CN216891927U - Large-span double-layer combined construction steel truss arch bridge - Google Patents
Large-span double-layer combined construction steel truss arch bridge Download PDFInfo
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- CN216891927U CN216891927U CN202123223743.XU CN202123223743U CN216891927U CN 216891927 U CN216891927 U CN 216891927U CN 202123223743 U CN202123223743 U CN 202123223743U CN 216891927 U CN216891927 U CN 216891927U
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Abstract
本实用新型公开了一种大跨度双层合建钢桁架拱桥，拱桥包括多个钢桁架临时支墩（12）、多个拱肋临时支墩（13），由多个钢桁架临时支墩（12）顶部共同支撑钢桁架结构中的下弦杆，由拱肋临时支墩（13）支撑钢桁架结构中的拱肋。本实用新型可现场整体拼装，使钢桁架拱桥现场拼装便捷，施工周期短，安装精度高，减小了施工对周边环境的影响，提高了钢桁架拱桥施工质量，提高施工效率，有较高的推广价值。
The utility model discloses a large-span double-layer steel truss arch bridge. The arch bridge comprises a plurality of steel truss temporary support piers (12), a plurality of arch rib temporary support piers (13), and a plurality of steel truss temporary support piers (13). 12) The top supports the lower chord in the steel truss structure together, and the arch rib in the steel truss structure is supported by the arch rib temporary support pier (13). The utility model can be assembled on site as a whole, so that the on-site assembly of the steel truss arch bridge is convenient, the construction period is short, the installation precision is high, the influence of the construction on the surrounding environment is reduced, the construction quality of the steel truss arch bridge is improved, and the construction efficiency is improved. Promote value.
Description
Technical Field
The utility model relates to the field of bridge systems, in particular to a large-span double-layer combined construction steel truss arch bridge.
Background
In recent years, urban construction in China is developed at a high speed, bridge construction technology is improved continuously, steel trusses are widely applied to bridge construction, the traffic volume of trains is increased continuously, and great demands are made on the traffic flow of bridges. The double-layer steel truss bridge greatly increases the traffic volume of railways and highways. The steel truss arch bridge is usually installed in a pre-assembly and hoisting mode and is connected in a welding mode, a bolt mode and the like.
The steel truss adopts the whole node member, guarantees that the drilling precision requirement of each position connecting hole crowd is high, and the hole method can be in batches the drilling when the unit spare is makeed earlier, and is efficient, is applicable to the component that the assembly welding warp is little, deformation regularity is strong or a section hole crowd connects, and the back hole method becomes the hole after the assembly welding is accomplished, can be used to the higher component of precision requirement. The welding deformation of the rod piece needs to be controlled in the construction process of the steel truss, and the requirement on the precision of the overall dimension is high; the steel box arch wire type has high control precision requirement. The requirement on line type and the precision of a suspender anchor box need to be guaranteed, the precision requirement is high, the control difficulty is high, and meanwhile, the welding quality of the key structure position also influences the overall quality. The large-span steel truss girder members are in a bolt connection mode, and the construction line type control difficulty is large. The steel box arch wire type has high control precision requirement, and the bridge-forming wire type is required to meet the design wire type requirement when the steel box arch wire type is assembled on site, so that the construction precision requirement and the construction difficulty are improved.
In summary, in order to overcome the defects of the prior art, a long-span double-layer combined construction steel truss arch bridge and a construction method are urgently needed, the rod piece precision and the overall quality of the steel truss arch bridge are improved, the steel truss hoisting difficulty is reduced, the construction efficiency and quality are improved, and the long-span double-layer combined construction steel truss arch bridge and the construction method are ensured.
SUMMERY OF THE UTILITY MODEL
The utility model aims to provide a large-span double-layer combined construction steel truss arch bridge which is high in construction efficiency, simple in structure, convenient to construct, low in cost, energy-saving and environment-friendly, and aims to solve the problems in the prior art.
In order to achieve the purpose, the technical scheme adopted by the utility model is as follows:
large-span double-deck steel truss arched bridge of building jointly, including steel truss structure, bridge deck system structure, interim buttress system, wherein:
the temporary buttress system comprises a plurality of vertical steel truss temporary buttresses (12) and a plurality of arch rib temporary buttresses (13), and the tops of the steel truss temporary buttresses (12) support the steel truss structure together;
the steel truss structure comprises a plurality of upper chords (1) and a plurality of lower chords (2), wherein each upper chord (1) and each lower chord (2) respectively extend longitudinally, the upper chords (1) are distributed on the same plane side by side, the lower chords (2) are distributed on the same plane side by side, the plane formed by the upper chords (1) is located above the plane formed by the lower chords (2), the positions of the upper chords (1) correspond to the positions of the lower chords (2) one by one, and the tops of steel truss temporary buttresses (12) in the temporary buttress system are respectively connected to the bottoms of the lower chords (2) in a supporting mode; a plurality of web members (3) are respectively connected between the upper chord (1) and the lower chord (2) which correspond to the positions, an arch rib (4) which is arched in an upper arc is connected between the tops of the two longitudinal ends of each upper chord (1), a plurality of suspenders (5) are connected between each arch rib (4) and the corresponding upper chord (1), and a plurality of wind braces (6) are arranged between the adjacent arch ribs (4); the arch rib (4) is formed by splicing and fixedly connecting a plurality of arch rib unit pieces (16) along the arc direction, each arch rib unit piece (16) is of a box type structure, the box type structure is formed by encircling an arch rib top plate (35), an arch rib bottom plate (37) and two arch rib webs (34), wherein an anchor box (36) is fixed on the bottom surface of the arch rib bottom plate (37) through a downward extending part, a wind bracing node support plate (38) is fixed on the outer surface of one arch rib web (34) opposite to the adjacent arch rib (4) in the two arch rib webs (34), and the wind bracing (6) is connected by the wind bracing node support plate (38);
the wind bracing (6) comprises wind bracing gusset plates (46) and wind bracing web members in six directions; the wind bracing gusset plate (46) is provided with six arms extending towards different directions, wherein three arms extend towards the corresponding arch rib at one side, the other three arms extend towards the corresponding arch rib at the other side, the six arms are correspondingly connected with wind bracing web members one by one, wherein three wind bracing web members are connected with different wind bracing gusset support plates (38) in the corresponding arch rib (4) at one side, and the other three wind bracing web plates are connected with different wind bracing gusset support plates (38) in the corresponding arch rib (4) at the other side;
bridge deck system structure is including locating between adjacent upper chord member (1), the bridge deck system between adjacent lower chord member (2), part bridge deck system comprises connecting in a plurality of crossbeams between corresponding chord member, laying the decking that is fixed in on a plurality of crossbeams, and part bridge deck system comprises connecting in a plurality of crossbeams between corresponding chord member, connecting in a plurality of longerons of each crossbeam, laying the decking that is fixed in on each crossbeam and longeron, the interim buttress (13) of arch rib in the interim buttress system are located respectively on the decking between each adjacent upper chord member, and every interim buttress (13) of arch rib supports respectively connects in two arch ribs (4) that the decking corresponds of place.
Further, interim buttress of steel truss (12) is including locating ground or submarine basis (20), and basis (20) top is connected with a plurality of vertical steel pipes (17) that distribute side by side, and each steel pipe (17) top supports jointly and is fixed with shaped steel (18), shaped steel (18) are along the double-pin H shaped steel of horizontal extension, and shaped steel (18) top is provided with a plurality of vertical regulation steel pipes (19).
Further, interim buttress of arch rib (13) includes a plurality of steel sheets (23), each steel sheet (23) are located on the decking between the adjacent upper chord and are horizontal longitudinal distribution, be connected with vertical steel pipe on every steel sheet (23) respectively, be connected with horizontal angle steel (21) between the vertical adjacent steel pipe, vertically go up each steel pipe top height difference, and every vertically go up each steel pipe top height variation and the arch rib (4) arc that corresponds match to the change, every horizontal steel pipe top supports respectively and is fixed with shaped steel regulation cushion (22), adjust two arch ribs (4) that the decking corresponds by each shaped steel regulation cushion (22) jointly support.
Further, last chord member (1) comprises a plurality of last chord member spare (14) along vertically splicing fixed connection, and every goes up chord member spare (14) and includes roof (27), and roof (27) one side is connected with twice longitudinal extension's reference band steel (30.1), and roof (27) are connected with a plurality of cross slab (28.1) of referring to corresponding to one of them reference band steel position, are used for connecting between adjacent cross slab (28.1) of referring to web member (3) upper end, and roof (27) are connected with multichannel reference limiting plate (31) corresponding to another reference band steel position, and roof (27) are connected with the one side of referring to the band steel and still are equipped with multichannel position line (29.1).
Further, lower chord (2) comprise along vertically splicing fixed connection a plurality of upper chord unit spare parts (15), every lower chord unit spare (15) includes bottom plate (32), and bottom plate (32) one side is connected with one and vertically extends referring to band steel (30.2), and bottom plate (32) are connected with a plurality of cross slab (28.2) of referring to corresponding to referring to the band steel position, are used for connecting between adjacent cross slab (28.2) web member (3) lower extreme, and bottom plate (32) are connected with the one side of referring to the band steel and still are equipped with multichannel location line (29.2).
Furthermore, in the upper chord (1), the outer side surface of the upper chord at the outermost side is fixedly connected with an access road cantilever (10); and in the lower chord (2), the outer side surface of the lower chord at the outermost side is fixedly connected with a sidewalk cantilever (11).
Further, still including locating wind brace gusset plate location bed-jig on the decking between each adjacent upper chord, wind brace gusset plate location bed-jig including stand (41) that the upright orientation is fixed in the decking, install in jack (43) at each stand (41) top, the flexible end of every jack (43) upwards respectively and support and be fixed with backing plate (42), be connected with the location bed-jig horizontal longitudinal beam of assembling the formation by a plurality of I-steel (44) between each backing plate (42), location bed-jig horizontal longitudinal beam top is fixed with a plurality of vertical reference columns (45), it realizes the location to go into to wind brace gusset plate (46) in the space between the adjacent arm by a plurality of reference column (45) one-to-one card, and adjust the inclination through adjustment jack (43), thereby realize the location of wind brace gusset plate (46).
The utility model has the following characteristics and beneficial effects:
(1) the integrally assembled long-span double-layer combined construction steel truss arch bridge adopts an on-site prefabricated rod piece, is integrally assembled on site, and finally adopts a scheme of assembling the whole process by using a gantry crane truck crane. The lower chord is manufactured by adopting an orthofabrication method and taking the bottom plate as a jig frame surface, and the upper chord is manufactured by adopting a reverse construction method and taking the top plate as the jig frame surface; the arched girder combining section is reversely manufactured by taking the top plate as a jig frame surface. The manufacturing of the arch rib adopts a long line method to carry out horizontal splicing, thereby ensuring the accurate manufacturing line type of the arch rib segment. The steel truss arch bridge is convenient to assemble on site, short in construction period and high in installation precision, and influence of construction on the surrounding environment is reduced.
(2) The hole making of the rod piece adopts a back hole and matched drilling method, namely after the rod piece is assembled, welded, corrected and scribed on the box-shaped or H-shaped section, scribing and drilling a node side hole group, and matching drilling when the hole group at the other end is to be assembled in a trial way; trial assembly is carried out in a single truss face rod piece factory according to turns, and the precision of a hole group is guaranteed; the drilling is joined in marriage in bridge floor system crossbeam one side hole crowd building site between the purlin face, ensures the bridge floor system installation accuracy, guarantees the system hole required precision of each position connecting hole crowd, has improved steel truss arch bridge construction quality.
(3) Adopt steel box girder buttress system, the interim buttress system of truss, arch rib, the effectual deformation that has reduced in the material storage process and the deformation in the construction installation, the design bed-jig is adopted in the member preparation, has reduced the interior degree of difficulty of assembling of members such as arch rib, wind brace by a wide margin, has improved the interior efficiency of assembling of site. The anti-deformation swinging jig frame is adopted during welding of the plate units, the welding difficulty of the plate ribs is reduced, the application range of the jig frame is wider by adjusting the cushion blocks and the clamping seats, the construction efficiency is improved, and the popularization value is higher.
Drawings
FIG. 1 is a schematic cross-sectional view of a main bridge.
FIG. 2 is a schematic longitudinal section of a main bridge.
Fig. 3 is a schematic view of a steel truss temporary pier system, wherein (a) is a side view and (b) is a front view.
Fig. 4 is a schematic view of a rib temporary pier system.
Fig. 5 is a schematic view of a steel box girder storage buttress system.
FIG. 6 is a schematic illustration of the reverse construction of the upper chord unit piece.
FIG. 7 is a schematic view of a lower chord element erecting method.
FIG. 8 is a schematic view of an upper chord unit piece.
Fig. 9 is a schematic diagram of horizontal assembly of arch rib single elements, wherein (a) is an internal structure diagram and (b) is an external structure diagram.
Fig. 10 is a schematic view of a long line method of the rib.
Fig. 11 is a schematic view of a wind brace center plate positioning jig, wherein (a) is a top view and (b) is a side view.
Fig. 12 is a schematic view of a plate reverse deformation swinging jig, wherein (a) is a top view and (b) is a side view.
Fig. 13 is a schematic view of gantry crane installation.
In the figure: 1-upper chord, 2-lower chord, 3-web member, 4-arch rib, 5-suspender, 6-wind brace, 7-municipal bridge deck system, 8-track bridge deck system, 9-pipeline bridge deck system, 10-maintenance channel cantilever, 11-sidewalk cantilever, 12-steel truss temporary buttress system, 13-arch rib temporary buttress system, 14-upper chord unit member, 15-lower chord unit member, 16-arch rib unit member, 17-steel pipe, 18-section steel, 19-adjusting pipe, 20-foundation, 21-angle steel, 22-adjusting pad, 23-steel plate, 24-steel pier, 25-pad, 26-steel box girder, 27-top plate unit member, 28.1-reference diaphragm of upper chord unit member, 28.2-reference diaphragm of lower chord unit member, 29.1-positioning line of upper chord unit element, 29.2-positioning line of lower chord unit element, 30.1-reference flat steel of upper chord unit element, 30.2-reference flat steel of lower chord unit element, 31-limiting plate, 32-bottom plate unit element, 33-hole group, 34-arch rib web, 35-arch rib top plate, 36-anchor box, 37-arch rib bottom plate, 38-wind bracing node supporting plate, 39-long line horizontal splicing bottom die, 40-ground sample line, 41-upright post, 42-base plate, 43-jack, 44-I-steel, 45-positioning post, 46-node plate, 47-pin shaft, 48-hydraulic rod, 49-support, 50-adjustable cushion block, 51-plate unit, 52-adjustable clamping seat, 53-clamping groove, 54-u-shaped rib, 55-jig frame beam, 56-adjusting hole, 57-upper beam, 58-lower beam, 59-gantry crane foundation, 60-original road surface, 61-enlarged road surface, 62-cart running mechanism, 63-lifting hook, 64-trolley, 65-supporting leg, 66-channel steel and 67-expansion bolt.
Detailed Description
The technical solutions in the embodiments of the present invention will be clearly and completely described below with reference to the drawings in the embodiments of the present invention, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, it is to be understood that the terms "top," "bottom," "upper," "middle," "inner," and the like are used for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the components or elements so referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus are not to be considered as limiting the present invention.
As shown in fig. 1 and 2, the large-span double-layer combined construction steel truss arch bridge comprises a steel truss structure, a bridge deck system structure, a cantilever arm structure, a temporary buttress system and a steel box girder storage buttress system; and (3) installing the single-width steel truss by adopting a gantry crane, dismantling the gantry crane after the left and right steel trusses are installed, hoisting the upper and lower layer bridge deck system structure between the left and right steel trusses by adopting a truck crane, and after the steel trusses and the bridge deck system structure are installed, hoisting the truck crane to a bridge, and installing arch ribs and wind braces.
The steel truss structure comprises an upper chord 1, a lower chord 2, web members 3, arch ribs 4, a suspender 5 and a wind brace 6; the arch rib 4 is connected with the upper chord 1 through an arch beam connecting section of the upper chord 1 and a suspender 5; the suspender 5 is a flexible suspender, the upper end of the suspender is anchored at the bottom of the arch rib 4 and is a stretching end, and the lower end of the suspender is anchored at the node of the upper chord 1 and is an anchoring end.
The bridge deck system structure comprises a municipal bridge deck system 7, a track bridge deck system 8 and a pipeline bridge deck system 9; the municipal bridge deck system 7 consists of a cross beam and a bridge deck and is divided longitudinally; the track bridge deck system 8 consists of a cross beam and a bridge deck and adopts transverse division; the pipeline bridge deck system 9 is composed of cross beams, bridge deck plates and longitudinal beams and is divided longitudinally.
The upper chord 1 is connected by an upper chord unit piece 14 through a high-strength bolt and welding; the lower chord 2 is connected by the lower chord unit piece 15 through a high-strength bolt and welding mode, and the arch rib 4 is connected by the arch rib unit piece 16 through a high-strength bolt and welding mode.
The cantilever arm structure comprises an access road cantilever arm 10 and a sidewalk cantilever arm 11; the access road cantilever 10 and the upper boom 1 of the side truss adopt a welding mode; and a web plate of the sidewalk cantilever 11 and the lower chord 2 of the edge truss are in a bolted connection mode, and a top plate and a cantilever wing plate are welded.
As shown in fig. 3 and 4, the temporary buttress system comprises a steel truss temporary buttress 12 structure and an arch rib temporary buttress 13 structure; the steel truss temporary buttress structure is a three-dimensional steel buttress consisting of steel pipes, section steel 18 and a foundation 20, and the top of the buttress is provided with an adjusting steel pipe 19; the section steel 18 is double-spliced H-shaped steel; the temporary buttress structure 13 of arch rib is a three-dimensional steel buttress formed by connecting steel pipes and angle steels 21, the top of the buttress is provided with a profile steel adjusting cushion block 22, and a steel plate 23 is arranged below the steel pipes, so that the contact area between the buttress and a bridge deck top plate is increased, and the deformation is avoided.
As shown in fig. 5, the pier system for storing steel box girders is used for temporarily storing the steel box girders 26, so as to avoid deformation caused by long-time storage, and is characterized in that: comprises a steel pier 24, a skid 25 and a series of anti-deformation devices; when the steel box girder 26 is stored, 4 steel piers 24 are adopted for supporting, the steel piers 24 are arranged at the intersection of the longitudinal web plate or the longitudinal rib of the girder section and the diaphragm plate, and the skid 25 is arranged between the steel box girder 26 and the steel piers 24.
As shown in fig. 6, 7, and 8, the upper chord unit piece 14 of the steel truss structure is inverted by using the top plate 27 as a jig surface by the inversion method, and the lower chord unit piece 15 is normalized by using the bottom plate 32 as a jig surface by the normalization method. In the upper chord unit piece 14, two reference flat steels 30.1 and positioning wires 29.1 are arranged in the top plate 27, a reference diaphragm 28.1 is arranged, and a reference diaphragm 28.1 and a limiting plate 31 are provided with welding webs; in the lower chord unit piece 15, a reference flat steel 30.2 and a positioning line 29.2 are arranged inside the bottom plate 32, a reference diaphragm 28.2 is arranged, and a welding web is arranged on the reference diaphragm 28.2. The upper chord member 1 and the lower chord member 2 are both drilled by adopting a rear hole and trial assembly drilling method, and after assembling, welding, correcting and marking are finished, a hole group 33 on one side of the node is drilled, and a drill is assembled on the other side of the node in a trial assembly manner; the arched girder combining section of the upper chord member 1 is reversely built by adopting a reverse building method and taking the top plate 27 as a jig frame surface; and (4) drilling the hole group of the arched beam combination section during trial assembly.
As shown in fig. 9, the arch rib unit 16 of the steel truss structure has a box-shaped section and is connected by full welding, the inner side of the arch rib unit 16 is stiffened by high-strength bolts, and the outer side of the arch rib unit 16 is welded with a wind bracing node support plate 38. As shown in FIG. 10, the arch rib 4 is installed by adopting a long-line horizontal splicing technology, the arch rib web 34 is positioned by a tire, the arch rib web 34 is welded with an anchor box 36, the arch rib top plate 35 and the arch rib bottom plate 37 are welded with a reference diaphragm 28, the arch rib unit piece 16 is welded on the long-line horizontal splicing bottom die 39 and aligned with the ground sample line, and the tire is removed in a segmented mode after welding.
As shown in fig. 11, the wind bracing 6 of the steel truss structure is composed of a wind bracing node support plate 38, a wind bracing node plate 46 and six-direction wind bracing web members; the wind brace 6 is connected with the node of the arch rib 4 by a high-strength bolt; the wind brace gusset plate 46 is accurately positioned through a wind brace gusset plate positioning jig, and the wind brace gusset plate 46 is connected with a wind brace web member through a high-strength bolt.
The wind bracing gusset plate positioning jig frame consists of a vertical column 41, a base plate 42, a jack 43, I-shaped steel 44 and a positioning column 45; the upright column 41 is connected with the base plate 42 through a jack 43, the inclination angle of the gusset plate positioning jig frame is adjusted through adjusting the jack 43, a plurality of I-shaped steels 44 are assembled to form a transverse and longitudinal beam of the positioning jig frame, and the position of the gusset plate 46 is determined through a positioning column 45.
As shown in fig. 12, the bridge deck in the bridge deck structure is a plate part + U-shaped rib 54 structure, and the U-shaped rib 54 is an inverted T-shaped structure formed by welding a beam web and a beam wing on both sides; and the plate parts are arranged on a special reversible deformation welding swinging jig frame for welding.
The anti-deformation welding swinging jig comprises a pin shaft 47, a hydraulic rod 48, a support 49, an adjustable cushion block 50, a plate unit 51, an adjustable clamping seat 52 and a clamping groove 53; the lower end of the hydraulic rod 48 is fixed on the ground through a pin shaft 47, the upper end of the hydraulic rod 48 is fixed with a jig frame cross beam 55 through the pin shaft 47, the angle of the jig frame can be changed through the telescopic hydraulic rod 48, and the welding stability is improved; the adjustable clamping seat 52 is connected with the jig frame surface through an adjusting hole 56 by bolting, an adjustable cushion block 50 is arranged on the jig frame surface, and the height of the adjustable cushion block 50 is adjusted to enable the jig frame surface to accord with the plate line shape, so that the jig frame surface accords with the construction requirement; the clamping groove 53 can be clamped between the U ribs, and welding quality is improved.
As shown in fig. 13, the utility model also provides a construction method of the large-span double-layer combined construction steel truss arch bridge, which mainly comprises the following construction steps:
s1: construction preparation: deepening construction process drawings, intersecting technologies, preparing materials and preparing inspection and detection.
S2: manufacturing and producing the steel truss in the yard: after the first product is checked and accepted, manufacturing of the upper chord 1 and the lower chord 2, manufacturing of the bridge deck tie plate single elements, manufacturing of the sidewalk cantilever arm 11 and the maintenance road cantilever arm 10, and manufacturing of the arch rib 4 and the wind bracing 6 are carried out.
S3: construction preparation before hoisting: and (4) hardening the foundation of the site, measuring and paying off, and entering the site by materials and personnel.
S4: installing a gantry crane: inspecting a gantry crane, removing impurities, reinforcing a gantry crane foundation 59, enlarging a pavement 61 on the original pavement foundation 60, and providing a construction environment; the cart running mechanism 62 is stable through four channel steels 66 and six expansion bolts 67, the lower cross beam 58 is installed after the cart running mechanism is stable, the supporting legs 65 are installed, the upper cross beam 57 is installed, the supporting legs are stable through the steel wire ropes and the ground anchors, the electrical equipment is installed, the lifting hook 63 and the trolley 64 are installed, and gantry crane load tests and installation inspection are carried out.
S5: installing a steel truss: the gantry crane and the truck crane are adopted to install the upper chord 1 and the lower chord 2 of the side truss girder, and the joints are respectively welded and bolted according to a construction scheme.
S6: the bridge deck system, the sidewalk cantilever arm 11 and the access road cantilever arm 10 are installed: and installing the bridge deck by adopting a gantry crane, and performing staggered installation according to the installation progress of the lower chord 2.
S7: the arch rib 4 is installed: and 2, hoisting 2 50t truck cranes to the upper deck system by adopting 125t gantry cranes on the left and right frames, installing a main arch bracket on the truck cranes, and installing a main arch and a wind brace 6 by adopting the gantry cranes.
S8: dismantling the gantry crane: hoisting the rest components to the specified position of the upper deck slab of the main bridge by using the gantry crane, and dismantling 4 gantry cranes by using 2 80t truck cranes; the supporting legs 65 are fixed, the cable wind rope is sealed, and the trolley, the rain cover and the control room are detached. Detaching the main beam part, binding firmly to avoid deformation, detaching the ladder stand, hanging the ladder stand above the supporting legs by steel wire ropes and tensioning by a truck crane, detaching the fixed wind cables, detaching the connecting screws of the supporting legs 65 and the lower cross beam, and hoisting the supporting legs 65 to the transport vehicle transportation and lower cross beam 58; and the truck crane hoists the cart assembly, and the support of the pre-fixed portal crane is removed.
S9: installing and dismantling the rest facilities: the truck crane is provided with a sidewalk plate and a suspender 5; dismantling a main arch support, paving a bridge floor, dismantling an under-arch support, and performing a sling tensioning test; and (5) mounting an auxiliary structure and integrally coating.
S10: and (4) checking and accepting the full bridge.
Claims (7)
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| CN202123223743.XU CN216891927U (en) | 2021-12-21 | 2021-12-21 | Large-span double-layer combined construction steel truss arch bridge |
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| CN115787374A (en) * | 2022-12-28 | 2023-03-14 | 中铁重工有限公司 | Steel structure truss girder bridge with aerial track and manufacturing method thereof |
| CN116005572A (en) * | 2023-01-10 | 2023-04-25 | 安徽省公路桥梁工程有限公司 | Steel box arch rib construction device and construction method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115787374A (en) * | 2022-12-28 | 2023-03-14 | 中铁重工有限公司 | Steel structure truss girder bridge with aerial track and manufacturing method thereof |
| CN116005572A (en) * | 2023-01-10 | 2023-04-25 | 安徽省公路桥梁工程有限公司 | Steel box arch rib construction device and construction method |
| CN116254954A (en) * | 2023-02-28 | 2023-06-13 | 中国建筑第二工程局有限公司 | Large-angle double-layer cornice roof special-shaped steel structure and construction method |
| CN117206826A (en) * | 2023-07-31 | 2023-12-12 | 中交一公局集团有限公司 | A fully bolted arch rib double-split coupling manufacturing method |
| CN119703480A (en) * | 2025-02-18 | 2025-03-28 | 中铁宝桥（扬州）有限公司 | Manufacturing method of arch beam combination section of oversized-section steel box arch bridge suitable for waterway transportation |
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