145results about "Truss-type bridge" patented technology

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 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 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 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 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 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.

The invention discloses a road-crossing steel truss girder integral moving and transporting system and a moving and transporting method, and belongs to the field of bridge engineering. The moving and transporting system comprises two moving and transporting mechanisms, a plurality of assembling supports and a plurality of module vehicle marshalling; the two moving and transporting mechanisms are respectively used for supporting the two lower chords; the moving and transporting mechanism comprises at least two moving and transporting supports which are arranged at intervals in the longitudinal direction, and at least one moving and transporting support is arranged on each of the two sides of the midpoint of each lower chord; a first limiting assembly is arranged at the top of the moving and transporting support and used for limiting transverse and longitudinal movement of the steel truss girder. All the assembling brackets are arranged corresponding to the nodes of the lower chord, so that all the nodes of the lower chord fall on the transferring bracket and the assembling brackets; the module vehicle marshals are arranged corresponding to the moving and transporting supports, the tops of the module vehicle marshals are detachably connected with the bottoms of the moving and transporting supports, and the module vehicle marshals can jack the moving and transporting supports. According to the road-crossing steel truss girder integral moving and transporting system, the construction period of a bridge superstructure can be greatly shortened, and interference to traffic under a bridge in the construction process is reduced.

The present application discloses a method for the offshore hoisting, positioning, and installation of a large-scale conduit support frame, which can smoothly complete the positioning and installation of the conduit support frame, has a simple installation process, high installation efficiency, and high installation precision. The construction method includes: step S10: transporting the conduit support frame to the bridge site and placing the conduit support frame on the bridge; step S20: leveling the conduit support frame until the top surface is horizontal; step S30: inserting and driving positioning auxiliary piles, pouring high-strength mortar into the gap between the second steel pipe and the positioning auxiliary pile, filling it to the top opening with gravel, inserting a steel wedge into the top opening of the conduit support frame, and connecting the top opening of the conduit support frame to the positioning auxiliary pile by welding a connecting plate; step S40: sequentially removing each self-leveling mechanism, inserting and driving a supporting pile, pouring high-strength mortar into the gap between the first steel pipe and the supporting pile, filling it to the top opening with gravel, inserting a steel wedge into the top opening of the conduit support frame, and connecting the top opening of the conduit support frame to the supporting pile by welding a connecting plate; and step S50: setting up a temporary construction platform.

The present invention discloses a method for erecting segments of a multi-span continuous steel truss bridge constructed jointly by road and rail. The method comprises sequentially arranging a trestle, temporary piers, a crawler crane, and a fully revolving crane assembly platform. Two fully revolving cranes are respectively assembled and arranged on the long-distance side and the short-distance side. The method adopts a construction scheme of temporary pier-assisted semi-cantilever installation. Four temporary piers are pre-arranged between two adjacent main piers of the approach section on one side, and one temporary pier is pre-arranged between the remaining main piers. The crawler crane on the trestle is then used to install four inter-segment steel trusses on the main pier and the four temporary piers. The upper chord of the temporary pier serves as a starting platform for cantilever assembly. Two fully revolving beam erection cranes are then assembled on the starting platform to symmetrically install the remaining inter-segment steel beams on the short-distance side and the long-distance side. The present invention adopts cantilever assembly of steel trusses, realizing cantilever assembly of multi-span steel trusses and synchronous lifting and lowering control of large-span steel trusses. It does not require the erection of a large number of assembly supports, and only requires one set of temporary piers, thereby improving construction efficiency.

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 utility model relates to a node structure of steel column tops and trusses, which belongs to the technical field of constructional engineering and comprises four steel columns and trusses, and node structures used for being connected with the trusses are arranged at the tops of the steel columns. The node structure comprises a node connecting plate fixedly mounted at the tops of two adjacent steel columns, a bearing plate is fixedly mounted between the two adjacent steel columns, and two supporting rods are fixedly mounted at the top of the bearing plate. According to the node structure of the steel column top and the truss, the node connecting plate is installed at the connecting position of the steel column and the truss to connect the steel column and the truss, new stress points are added through the effects of the bearing plate, the supporting rod and the reinforcing connecting plate, and therefore stress borne by the node connecting plate is reduced; meanwhile, through the node connecting plate, the reinforcing connecting plate and the movable supporting top plate, the vertical load on the steel column can be effectively transmitted and dispersed to each rod piece of the truss, so that the stability of the whole structure is improved.

The utility model discloses a novel bailey truss which comprises a main frame body, a reinforcing rod is fixedly connected to the middle position in the main frame body, second inserting blocks are fixedly connected to the two ends of one side of the main frame body, and reinforcing strips are fixedly connected to the two ends of the side, away from the second inserting blocks, of the main frame body. Second inserting grooves are formed in the two sides of one side of the reinforcing strip. The strength layer, the composite layer and the protective layer are arranged in the bailey truss, the strength layer has excellent tensile strength and compression resistance and is suitable for various complex terrains or bearing external impact, the composite layer is arranged outside the strength layer, the weight of the bailey truss is further reduced, meanwhile, larger bearing capacity is provided, and the service life of the bailey truss is prolonged. Meanwhile, the protective layer is arranged outside the composite layer and has very high corrosion resistance, and the external fluorocarbon coating has very high high-temperature resistance, ultraviolet resistance and chemical corrosion resistance, so that the overall strength of the bailey truss is improved, and the use stability of the bailey truss is improved.

The application discloses a closing device for large-span steel truss arch closing sections, which comprises stress seats arranged on a closing body, fasteners and wedge blocks arranged between the two stress seats, and wedge gaps formed between the two stress seats and matched with the wedge blocks. The application can be used in the closing process of steel truss arches without welding, so that the whole construction process is more efficient and occupies lifting equipment and site for a shorter time. The closing device can also be used to realize the rapid closing of arch-shaped trusses, pipe frames, box girders and other structures made of various materials such as concrete structures and steel structures.

The present invention is a synchronous construction method for the upper beam and the lower beam of a double-deck bridge for both road and rail use. The double-deck bridge for both road and rail use includes bridge piers, a lower beam, and an upper beam. The construction facilities include temporary anchorages, walkable brackets, and strengthening trusses. The lower beam and the upper beam are divided into several segments and are symmetrically cast and constructed in sequence from the middle to both ends. The present invention uses walkable brackets to achieve synchronous cantilever casting construction of the double-deck cast-in-place beam, avoiding the erection of ground brackets on land or water, which affects the traffic under the bridge or water navigation, and does not affect water navigation or the traffic under the bridge.

The application discloses a wing-shaped multi-element steel structure system and a mounting method thereof, which comprises a frame system arranged on a ground foundation; a parallel load wing type large-span cantilever truss structure system arranged outside the frame system in a wing shape; and a Chinese character type shaped steel large-span special-shaped shell structure roof truss arranged between the frame system and the parallel load wing type large-span cantilever truss structure system and connected with the frame system and the parallel load wing type large-span cantilever truss structure system. The frame, the shell structure, the load wing type truss structure and other multi-element structures are combined to form a new structure with a large-span, open space and a unique shape, to provide a stable vertical support and a lateral force resisting system, the shell structure has a large space function, and compared with the truss structure, the shell structure has a small steel consumption and a low cost, and the load wing type truss structure has a unique shape similar to a wing and an eagle wing, can efficiently realize a huge column-free cantilever space and meets the demand of modern buildings for a large-span, open space and a free form.

The utility model relates to the technical field of steel structures, and discloses a steel truss connecting assembly with a damping function, which comprises a first steel truss main body and a second steel truss main body arranged at one end of the first steel truss main body, connecting blocks are arranged on two sides of opposite ends of the first steel truss main body and the second steel truss main body, and buffer grooves are formed in the connecting blocks. First threaded columns are fixed to the two sides of the two ends of the first steel truss body and the two sides of the two ends of the second steel truss body, the first threaded columns slide in the adjacent buffer grooves, the outer walls of the first threaded columns are sleeved with first limiting sleeves making contact with the adjacent connecting blocks in a threaded mode, and first damping blocks are arranged at the two ends in the buffer grooves. The steel truss damping device is reasonable in structure, can be used for assembling a plurality of steel trusses together, can be used for buffering and damping the joints of the steel trusses, can be used for simply and conveniently disassembling and replacing the damping components, is convenient to use, can be used for regulating and controlling the assembled steel trusses, and is high in working performance.

The present invention discloses a main arch structure and construction method for a long-span steel tube concrete arch bridge. The main arch structure includes a main chord, which includes an upper chord and a lower chord. A web member structure is connected between the upper and lower chords. The web member structure includes a first web member assembly and a second web member assembly. The first web member assembly is located in the arch foot section, and the second web member assembly is located in the arch body section. The first web member assembly includes a first diagonal web member and a first transverse web member connected to each other. The first diagonal web member and the first transverse web member form a triangular space with the corresponding main chord. A stiffening splicing plate is provided in the triangular space. The stiffening splicing plate is provided in the stiffening splicing plate. A stiffening plate matching the shape of the connecting hole is provided in the connecting hole. The second web member assembly has a triangular structure. The web member structure can improve the overall transverse out-of-plane stiffness of the steel tube concrete main arch, and can also improve the web member stability and shear stiffness, thereby ensuring the local and overall stability of the entire bridge.

The invention discloses a large-span truss and a safety monitoring system thereof, and relates to the technical field of bridge engineering, the large-span truss comprises a plurality of truss single bodies which are arranged and combined mutually, the bottoms of the truss single bodies are connected with bases, each truss single body comprises an upper chord member and a lower chord member which are correspondingly arranged, and side vertical rods are correspondingly fixed to the two ends of each chord member through bolts; a middle vertical rod is fixed to the middle of the chord member through a bolt, an outer side gusset plate is fixedly installed on one side of each side vertical rod, side inclined rods are correspondingly installed at the upper end and the lower end of each outer side gusset plate, one ends of the side inclined rods are fixed to the chord member, middle gusset plates are correspondingly installed on the two sides of the middle vertical rod, and the middle gusset plates are fixedly installed on the two sides of the middle vertical rod. Middle inclined rods are fixedly installed on the periphery of the middle gusset plate, one end of each middle inclined rod is fixed to the chord member, and the safety monitoring system comprises four piezoelectric crystals installed on the side wall of the middle gusset plate.

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.