280results 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 invention relates to a beam-first and arch-second construction method for a large-span through bolt-welding combined system steel box tied arch bridge, which comprises the following steps of: obtaining an under-bridge construction platform based on a preset bridge way system of the steel box tied arch bridge; on the basis of the under-bridge construction platform, sequentially completing suspended assembly of one straining beam, longitudinal and transverse beams and the other straining beam which are in bridge joint with piers at the two ends of the steel box tied-arch bridge, and after suspended assembly, completing fixed connection between the straining beams and the longitudinal and transverse beams in an auxiliary mode through the wedge-shaped lifting platform to obtain a spandrel girder structure; based on the bearing beam structure, laying of a temporary bridge deck system is completed, arch span structure construction is completed, and bridge deck system construction of the steel box tied-arch bridge is completed. According to the invention, the number of high-altitude supports is reduced, the cost of construction measures is saved, temporary construction measures are reduced, and the method has the advantages of improving the construction efficiency and reducing the cost.

The invention discloses a steel truss bridge pushing and falling construction method which improves the precision of a pre-assembly stage and ensures that the overall shape and structure of a bridge body meet the design requirements by adopting a laser measuring instrument, high-precision calculation, temperature control and other means. According to the steel truss bridge pushing and falling construction method, advanced walking type pushing equipment is used, parameters and configuration of the equipment are adjusted, the pushing construction efficiency and precision are improved, it is ensured that the bridge body stably and accurately moves to the designed position, and the construction efficiency is improved. According to the steel truss bridge pushing and falling construction method, the measuring point positions are arranged on the bridge body, displacement and deformation are monitored in real time, finite element analysis and equipment adjustment are combined, accurate control in the pushing process is ensured, and structural deformation and displacement deviation in the pushing process are effectively prevented.

The utility model relates to the field of steel trusses, in particular to a large-span high-load-bearing steel structure truss which comprises second limiting rings, round pipes penetrate through and are fixedly connected to the opposite sides of every two adjacent second limiting rings, and sleeves are slidably connected to the opposite sides of every two adjacent second limiting rings. And the middles of the adjacent sides of the two sleeves penetrate through and are fixedly connected with rods, the adjacent ends of the two rods penetrate through and are fixedly connected with a third limiting ring, and a connecting assembly is arranged between the rods. According to the large-span and high-load-bearing steel structure truss, connection can be achieved through the connecting assemblies, the large-span supporting structure of the steel structure plant is convenient and fast to install and high in safety, the supporting rods do not need to be punched, the influence on the stability of the steel structure plant is avoided, meanwhile, workers do not need to conduct welding and fixing at a high position, and the working efficiency is improved. And potential safety hazards of high-altitude welding work are eliminated.

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 relates to a bridge temporary supporting system and a bridge jacking method. The bridge temporary supporting system comprises multiple layers of steel boxes, two steel boxes arranged in the height direction of a bridge in any two adjacent layers of steel boxes are fixedly connected, and a splice plate is fixed between any two adjacent steel boxes in each layer of steel boxes; the jack and the steel box on the top layer are located on the same layer. The steel box can be modularly assembled through the jack, so that the service time of large construction machinery can be greatly shortened, channel operation is not influenced during operation, a navigation channel is not occupied, navigation is not closed during construction, navigation safety is guaranteed, temporary support of a bridge is realized, and subsequent displacement protection of the steel truss girder is facilitated.

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 utility model relates to the technical field of bridge engineering, in particular to a steel truss node connecting structure for a bridge, which is characterized in that two connecting boxes are fixedly buckled on an upper chord member after being butted up and down, a connecting piece is mounted below the connecting box at the lower part, the connecting piece, the connecting boxes and the upper chord member are fixedly connected through bolts, a joint I is arranged on each connecting box, and a joint II is arranged on each connecting box. The first connector is fixedly connected with the transverse support, second connectors are symmetrically arranged on the two sides of the first connector respectively, and the two second connectors are fixedly connected with the two inclined supports respectively. The connecting pieces are located below the upper chord member, the two connecting pieces are symmetrically arranged along the center line of the connecting box, steel plates and third connectors are arranged on the connecting pieces, the steel plates are fixedly connected with the straight web members, and the third connectors are fixedly connected with the diagonal web members; welding stress at the upper chord connecting joints can be prevented from being excessively concentrated, smooth installation of the steel truss is guaranteed, and the construction period and the construction safety quality are guaranteed.

The invention discloses a steel truss bridge pushing and falling device and a construction method.The construction method comprises the following specific steps that S100, a plurality of temporary supporting piers are set up in the advancing direction of a steel truss bridge, a walking type pushing mechanism is installed on the top of each temporary supporting pier, then the walking type pushing mechanisms are debugged, and the steel truss bridge is pushed to fall into the steel truss bridge; a plurality of walking type pushing mechanisms can operate synchronously; s200, pre-assembly construction is conducted on the steel truss bridge at the initial pushing position of the steel truss bridge, deformation monitoring equipment needs to be installed at all stress point positions in the pre-assembly process of the steel truss bridge, and the steel truss bridge is corrected in time according to data fed back by the deformation monitoring equipment; s300, after the steel truss bridge is assembled, deformation monitoring equipment is installed on a stress point between the steel truss bridge and the walking type pushing mechanism, and meanwhile displacement monitoring equipment is installed on the steel truss bridge; and then the plurality of walking type pushing mechanisms are controlled to work synchronously.

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 provides a truss bridge node supporting device and a truss bridge. The truss bridge node supporting device comprises an upper bearing plate, a lower bearing plate, a corrugated metal plate, a first arc-shaped plate and a second arc-shaped plate. The upper bearing plate is detachably connected with a node of the truss bridge, and the two ends of the corrugated metal plate are fixedly connected with the upper bearing plate and the lower bearing plate respectively; the first arc-shaped plate and the second arc-shaped plate have the same structure and are U-shaped metal plates with openings; the upper end and the lower end of the second arc-shaped plate are fixedly connected with the upper bearing plate and the lower bearing plate correspondingly. Wherein the first arc-shaped plate, the second arc-shaped plate and the corrugated metal plate jointly support nodes of the upper bearing plate and the truss bridge, and the lower bearing plate is relatively fixed to the ground or the bridge floor. According to the truss bridge node supporting device, reliable supporting of the truss bridge node is achieved, and the truss bridge node supporting device can be replaced in time when rusted; according to the mechanical design of the overall structure, the safety and durability of the structure are considered, and economical efficiency and practicability are also considered.

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 invention belongs to the technical field of steel truss arch bridge erection, and specifically relates to a method for erecting a steel truss arch bridge that can actively adjust the internal force and displacement of the entire bridge. Steel trusses are respectively erected on two main piers, so that one end of the steel truss is erected along the center of the two main piers and forms an arch rib cantilever; cable towers are respectively erected on the two main piers, and the steel trusses are continuously erected along the arch rib cantilever, so that a number of cables on the cable towers are respectively connected to a number of steel trusses as the steel trusses are erected; a pressure sensor is set between every two adjacent steel trusses, and the pressure data of the corresponding steel trusses when they are connected is detected by the pressure sensor and uploaded to a control device; by adjusting the cable force of the cable on the cable tower, the cantilevers on both sides are lifted upward and the connection opening is expanded to be greater than or equal to the width of the steel truss, and at the same time, a number of cables adjust the cable force according to the pressure sensor data at different positions, so that the force between the steel trusses at different positions is uniform; it can make the steel trusses on the arch rib cantilever be uniformly stressed.

The invention discloses a mounting method of an arch springing structure. The mounting method comprises the following steps that 1, the arch springing structure is divided; step 2, arch foot concrete structure construction; step 3, support jig frame and operation platform installation: the support jig frames are installed, and the operation platforms are erected between the upper concrete foundation and the support jig frames and between the support jig frames; 4, arch foot structure installation, wherein lower chords are hoisted, and web members between the lower chords are hoisted; the diagonal web members between the lower chord members and the bottommost upper chord members are firstly installed on the lower chord members, the bottommost upper chord members are hoisted, the upper chord members are fixed to the arch foot supports and the diagonal web members at the corresponding positions, and then the web members between the bottommost upper chord members and between the bottommost upper chord members and the lower chord members are installed. The operation platform is arranged on the upper portion of the supporting jig frame in the most economical supporting mode, the supports are combined with the platform, high-altitude in-situ bulk loading is carried out on the arch springing, the installation cost and the installation difficulty are greatly reduced, and meanwhile the safety of constructors is guaranteed.

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 present invention discloses an equivalent structure of a riveted node of a tension diagonal web member, a test device and an installation method, which relate to the technical field of steel truss bridges, and include a first base, a local node plate, an equivalent thick plate and a second base, wherein one end cover of the local node plate is arranged on the upper side of one end of the first base, the left edge of the local node plate is fixedly connected to the first base by a fillet weld, the other end cover of the local node plate is arranged on the upper side of one end of the equivalent thick plate, the other end of the equivalent thick plate is connected to the second base, and a plurality of full-size rivets are arranged at the overlapped parts of the local node plate, the first base and the equivalent thick plate. The equivalent structure of the riveted node of a tension diagonal web member of the present invention can effectively simulate the stress condition of the original node, and the failure form is basically unaffected. By simplifying the structure, the loading tonnage required for the test is effectively reduced, the test cost is saved, and the first base and the second base are easy to load.

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.