effect of making the steel truss bridge more stable during installation, thereby improving installation efficiency.

The invention relates to the technical field of steel-concrete double-layer bridges, in particular to a steel-concrete composite joint for a steel-concrete composite structure bridge and a construction method. A joint main body of the steel-concrete combined joint comprises a steel member, and the steel member comprises a steel plate member and a shear nail member arranged at the steel plate member; the steel plate component comprises two main steel plate components which are arranged at intervals, and a cavity structure is formed between the two main steel plate components; the reinforcing steel plate component is arranged at the cavity structure and is perpendicular to the main steel plate component; the reinforcing steel plate components comprise the first reinforcing steel plate component parallel to the concrete pouring face, the second reinforcing steel plate component perpendicular to the concrete pouring face and the third reinforcing steel plate component parallel to the extending direction of the web members. The connection durability and crack resistance between the upper-layer steel structure bridge body and the lower-layer concrete bridge body can be effectively improved.

The present invention discloses a full-bridge steel trestle, which is used to connect various hydraulic structures in a port, including a steel pipe pile foundation, a lower crossbeam, a Bailey beam, an upper crossbeam, a bridge deck, an upper longitudinal beam, and a lower longitudinal beam. A pair of upper longitudinal beams and a pair of lower longitudinal beams extend synchronously along the extension direction of the steel trestle. A construction method for a full-bridge steel trestle includes the following steps: S1, the front end of the working platform is connected with a guide frame through an upper longitudinal beam and a lower longitudinal beam; S2, the guide frame is moved to a predetermined position in the installation stage, and the crawler crane hoists the steel pipe piles and positions them through the guide frame, and then the steel pipe piles are sunk and fixed; S3, the steel pipe piles of excess length are cut, and the distance between a pair of guide frames is controlled to expand to the minimum distance, and the guide frame is slid to separate from the steel pipe piles; S4, S2-S3 is repeated to complete the remaining stages of construction. The present invention has the beneficial effects of slidingly connecting and setting the steel trestle and the guide frame, weakening the disassembly and assembly procedures of the guide frame, and improving the construction efficiency.

The invention provides a building truss structure for road and bridge engineering, and relates to the field of road and bridge engineering. The building truss structure for road and bridge engineering comprises an upper chord, a lower chord and web members fixed between the upper chord and the lower chord, and further comprises a plurality of single structures used for enhancing the stability of the truss structure, the single structures are installed between the upper chord and the lower chord, and supporting pieces are fixedly installed on the lower chord. According to the building truss structure for road and bridge engineering, the two inclined rods are integrated in the single structure, the node alignment number is reduced, the automatic guiding function of the inclined face of the supporting piece is combined, manual accurate angle calibration is not needed, the single structure can be integrally positioned, and in the installation process, the included angle of the bottom ends of the inclined rods and the inclined face of the protruding block can be matched for self-calibration; even if hoisting deviation exists, the position can be automatically corrected through dynamic balance of gravity and chain tension, it is ensured that the mounting angle error of the inclined rod is controlled within a small range, and the problem of over-positioning or under-positioning is effectively avoided.

The invention belongs to the field of building technology research, and provides a steel truss girder transfer platform aiming at the problems that an existing transfer device is large in occupied field area and multiple in transfer links, the direction of a steel truss girder cannot be kept unchanged all the time in the transfer process, and accurate splicing of the steel truss girder is affected. The hydraulic lifting brackets are arranged on two sides of the direction adjusting vehicle; the direction adjusting vehicle comprises a driving base, an operation table and a rotating assembly connected with the operation table in a matched mode. The steel truss device can be directly arranged at the starting point position of the conveying rail through the direction adjusting vehicle, direction correction can be conducted, multiple transfer devices do not need to be matched to adjust the direction of the steel truss, operation is easy and fast, a rail used for adjusting the direction of the steel truss beam does not need to be arranged, the occupied area is small, and the construction space is saved.

The invention relates to the technical field of bridge engineering, and discloses a multi-dimensional damping wind-resistant modernized road and bridge device which comprises a bridge body, a wind-resistant groove formed in the bottom of the bridge body, a mounting part mounted outside the wind-resistant groove and used for mounting a wind-resistant tool, and a dynamic balance part mounted on the mounting part and used for mounting the wind-resistant tool. A dynamic balance part in the device can conduct self-adaptive adjustment according to the multi-dimensional wind direction, and when the device faces crosswind, an arc surface structure at the bottom of a windward plate generates upward thrust under the action of wind power and turns over with a rotating shaft as the axis to drive a balance arm to change the included angle between the balance arm and the bridge body; when an included angle is formed between the wind direction and the bridge body, the swing blades are under the action of wind power, the balance arms are driven to turn over on the round sleeves, the gravity center of the bridge body is adjusted, the stress stability is enhanced, the wind load in the complex wind direction is effectively dealt with, and the wind resistance of the bridge is improved.

The invention relates to a steel truss girder closure section matching manufacturing process. The method comprises the following steps of: adding allowance to a port on one side of the upper and lower chord members, and temporarily not drilling web plate hole groups of the upper and lower chord members on the side; adding allowance on one side of the H-shaped web member; bridge deck system components are manufactured; manufacturing a truss piece; allowance is added to one side of a highway block and a railway block, and slow welding is conducted on bridge floor blocks on the side and chord member spacing ports; and according to the cut allowance of the cut data measured by closure, adjusting the plate deviation of the bridge deck plate after matching, welding a butt joint seam, and pre-assembling with the adjacent large segment. The method has the advantages that when the closure section is manufactured, matching and cutting allowances are reserved for a chord member, a diagonal web member, a road block and a railway block at one end, upper and lower chord member web plates and diagonal web member hole groups on the side are not drilled temporarily, slow welding is conducted within the range of 3 m away from a port between a bridge floor plate and the chord member on the side, and according to the matching and cutting value, matching and cutting temperature and re-matching and cutting allowances of a closure opening provided by a monitoring instruction, the matching and cutting allowances of the closure opening are monitored. After matching, the deviation of the bridge deck plates is adjusted, and butt joints are welded, so that the closure joint gap is ensured, and the closure precision is ensured.

The present invention discloses a high-temperature resistant FRP pipe, which comprises a tubular resin matrix, a modified flame-retardant short fiber felt, and longitudinal fiber bundles. The modified flame-retardant short fiber felt is embedded in the tubular resin matrix. The modified flame-retardant short fiber felt comprises a low-melting-point fiber layer and a foaming and expanding type fireproof core material. When the low-melting-point fiber layer is heated to the melting temperature, it melts into a network channel. When the foaming and expanding type fireproof core material is heated to the foaming temperature, it foams and expands. The foaming and expanding type fireproof core material is wrapped inside the low-melting-point fiber layer. Each longitudinal fiber bundle is embedded in the tubular resin matrix, and each longitudinal fiber bundle is distributed circumferentially around the tubular resin matrix and is located inside the foaming and expanding type fireproof core material. The manufacturing method of the high-temperature resistant FRP pipe and a truss including the high-temperature resistant FRP pipe are also disclosed. The high-temperature resistant FRP pipe and the truss have the advantages of being convenient for transportation, being able to take into account both mechanical properties and fireproof properties, etc. The manufacturing method of the high-temperature resistant FRP pipe can manufacture the high-temperature resistant FRP pipe and is convenient for production.

The utility model relates to a combined truss type steel arch rib section which is an arch rib structure applied to a through type arch bridge, and the arch rib section comprises a transverse dumbbell-shaped chord member section; each transverse dumbbell-shaped chord member section comprises two full-length top plates, two full-length bottom plates, two full-length web plates and two inner-layer transverse plates, and the upper transverse dumbbell-shaped chord member section and the lower transverse dumbbell-shaped chord member section are connected through vertical web members and inclined web members; and the transverse dumbbell-shaped chord members are transversely connected in a reinforced manner through the pi-shaped connecting plates. Compared with the prior art, the utility model has the advantages of smooth stress transmission route, reliable stress and convenience in design and construction.

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.

The present application relates to a kind of string beam type foundation pit steel trestle, including column support system, string beam system and bridge deck system, column support system includes column, column pile and support connecting piece, column is provided with intercolumnar support mechanism, intercolumnar support mechanism includes horizontal bracing and scissor brace, string beam system includes upper chord compression bar, steel web bar, steel pull rod, connecting pin and anchoring box, upper chord compression bar is provided with outer extension end plate, bridge deck system includes bearing beam, distribution beam, bridge deck panel and guardrail, bearing beam is provided with second head plate, bearing beam is assembled in upper chord compression bar, distribution beam is assembled in bearing beam, bridge deck panel is assembled in distribution beam, bridge deck panel is welded and laid with patterned non-slip steel plate;The present application applies prestress to steel pull rod in string beam, so that the main force component of steel trestle becomes compression-bending component, with the characteristics of high bearing capacity, small deformation and strong structural stability.

The invention discloses a large-span arched girder and main and auxiliary arch cooperated double-layer landscape steel bridge which comprises a steel bridge body, the steel bridge body comprises multiple spans of steel box girders arranged side by side, the two ends of each span of steel box girder are installed on the two banks of a river channel, a motor vehicle lane is arranged in the middle of the steel bridge body, and non-motor vehicle lanes are arranged on the two opposite sides of the steel bridge body; the main arch comprises a plurality of core bearing arched girders, the core bearing arched girders are installed on the upper portion of the steel box girder, the inner arc faces of the core bearing arched girders face the steel box girder, and a plurality of supporting structures are connected between the inner arc faces and the steel box girder; the auxiliary arch comprises two anti-pushing arch beams and a landscape platform, the two anti-pushing arch beams are arranged on the two opposite sides of the main arch respectively, the two ends of the auxiliary arch are installed on the two banks of the river channel, the landscape platform is connected to the arch tops of the two anti-pushing arch beams, the landscape platform is connected to the arch tops of the core bearing arch beams, and sightseeing footpaths are arranged on the anti-pushing arch beams. The large-span landscape bridge solves the problem that landscape, functions and stress are difficult to balance when an existing bridge structure is adopted by a large-span landscape bridge.

The utility model discloses a bailey pin for constructing a bailey bridge, which comprises a bailey cap and a bailey pin body, the bailey cap is connected with the bailey pin body through a connecting block, a first groove which is sunken inwards is arranged in the connecting block, a through hole is arranged at the middle tail end of the right side of the bailey pin body, a second groove is arranged on the side surface of the middle part of the left side of the bailey cap, and the second groove is connected with the first groove. An elastic coating with an anti-collision function, an anti-extrusion function and an elastic damping function is arranged on the outer surface of a pin body of the Bailey pin, the Bailey pin adopts a punching mode of a punching machine, raw materials are directly punched and formed in a mold to obtain a finished product, the finished product is directly fed into an intermediate frequency furnace through a conveying belt to be quenched, then blackening treatment is performed, and finally punching is performed. The production efficiency can be well improved, production resources are saved, and the production cost is reduced.

The invention discloses a sliding device, a bearing platform for steel truss girder construction and an operation method.The sliding device comprises a first moving assembly, the first moving assembly comprises a supporting frame and a guide wheel, and the first moving assembly is used for being connected with the bearing platform. The fixing assembly is detachable and can be connected to the supporting frame, and the fixing assembly is used for being buckled to the steel truss girder. The second moving assembly is detachable and can be connected to the supporting frame, the second moving assembly comprises rolling wheels, the second moving assembly is used for transversely sliding along the steel truss girder, and at least one of the fixing assembly and the second moving assembly is connected to the supporting frame. The first moving assembly and the second moving assembly can adapt to longitudinal and transverse displacement requirements correspondingly, the first moving assembly drives the bearing platform to slide in the longitudinal direction, the clamping part of the fixing assembly can be stably buckled to the steel truss girder, and rolling wheels of the second moving assembly are in sliding fit with the steel truss girder and can drive the bearing platform to slide in the transverse direction. And the displacement requirements of different construction positions are met.

The application relates to a pushing construction method for a Warren truss, a first supporting pier at a maximum pushing supporting reaction force is provided with a B-type sliding beam with a length of more than twice a module; a steel truss beam above the B-type sliding beam is a Warren truss; when vertical reaction force of a sliding shoe exceeding a set threshold is borne, the sliding shoe on the B-type sliding beam is switched to a pushing mode in which the sliding shoe is located at a large node position of the Warren truss in front and behind; and the Warren truss moves with the sliding shoe to perform pushing construction. The application provides a pushing construction method for a Warren truss, a first supporting pier at a maximum pushing supporting reaction force is provided with a B-type sliding beam with a length of more than twice a module, the length of a pushing support sliding beam is lengthened, when vertical reaction force of a sliding shoe exceeding a set threshold is borne, the sliding shoe is supported at large node positions of the Warren truss in front and behind, the Warren truss does not need to increase the sectional geometric size of components, and the structure weight in a non-permanent state is reduced.

The present invention provides a precise girder lowering method and system for long-span steel truss girders based on force monitoring, which relates to the technical field of force monitoring. The method includes: obtaining the beam body data of the steel truss girder; obtaining the environmental data of the construction site; obtaining the first girder lowering plan and the second girder lowering plan for the first girder lowering stage and the second girder lowering stage; in the first girder lowering stage, obtaining the first support reaction force through the pressure sensors arranged at the positions of the two side supports; determining the first control discrimination parameter according to the environmental data, the beam body data, the first girder lowering plan and the first support reaction force; in the second girder lowering stage, obtaining the wire rope tension and the pier top reaction force; determining the second control discrimination parameter according to the environmental data, the beam body data, the wire rope tension, the pier top reaction force and the second girder lowering plan; determining whether to adjust the girder lowering process according to the first control discrimination parameter and the second control discrimination parameter. According to the present invention, the precision of the girder lowering of the steel truss girder can be improved.

The utility model discloses an assembly type bridge bearing truss easy to disassemble and assemble, which belongs to the technical field of bridge trusses and comprises lower chords and upper chords, the lower chords are arranged on two sides of a bridge in parallel, the upper chords are horizontally arranged at the tops of the lower chords, sliding sleeves are arranged on the upper chords in a sliding mode, and second cross rods are fixed between the sliding sleeves at the opposite positions of the two upper chords. Insertion locking mechanisms are arranged between the sliding sleeves and the upper chord, V-shaped inclined rods are fixed to the bottom ends of the sliding sleeves, and reinforcing mechanisms are arranged between the bottom ends of the V-shaped inclined rods and the lower chord. The upper chords on the two sides of a bridge can be supported at the same time through the bearing piece composed of the sliding sleeve, the second transverse rod and the V-shaped inclined rod, the positions of the bearing piece and the upper chords can be rapidly fixed through an insertion locking mechanism composed of the T-shaped insertion rod, the first positioning hole and the second positioning hole, and the bearing piece is more convenient and rapid to install.

This invention discloses a precise positioning construction method for the installation of main pier supports of long-span steel truss arch bridges, comprising the following steps: Step S1: Pouring the support pad stone and reserving a post-cast layer of a predetermined thickness; Step S2: Laying a temporary steel pad plate of a predetermined thickness on the support pad stone; Step S3: Setting up vertical and horizontal adjustment devices on the support pad stone; Step S4: Hoisting the support onto the temporary steel pad plate; Step S5: Adjusting the vertical elevation of the support using the vertical adjustment device, while simultaneously removing the temporary steel pad plate, leaving a gap between the support and the support pad stone; Step S6: Adjusting the horizontal position of the support using the horizontal adjustment device; Step S7: Connecting the support and the support pad stone together with anchor bolts, and then pouring the post-cast layer of the pad stone; Step S8: Lifting the steel beam joint and supporting the support onto the support pad stone, completing the support installation. This invention has advantages such as simple process, reliable quality, time saving, good economy, and good application prospects.

The utility model provides a steel truss mounting system, and relates to the field of bridge construction. The steel truss installation system comprises a first supporting frame and a second supporting frame which are distributed on the two sides of the bridge body, the first supporting frame comprises a bearing frame body and a first guide rail, the bearing frame body is erected on the first side of the bridge body, and the first guide rail is installed on the top of the bearing frame body and abuts against one side face of the bracket; the second supporting frame comprises a first split frame, a second split frame and a second guide rail, the first split frame is in lap joint with the second side of the bridge body, the second split frame is detachably matched with the side, away from the first split frame, of the first split frame, and the second guide rail is connected with the top of the first split frame and the top of the second split frame. The second guide rail abuts against the other side face of the bracket. Bridge installation difficulty is low, efficiency is high, and construction is safe.