94results 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 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 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 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 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 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 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 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 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 invention relates to a concrete slab-steel truss composite beam post-composite structure and a construction method, and relates to the technical field of steel truss girder bridge construction, the concrete slab-steel truss composite beam post-composite structure comprises a steel truss girder upper chord, the upper side of the steel truss girder upper chord is provided with baffles which are transversely arranged at intervals, and the baffles are used for being matched with formworks which are longitudinally arranged at intervals to form a pouring frame; the supporting structure is arranged on the upper side of the steel truss girder upper chord and located in the pouring frame; the precast concrete slabs are all erected on the supporting structure, steel bar sets are arranged in the precast concrete slabs, and the steel bar sets partially extend out of the precast concrete slabs and extend into the pouring frame; and the concrete layer is formed by pouring concrete in the pouring frame after the longitudinal prestress is applied to the adjacent precast concrete slabs. Due to the fact that the adjacent precast concrete planks are firstly tensioned to apply the longitudinal prestress and then are combined with the upper chord of the steel truss girder, the prestress applying efficiency is high, shrinkage creep of wet joints and cast-in-place does not need to be considered, and the problem that in the prior art, cast-in-place concrete or wet joint concrete possibly cracks in the later period is solved.

The application relates to the field of steel truss bridges, and discloses a sectional steel truss bridge which comprises multiple trusses, each of the trusses comprises a road surface plate and two side support frames, one side of each of the side support frames is hinged with multiple support cross beams, the multiple support cross beams connected to the same side support frame are arranged at intervals along the length direction of the side support frame, an adjusting mechanism is arranged on each of the side support frames, the multiple support cross beams located on the same side support frame are connected with the adjusting mechanism corresponding to the side support frame, the adjusting mechanism is used for driving the multiple support cross beams to rotate, and the road surface plate is connected to the multiple support cross beams. The application has the effects of improving the speed of construction personnel in splicing the steel truss bridge on the construction site and improving the installation efficiency of the steel truss bridge on the construction site.

The application discloses a kind of steel truss beam float to drag and slide construction device, including floating boat, the deck of floating boat is evenly provided with multiple support frames for supporting steel truss beam, the bottom of floating boat is evenly provided with several floating air bags, floating air bag is controlled gas therein by air pump capable of inflation and air suction, air pump is located on deck, the side of floating boat is further provided with a circle water level line.Further, the left and right sides of floating boat along the direction of motion are respectively provided with a limit ring.Water level line is evenly provided with a circle multiple water quantity sensors, and each floating air bag is connected with air pump by an electromagnetic valve;Construction device further includes processor and power supply.The steel truss beam is supported by being arranged with temporary support frame on floating boat, and the steel truss beam is translated from one end to the other end of river channel using waterway, so that the contact stability of steel truss beam and pier can be quickly and effectively determined during construction, and the construction cost is reduced, and construction time is saved.

The invention relates to the technical field of bridges, in particular to a temporary pipe support stable assembly type truss structure bridge and a mounting method thereof. Comprising a bridge floor which is transversely arranged on a plurality of bridge pier supports; the trusses are arranged on the two sides of the bridge floor in the width direction, each truss is formed by fixing a plurality of steel truss sections, and each truss comprises a truss upper chord and a truss lower chord; and the bridge portal frames are longitudinally arranged on the two sides of the bridge floor in the length direction and fixed to the two trusses. The truss is formed by fixing a plurality of steel truss sections, and in the process that the steel truss sections are assembled one by one on a construction site, accurate positioning and stable assembly of the Golomery steel truss sections are achieved in a temporary pipe support stable assembly mode; the problems that transportation is inconvenient and construction flexibility is low due to the fact that the whole truss is directly installed and assembled are solved, follow-up multiple times of matching, adjusting and installing are not needed, the construction and installing period is shortened, input cost is reduced, construction safety is improved, and potential safety hazards are avoided.

The utility model relates to a guy cable type bracket for 0 # block construction in 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.

The application discloses a kind of thin steel bottom plate steel web UHPC combined I-beam and bending bearing capacity calculation method, including UHPC upper flange, UHPC lower flange, steel web, further including PBL shear key, thin steel bottom plate;PBL shear key is arranged on UHPC lower flange, and thin steel bottom plate is arranged above PBL shear key;The lower end of steel web is welded and fixed with the contact part of thin steel bottom plate;The connection strength of steel web and UHPC lower flange is strengthened by PBL shear key and thin steel bottom plate.Thin steel bottom plate and steel web, PBL shear key as a whole component, reliably connect with UHPC upper flange, UHPC lower flange, form whole, jointly resist external force, compared with traditional UHPC steel web I-beam, the thin steel bottom plate steel web UHPC combined I-beam proposed in the application has the advantages of large overall rigidity, small deformation, large bending bearing capacity etc..

A separator and a preparation method therefor, an electrode assembly, a secondary battery, a battery module, a battery pack and an electrical apparatus are disclosed. The separator comprises: a first microporous base membrane, a second microporous base membrane, and a coating disposed between the first microporous base membrane and the second microporous base membrane, wherein the coating comprises lithium-rich particles, and the ratio of the average particle size Dv50 of the lithium-rich particles to the thickness of the coating is 1:(1-15).

The utility model relates to a through type steel truss girder, and belongs to the field of steel truss girders, the through type steel truss girder comprises main truss rods, positioning sleeves, connecting rods and locking mechanisms, the multiple positioning sleeves are arranged on the main truss rods at intervals, and the two ends of the connecting rods are inserted into the positioning sleeves of the two main truss rods which are arranged in parallel at intervals respectively; and the locking mechanism is arranged on the positioning sleeve and is used for positioning the connecting rod in the positioning sleeve. The method has the advantages that the mode that a plurality of steel beams are hoisted in sequence and the connecting position of the two steel beams needs to be positioned to form the steel truss is improved, and the construction efficiency of the through steel truss is effectively improved.

The invention relates to the field of bridge construction, and particularly discloses a large-span deck type steel truss arch bridge bolted truss piece first section positioning and mounting method which comprises the steps that a support is erected, specifically, an embedded part is embedded in an arch seat, and a supporting frame is erected through the embedded part; mounting the sections, namely respectively hoisting the three sections to be mounted above the corresponding brackets, respectively penetrating the three sections onto the corresponding steel pull rods after the postures of the sections are adjusted, and fixing the three sections onto the corresponding brackets; and constructing a post-pouring layer of the skewback, and pouring concrete layer by layer after the sections are installed. The technical scheme has the beneficial effects that after the section to be mounted is hoisted to the position above the corresponding support, the steel pull rod and the section mounting hole are coaxial by adjusting the posture of the section, and the accuracy of section mounting is ensured. In addition, the total station is used for remeasuring the posture, the segments needing to be adjusted are accurately adjusted through the adjusting assembly, the installation positions of the segments are made to meet the design requirement, and the overall stress performance and structural stability of the bridge are improved.

The invention relates to the technical field of landscape bridges, and discloses an arch-shaped cable-stayed combined beam column structure and a construction method of the arch-shaped cable-stayed combined beam column structure. The middle of the main beam is connected with the top of the pier column; a main arch ring; the number of the arch feet is two, the two arch feet are arranged at the two ends of the main arch ring respectively, and the arch feet are connected with the two ends of the main beam respectively; a first web member; when loads such as a vehicle are generated on the top face of the main beam, horizontal thrust independently balanced by the axial tension of the main beam is offset by the bending moment and the shearing force of the pier column; the main arch ring connected with the web member exerts upward supporting force on the main beam, large hogging moment is prevented from being generated at the joint of the main beam and the pier column in the T-shaped structure, the main beam, the pier column, the main arch ring and the web member form a beautiful shape similar to a big banyan tree on the vertical face, and the comprehensive performance of large span, low height, high adaptability and unique landscape effect is achieved.

The application relates to a structure and manufacturing method suitable for a steel truss arch bridge arch foot joint segment, which comprises a first main chord plate, a second main chord plate, a third main chord plate and a fourth main chord plate which are connected to form a rectangular section, and a plurality of flat boxes, the first main chord plate is located at the outer side of the main chord, the second main chord plate is located at the inner side of the main chord, the end of the first main chord plate and the end of the second main chord plate are respectively cantilevered relative to the third main chord plate and the fourth main chord plate, the cantilevered position of the first main chord plate is provided with a first cantilevered stiffener, the cantilevered position of the second main chord plate is provided with a second cantilevered stiffener, a plurality of flat boxes are symmetrically arranged on the outer wall of the first main chord plate, a plurality of flat boxes are symmetrically arranged on the outer wall of the second main chord plate, the number of the flat boxes arranged on the first main chord plate is greater than that of the flat boxes arranged on the second main chord plate, a plurality of flat boxes are respectively arranged on the outer walls of the third main chord plate and the fourth main chord plate, and the flat boxes are arranged close to the side of the second main chord plate. The structure is simple, convenient to use and good in effect.

The present application belongs to the technical field of steel truss beam crossing obstacle dragging construction, and particularly relates to a dragging construction method of a steel truss beam non-sudden change conversion stress dragging system; a fixed sliding block is installed above a first pier column from a cantilever section of the steel truss beam as a fixed stress support point in the dragging process; a first movable sliding block from the fixed sliding block slowly reduces the pressure on the sliding guide beam along with the dragging process; when the height difference between the top surface of the sliding guide beam and the bottom of the steel truss beam in the downhill section of the sliding guide beam is greater than the height of the movable sliding block, the pressure of the movable sliding block on the sliding guide beam completely disappears, and the movable sliding block is cut off before the first pier column and falls on the sliding guide beam for recycling; the steel truss beam is dragged by using the method, the movable sliding block stress nodes are slowly separated from the sliding guide beam in sequence during the advancing process, the steel truss beam and the cantilever guide beam node stress conversion is smooth, the steel truss beam and the cantilever guide beam avoid the phenomenon of sudden increase of tremor and deflection, the movable sliding block is cut off and moved from above the operating line to the rear safe area, and the safety risk is reduced.

The large-span half-through continuous pipe truss arch bridge coal conveying trestle comprises a plurality of main arch ribs, parallel chord truss structures and supports, the parallel chord truss structures are continuously arranged and fixed to the top ends of the supports, the two ends of the main arch ribs are connected with the side faces of the two supported supports respectively, and the parallel chord truss structures are connected with the main arch ribs. The main arch rib and the parallel chord truss structure are connected through a plurality of suspenders, and the integral half-through continuous pipe truss arch bridge system is jointly formed through penetration welding connection. The large-span half-through continuous pipe truss arch bridge coal conveying trestle solves the problem that space waste is caused by an existing coal conveying trestle in a large-span steel truss coal conveying trestle.

The application discloses a continuous steel truss beam construction method of a bidirectional longitudinal slope bridge deck, and relates to the technical field of bridge engineering construction, which comprises the following steps: using sliding seats arranged below bridge sections to sequentially longitudinally move the bridge sections to designed positions, and the height of the sliding seat below each bridge section is matched with the slope when the bridge section is longitudinally moved to the designed position. A plurality of sliding seats with different heights are respectively arranged at the bottoms of different sections of the steel truss beam, so that the corners of the slope top are buffered by the sliding seats with different heights, and meanwhile, the line type of the steel truss beam after splicing can be maintained, and the plurality of sections are pushed to the designed positions by a pushing device, so that continuous construction can be realized, and the construction efficiency is improved.